Consultez l'article suivant pour une description détaillée de toutes les options et de leurs paramètres d'entrée :
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"value": "<p><strong>Les dispositifs de transfert de charge</strong> comprennent deux entités : la platine de base et l'ancrage individuel. Commençons par la platine de base. Pour définir la position, une surface de référence et un bord doivent être sélectionnés. Ceux-ci définissent l'origine des coordonnées à partir desquelles les distances X et Y sont mesurées. Il existe deux options de définition de forme : Rectangulaire et Polygone.</p>\n<figure data-asset-id=\"11cd27f6-009d-4db7-8317-0f09336fca36\" data-image-id=\"11cd27f6-009d-4db7-8317-0f09336fca36\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/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>La platine de base est reliée à l'élément en béton par un contact qui transfère les contraintes de compression et, si l'utilisateur le souhaite, peut également transmettre des contraintes de cisaillement. Trois mécanismes de transfert du cisaillement peuvent être sélectionnés :</p>\n<ul>\n <li><strong>par frottement</strong></li>\n <li><strong>par ancrages</strong></li>\n <li><strong>par bêche</strong></li>\n</ul>\n<p>Le logiciel ne permet pas de combiner ces mécanismes de transfert du cisaillement.</p>\n<p>Pour l'option par frottement, la valeur de calcul du coefficient de frottement doit être saisie. Pour l'option par bêche, le profil métallique, y compris la géométrie et la position, doit être renseigné.</p>\n<p>Toutes les configurations possibles de platines de base sont décrites dans l'article : <a data-item-id=\"2a4f94ba-b8bb-4cab-abfc-d5c6d81e4f16\" href=\"\">Options des platines de base</a>.</p>\n<p>La platine de base peut transmettre soit une charge ponctuelle, soit un groupe de forces. Pour une charge ponctuelle, le modèle peut être chargé avec six efforts internes (Fx, Fy, Fz, Mx, My et Mz) en n'importe quelle position sur la platine de base. Pour un groupe de forces, les utilisateurs peuvent saisir les positions, intensités et directions des forces dans un tableau, permettant un positionnement général sur la platine de base. Il est important de mentionner que la platine de base est chargée ponctuellement et ne comporte ni raidisseur ni élément soudé sur sa face supérieure. Ainsi, pour une distribution correcte des charges, il est important d'utiliser une platine de base relativement rigide avec une épaisseur relativement importante. Une autre option consiste à utiliser un <a data-item-id=\"b01780a3-d07a-4184-bc1a-29a87b138150\" href=\"\">tronçon</a>, qui résout le problème de rigidité de la platine.</p>\n<p>Un second dispositif de transfert de charge, l'ancrage individuel, peut être ajouté et interconnecté avec la platine de base pour créer, par exemple, une platine de base de poteau ancrée avec quatre ancrages (voir la figure ci-dessous). Il est également possible de modéliser des ancrages séparés sans platine de base.</p>\n<figure data-asset-id=\"173535b3-f5bc-4054-8097-28f3511f801f\" data-image-id=\"173535b3-f5bc-4054-8097-28f3511f801f\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/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>De plus amples informations sur l'interconnexion avec la platine de base sont disponibles dans le <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Contexte théorique</a>.</p>\n<p>En termes de position et de géométrie, les ancrages sont référencés par rapport à la surface et au bord du bloc, y compris la détermination de la position relative comme pour la platine de base. Il est bien entendu possible de spécifier la longueur de l'ancrage dans le béton et la longueur au-dessus de la surface du béton.</p>\n<figure data-asset-id=\"d863d248-0da0-4d70-be58-409733d42f62\" data-image-id=\"d863d248-0da0-4d70-be58-409733d42f62\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/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>Les ancrages sont disponibles en deux variantes :</p>\n<ul>\n <li>Coulés en place </li>\n <li>Ancrages adhésifs</li>\n</ul>\n<p>Pour le ferraillage coulé en place, la résistance d'adhérence est utilisée conformément à l'EN 1992-1-1 chap. 8.4.2. De plus, il est possible de spécifier le type d'ancrage pour ce type d'ancrage comme pour un ferraillage conventionnel.</p>\n<p>Pour les ancrages adhésifs, il est possible de saisir directement la résistance d'adhérence, que l'utilisateur peut trouver dans la fiche technique du mortier adhésif utilisé. Notez qu'<strong>il est nécessaire de saisir la valeur de calcul de la résistance d'adhérence. </strong>L'<a data-item-id=\"28fda422-6776-422c-95fb-6a969235d0c0\" href=\"\">article</a> suivant vous aidera à trouver la valeur. </p>\n<figure data-asset-id=\"b48eec47-5b68-4835-8312-09aeb774a144\" data-image-id=\"b48eec47-5b68-4835-8312-09aeb774a144\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/09d0bd61-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>Consultez toutes les options d'ancrages dans l'article : <a data-item-id=\"10e87806-c370-4f36-97fd-c9eb0824350f\" href=\"\">Options d'ancrage individuel</a></p>\n<p>Une description détaillée du comportement de l'interconnexion entre l'ancrage et la platine de base est présentée dans le <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Contexte théorique</a>.</p>"
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"value": "<p>Le CSFM 3D définit le comportement du béton sur la base de la théorie de plasticité de <strong>Mohr-Coulomb modifiée</strong> pour les chargements monotones. La méthode <strong>prend en compte les contraintes principales du béton en compression et les contraintes du ferraillage (σ</strong><em><strong><sub>sr</sub></strong></em><strong>) aux fissures, tout en négligeant la résistance à la traction du béton (coupure en traction), à l'exception de son effet de raidissement sur le ferraillage (</strong><a data-item-id=\"3b2ffddf-80fb-4ad0-822b-89d98e3fee43\" href=\"\"><strong>Raidissement en traction</strong></a><strong>).</strong></p>\n<p><strong>σ</strong><em><strong><sub>c</sub></strong></em><strong><sub>1</sub></strong><em><strong><sub>r</sub></strong></em><em><strong>, </strong></em><strong>σ</strong><em><strong><sub>c</sub></strong></em><strong><sub>2</sub></strong><em><strong><sub>r</sub></strong></em><em><strong>, </strong></em><strong>σ</strong><em><strong><sub>c</sub></strong></em><strong><sub>3</sub></strong><em><strong><sub>r</sub></strong></em><em><strong> ≤ 0 MPa</strong></em></p>\n<p>Les barres de ferraillage sont liées aux éléments finis volumiques de béton par des éléments d'adhérence, permettant un glissement entre le béton et le ferraillage. Il convient de noter que le CSFM 3D <strong>n'est pas adapté à la simulation du béton non armé</strong> en raison de l'absence de traction, ce qui peut entraîner des déformations trompeuses et une divergence du modèle. En général, la théorie de Mohr-Coulomb comprend deux propriétés fondamentales régissant l'évolution de la surface de plasticité en compression et partiellement en traction : l'angle de frottement interne <em>φ</em> et le paramètre de cohésion <em>c</em>. <strong>Le CSFM 3D suppose un angle de frottement interne nul </strong>(Fig. 1e), conduisant à un dimensionnement conservateur car la surface de plasticité ressemble au modèle de Tresca, qui est indépendant du premier invariant de contrainte.</p>\n<figure data-asset-id=\"749c6949-1e95-4bb3-a7d6-c4d9e61543b7\" data-image-id=\"749c6949-1e95-4bb3-a7d6-c4d9e61543b7\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/893fb5c9-66fd-4188-a343-c6b088d0d26b/Main%20assumptions%203D.png\" data-asset-id=\"749c6949-1e95-4bb3-a7d6-c4d9e61543b7\" data-image-id=\"749c6949-1e95-4bb3-a7d6-c4d9e61543b7\" alt=\"\"></figure>\n<p><em>\\( \\textsf{\\textit{\\footnotesize{Fig. 1\\qquad Basic assumptions of the 3D CSFM: (a) principal stresses in concrete; (b) stresses in the reinforcement direction;}}}\\) \\( \\textsf{\\textit{\\footnotesize{(c) stress-strain diagram of concrete in terms of maximum stresses; (d) stress-strain diagram of reinforcement}}}\\) \\( \\textsf{\\textit{\\footnotesize{in terms of stresses at cracks and average strains; (e) Mohr's circles for concrete model in 3D CSFM; (f) bond shear stress-slip}}}\\) \\( \\textsf{\\textit{\\footnotesize{relationship for anchorage length verifications.}}}\\)</em></p>\n<h4>Béton </h4>\n<p>Le modèle de matériau présenté est un modèle de plasticité à surfaces multiples résultant de la combinaison des modèles de Mohr-Coulomb et de Rankine pour les chargements monotones. Il est important de noter que ce modèle ne traite pas le déchargement ; par conséquent, les variables d'état ne sont pas stockées, contrairement aux modèles de plasticité classiques utilisés pour les chargements cycliques.</p>\n<figure data-asset-id=\"2be61213-d2e5-4d37-80c1-67f0a7176b6f\" data-image-id=\"2be61213-d2e5-4d37-80c1-67f0a7176b6f\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/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>Comme mentionné précédemment, le modèle de matériau est destiné à être utilisé dans des applications calculant la réponse du béton armé (non adapté au béton non armé). Cela est dû à l'exclusion du béton en traction. Par conséquent, le modèle n'est pas non plus adapté aux éléments structurels pour lesquels les règles de dimensionnement du béton armé, telles que le taux de ferraillage minimal, l'espacement maximal des barres, etc., ne sont pas respectées. Il convient également d'ajouter que, pour des raisons de stabilité numérique, une très faible capacité en traction est définie dans le modèle. La partie en traction est limitée par des plans correspondant au modèle de Rankine.</p>\n<p>Le CSFM 3D dans <em>IDEA StatiCa Detail</em> ne prend pas en compte de critère de rupture explicite en termes de déformations pour le béton en compression (c'est-à-dire qu'il considère une branche plastique infinie après l'atteinte de la contrainte maximale). Cette simplification ne permet pas de vérifier la capacité de déformation des structures dont la rupture se produit en compression. Cependant, leur capacité ultime est correctement prédite lorsque l'augmentation de la fragilité du béton avec sa résistance est prise en compte au moyen du facteur de réduction 𝜂<sub>𝑓𝑐</sub> défini dans le <em>fib</em> Model Code 2010 comme suit :</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>où :</p>\n<p><em>f</em><em><sub>c</sub></em> est la résistance caractéristique sur cylindre du béton (en MPa pour la définition de <em>\\( \\eta_{fc} \\)</em>).</p>\n<p>La valeur <em>f</em><em><sub>c,red</sub></em> est ensuite comparée à la contrainte principale équivalente σ<em><sub>c,eq</sub></em> dans le béton, qui sera définie ultérieurement, en tenant bien entendu compte de tous les coefficients de sécurité prescrits par la norme.</p>\n<p>Une description détaillée du modèle de béton est disponible au lien suivant :</p>\n<ul>\n <li><a data-asset-id=\"ab4d6a64-e6e3-474a-a358-8ba882f37669\" href=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/efa87501-bbfc-4fef-abe1-bc1de8123991/Concrete%20material%20model%20designated%20for%203D%20version.pdf\"><strong>Modèle de matériau béton pour Detail 3D</strong></a></li>\n</ul>\n<h4>Ferraillage</h4>\n<p>Le diagramme contrainte-déformation bilinéaire pour les barres de ferraillage, tel que défini par les normes de dimensionnement (Fig. 1d), représente un modèle idéalisé. Ce modèle nécessite la connaissance des propriétés de base du ferraillage lors de la phase de dimensionnement, notamment la résistance et la classe de ductilité. Les utilisateurs ont également la possibilité de définir une relation contrainte-déformation personnalisée.</p>\n<p>Le raidissement en traction est pris en compte en modifiant la relation contrainte-déformation de la barre de ferraillage nue afin de capturer la rigidité moyenne des barres noyées dans le béton (ε<sub>m</sub>) (Fig. 1b).</p>\n<h4>Ancrage</h4>\n<p>Le glissement entre le ferraillage et le béton est introduit dans le modèle éléments finis en considérant la relation constitutive simplifiée rigide-parfaitement plastique présentée en (Fig. 1f), où <em>f</em><em><sub>bd</sub></em> est la valeur de calcul (valeur pondérée) de la contrainte d'adhérence ultime spécifiée par la norme de dimensionnement pour les conditions d'adhérence spécifiques.</p>\n<p>Il s'agit d'un modèle simplifié dont le seul objectif est de vérifier les prescriptions d'adhérence conformément aux normes de dimensionnement (c'est-à-dire l'ancrage du ferraillage). La réduction de la longueur d'ancrage lors de l'utilisation de crochets, de boucles et de formes de barres similaires peut être prise en compte en définissant une certaine capacité à l'extrémité du ferraillage, comme décrit ultérieurement.</p>\n<h4>Ancrages</h4>\n<p>L'élément d'ancrage est défini comme étant capable de transmettre des efforts normaux de traction ou de compression, ainsi que des efforts de cisaillement, en tenant compte de la rigidité en flexion. </p>\n<p>Les types d'ancrages suivants sont disponibles :</p>\n<ul>\n <li>Ancrages coulés en place\n <ul>\n <li>Ferraillage</li>\n <li>Rondelle</li>\n <li>Goujon à tête</li>\n </ul>\n </li>\n <li>Ferraillage coulé en place\n <ul>\n <li>Ferraillage</li>\n <li>Tiges filetées</li>\n </ul>\n </li>\n</ul>\n<p><br></p>\n<p><strong>Coulé en place - Ferraillage</strong></p>\n<p>Modélisé comme un ferraillage nervuré noyé dans le béton. La résistance d'adhérence est calculée conformément aux règles de la norme sélectionnée, de la même manière que pour le ferraillage standard. À l'extrémité de l'ancrage, un <strong>type d'ancrage</strong> peut être défini, fonctionnant de manière identique au ferraillage — un ressort d'ancrage est appliqué avec le facteur β défini selon la norme choisie. Trois formes géométriques sont disponibles : <strong>Droite, Forme en L, Forme en U</strong>.</p>\n<figure data-asset-id=\"f0dc574b-a09f-4237-8d2d-a97d9b04216a\" data-image-id=\"f0dc574b-a09f-4237-8d2d-a97d9b04216a\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/b7dc2b3e-f3e4-4741-8826-118ea9a6372a/Cast-in-reinforcement%20shapes.png\" data-asset-id=\"f0dc574b-a09f-4237-8d2d-a97d9b04216a\" data-image-id=\"f0dc574b-a09f-4237-8d2d-a97d9b04216a\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 3\\qquad Cast-in reinforcement anchor - shapes}}}\\]</em></p>\n<p><strong>Coulé en place - Rondelle et goujon à tête</strong></p>\n<p>La rondelle et la tête du goujon à tête sont modélisées comme un élément plaque-coque du matériau correspondant, fixé directement au fût de l'ancrage. Elle transfère la charge au béton par contact en compression uniquement. Formes disponibles : circulaire et carrée (uniquement circulaire pour le goujon à tête), avec des dimensions personnalisables. Le modèle de rondelle et de tête est élastique et n'est pas vérifié en résistance. </p>\n<p>Au niveau du modèle éléments finis, l'<strong>arrachement</strong> de l'ancrage est directement vérifié. Le contact en compression est assorti de critères d'arrêt de sorte qu'il ne peut pas transmettre au béton une contrainte de contact supérieure à celle prescrite par la norme sélectionnée. En pratique, cela signifie que si l'ancrage devait être chargé par une force non conforme à la vérification de l'arrachement, le résultat serait une interruption prématurée du calcul, car ce critère d'arrêt serait dépassé lors du chargement ultérieur.</p>\n<p>Le fût de l'ancrage présente une <strong>résistance d'adhérence nulle</strong> — toute la charge est transmise au béton par la plaque ou la tête.</p>\n<p><strong>Post-installés - Ferraillage et tige filetée</strong></p>\n<p>Conçus comme des barres installées dans des trous forés et scellées avec un adhésif. L'ingénieur spécifie la <strong>résistance d'adhérence de calcul</strong> directement à partir de la spécification technique du produit adhésif.</p>\n<p>De plus amples informations sur la connexion des différents types d'ancrages à la platine de base ou à la platine noyée sont disponibles dans le chapitre Types d'éléments finis - <a href=\"https://www.ideastatica.com/support-center/idea-statica-detail-structural-design-of-concrete-3d-discontinuities#load-transfer-devices\" title=\"Load transferring devices\">Dispositifs de transfert de charge</a>. </p>"
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"value": "<p>Dans le chapitre suivant, nous examinerons comment la théorie de Mohr-Coulomb est mise en œuvre dans le CSFM 3D. Nous expliquerons comment l'effet de confinement (contrainte triaxiale) est pris en compte et comment la contrainte principale équivalente σ<em><sub>c,eq</sub></em> est calculée, utilisée pour déterminer la capacité portante du point de vue du béton.</p>\n<h3>Introduction à la théorie</h3>\n<p>La théorie de Mohr-Coulomb est un modèle mathématique décrivant la réponse des matériaux fragiles au cisaillement et à la contrainte normale. La plupart des matériaux d'ingénierie classiques suivent cette règle dans au moins une partie de leur enveloppe de rupture par cisaillement. En général, la théorie s'applique aux matériaux pour lesquels la résistance à la compression dépasse largement la résistance à la traction.</p>\n<figure data-asset-id=\"0efd9940-94f4-4a5c-845f-4e8a444c8cc4\" data-image-id=\"0efd9940-94f4-4a5c-845f-4e8a444c8cc4\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/7282915e-1152-48e3-92ed-76a5464967cf/Mohr%20intro.png\" data-asset-id=\"0efd9940-94f4-4a5c-845f-4e8a444c8cc4\" data-image-id=\"0efd9940-94f4-4a5c-845f-4e8a444c8cc4\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 4\\qquad Mohr-Coulomb Plasticity Model }}}\\]</em></p>\n<p>En ingénierie structurelle, elle est utilisée pour déterminer la charge de rupture ainsi que l'angle de fracture pour le déplacement de la surface de rupture dans le béton et les matériaux similaires. L'hypothèse de frottement de Coulomb est utilisée pour déterminer la combinaison de cisaillement et de contrainte normale qui provoquera la rupture du matériau. Le cercle de Mohr est utilisé pour déterminer quelles contraintes principales produiront cette combinaison de cisaillement et de contrainte normale, ainsi que l'angle du plan dans lequel cela se produira. Selon le principe de normalité, la contrainte introduite à la rupture sera perpendiculaire à la ligne décrivant la condition de rupture.</p>\n<figure data-asset-id=\"4962a8ef-007d-48ec-9fb5-8de7f68c9dc0\" data-image-id=\"4962a8ef-007d-48ec-9fb5-8de7f68c9dc0\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/cd1f2b6a-98ff-4114-b442-f1ae9463d0c2/01.png\" data-asset-id=\"4962a8ef-007d-48ec-9fb5-8de7f68c9dc0\" data-image-id=\"4962a8ef-007d-48ec-9fb5-8de7f68c9dc0\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 5\\qquad Meridian plane and tension cut-off}}}\\]</em></p>\n<p>Il peut être démontré qu'un matériau se rompant selon l'hypothèse de frottement de Coulomb présentera un déplacement introduit à la rupture formant un angle avec la ligne de fracture égal à l'angle de frottement. Cela rend la résistance du matériau déterminable en comparant le travail mécanique externe introduit par le déplacement et la charge externe avec le travail mécanique interne introduit par la déformation et la contrainte à la ligne de rupture. Par conservation de l'énergie, la somme de ces termes doit être nulle, ce qui permettra de calculer la charge de rupture de la construction.</p>\n<h3>Mise en œuvre dans le CSFM 3D</h3>\n<p>En général, pour un angle de frottement interne du béton donné, qui est d'environ <em>φ = 30-40°</em> dans les références [1], [2], [3], [4], les cercles de Mohr des résistances à la traction et à la compression du béton peuvent être construits comme à la Figure 6.</p>\n<figure data-asset-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\" data-image-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/7ca2aece-2d9e-4ac9-a3e2-fb9938b610e0/Mohrs%20circles%20for%20real%20concrete.png\" data-asset-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\" data-image-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 6\\qquad Mohr's circles for concrete}}}\\]</em></p>\n<p>Où <em>f</em><em><sub>c</sub></em> est la résistance du béton en compression, <em>f</em><em><sub>ct</sub></em> est la résistance du béton en traction, <em>φ</em> est l'angle de frottement interne, et σ<em><sub>c</sub></em><sub>1</sub><em>, </em>σ<em><sub>c</sub></em><sub>3</sub> sont les contraintes principales du béton sous compression triaxiale.</p>\n<p>On peut remarquer que lorsque la contrainte principale σ<em><sub>c</sub></em><sub>3</sub> augmente, la différence maximale possible entre les valeurs de σ<em><sub>c</sub></em><sub>3</sub> et σ<em><sub>c</sub></em><sub>1</sub>, que nous définissons comme σ<em><sub>c,eq</sub></em> maximal (voir ci-dessous), augmente également. Cette différence correspond au double de la contrainte déviatorique définie dans la littérature comme le rayon des cercles de Mohr.</p>\n<p>Dans le CSFM 3D mis en œuvre dans IDEA StatiCa Detail, l'angle de frottement interne est considéré comme <em>φ = 0°,</em> comme illustré à la Figure 7.</p>\n<figure data-asset-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\" data-image-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/a356c004-fcd0-4557-9209-da5d8264edae/Mohrs%20circles%20for%20concrete%20in%20Detail.png\" data-asset-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\" data-image-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 7\\qquad Mohr's circles for concrete implemented in IDEA StatiCa Detail}}}\\]</em></p>\n<p>La conséquence pratique de cette mise en œuvre est que la différence maximale entre σ<em><sub>c</sub></em><sub>3</sub> et σ<em><sub>c</sub></em><sub>1</sub> est constante lorsque σ<em><sub>c</sub></em><sub>3</sub> augmente. </p>\n<p><strong>La contrainte principale équivalente exprime la contrainte uniaxiale équivalente pour un état de contrainte triaxial général.</strong></p>\n<p>\\[\\sigma_{c,eq} = \\sigma_{c3} - \\sigma_{c1}\\]</p>\n<p>La valeur σ<em><sub>c,eq</sub></em> peut donc être directement comparée aux limites de résistance uniaxiale selon les normes.</p>\n<p>\\[\\frac{\\sigma_{c,eq} }{ \\sigma_{c,lim}} \\le 1\\]</p>\n<p>Où σ<em><sub>c</sub></em><sub>,lim</sub> est la résistance uniaxiale de calcul (factorisée) du béton <em>f</em><em><sub>c</sub></em>.</p>\n<p>En comparant la Figure 6, où l'angle de frottement interne réel est utilisé, et la Figure 7, qui montre la mise en œuvre de la théorie de Mohr-Coulomb avec un angle de frottement interne nul, on peut constater que l'approche choisie pour les calculs dans Detail est très conservative pour l'évaluation de l'état de contrainte triaxial.</p>\n<p>Pour une meilleure compréhension des zones affectées par la contrainte de compression triaxiale, l'expression de l'augmentation de la résistance effective du matériau due à la compression triaxiale a été ajoutée à l'application IDEA StatiCa Detail sous la forme du rapport σ<em><sub>c</sub></em><sub>3</sub>/σ<em><sub>c,lim</sub></em>. Ce rapport est disponible dans la vérification normative de résistance.</p>\n<p>Dans les résultats auxiliaires, l'utilisateur peut également trouver le facteur <em>κ</em>, qui explique la triaxialité d'une manière différente. </p>\n<p>\\[\\kappa = \\frac{ \\sigma_{c3}}{ \\sigma_{c,eq}}\\]</p>\n<p>La vérification de la résistance du béton peut alors être réécrite comme suit :</p>\n<p>\\[\\frac{\\sigma_{c,eq} }{ \\sigma_{c,lim}} = \\frac{\\sigma_{c,3} }{ \\kappa \\cdot \\sigma_{c,lim}} \\le 1\\]</p>\n<p>Il découle de ce qui précède que si l'élément est soumis à une contrainte hydrostatique — 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>, la contrainte principale équivalente σ<em><sub>c,eq</sub></em> aura une valeur nulle, et le facteur kappa tendra vers l'infini.</p>\n<p>Pour en savoir plus : <a data-item-id=\"738c9a41-0902-4013-8dd7-87b062dea2a5\" href=\"\"><strong>Contrainte triaxiale – l'effet de confinement actif</strong></a></p>"
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"value": "<p>Le modèle d'analyse par éléments finis non linéaire (inélastique) est créé à partir de plusieurs types d'éléments finis utilisés pour modéliser le béton, le ferraillage et l'adhérence entre eux. Les éléments de béton et de ferraillage sont d'abord maillés indépendamment, puis interconnectés à l'aide de contraintes multi-points (éléments MPC). Cela permet au ferraillage d'occuper n'importe quelle position, sans être limité aux nœuds du maillage tétraédrique. Pour vérifier la longueur d'ancrage, des éléments ressorts d'adhérence et d'ancrage sont insérés entre le ferraillage et les éléments MPC.</p>\n<figure data-asset-id=\"4edc33ee-6deb-467c-a229-355e726e5505\" data-image-id=\"4edc33ee-6deb-467c-a229-355e726e5505\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/4fdc48d7-668c-4525-8066-92c0cf98fec2/FE%203D%20model.png\" data-asset-id=\"4edc33ee-6deb-467c-a229-355e726e5505\" data-image-id=\"4edc33ee-6deb-467c-a229-355e726e5505\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 11\\qquad Finite element model: reinforcement elements mapped to concrete mesh using MPC and bond elements}}}\\]</em></p>\n<h4>Béton</h4>\n<p>Le béton est analysé à l'aide d'<strong>éléments tétraédriques mixtes avec rotations nodales</strong>. Les éléments tétraédriques permettent de mailler des régions de topologie quelconque, tandis que la formulation mise en œuvre garantit des résultats de déformation précis (sans contrainte de cisaillement parasite connue sous le nom d'effet de blocage en cisaillement), même pour un maillage grossier qui ne conviendrait pas à une formulation d'éléments tétraédriques linéaires. </p>\n<p>Une intégration complète est utilisée. Cela signifie que chaque élément est doté de quatre points d'intégration situés dans le volume. Une telle intégration fournit un champ de déformation et de contrainte précis, permettant une évaluation et une présentation suffisantes des résultats sur l'ensemble du volume. Par conséquent, les critères d'arrêt sont établis sur la base de la valeur au point d'intégration.</p>\n<h4>Ferraillage</h4>\n<p>Les armatures sont modélisées par des éléments 1D à deux nœuds de type « barre » (CROD), qui ne possèdent qu'une rigidité axiale. Ces éléments sont connectés à des éléments d'« adhérence » spéciaux développés pour modéliser le comportement de glissement entre une barre d'armature et le béton environnant. Ces éléments d'adhérence sont ensuite connectés par des éléments MPC (contraintes multi-points) au maillage représentant le béton. Cette approche permet le maillage indépendant du ferraillage et du béton, leur interconnexion étant assurée ultérieurement.</p>\n<h4>Éléments d'adhérence</h4>\n<p>La longueur d'ancrage est vérifiée en introduisant les contraintes de cisaillement d'adhérence entre les éléments de béton (3D) et les éléments de barre d'armature (1D) dans le modèle par éléments finis. À cet effet, le type d'élément fini d'« adhérence » a été développé.</p>\n<p>L'élément d'adhérence est défini comme un élément fini de type coque connecté aux éléments représentant le ferraillage par la première couche, et par la seconde couche au maillage de béton via des contraintes multi-points (éléments MPC). Il convient de noter que l'élément d'adhérence est toujours représenté dans cet article avec une hauteur non nulle, qui est cependant définie comme infinitésimale dans le modèle.</p>\n<p>Le comportement de cet élément est décrit par la contrainte d'adhérence, τ<em><sub>b</sub></em>, en tant que fonction bilinéaire du glissement entre les nœuds supérieur et inférieur, δ<em>u</em>, voir (Fig. 12).</p>\n<figure data-asset-id=\"248b8a69-ac53-4d77-ae02-42c07ac5fdb6\" data-image-id=\"248b8a69-ac53-4d77-ae02-42c07ac5fdb6\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/a833cda6-cf17-4c1f-9f83-c345621c0267/14.png\" data-asset-id=\"248b8a69-ac53-4d77-ae02-42c07ac5fdb6\" data-image-id=\"248b8a69-ac53-4d77-ae02-42c07ac5fdb6\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 12\\qquad (a) Conceptual illustration of the deformation of a bond element; (b) shear-deformation function}}}\\]</em></p>\n<p>Le module de rigidité élastique de la relation adhérence-glissement, <em>Gb</em>, est défini comme suit :</p>\n<p>\\[G_b = k_g \\cdot \\frac{E_c}{Ø}\\]</p>\n<p><em>k</em><em><sub>g</sub></em> coefficient dépendant de la surface de la barre d'armature (par défaut <em>kg</em> = 0,2)</p>\n<p><em>E</em><em><sub>c</sub></em> module d'élasticité du béton (pris égal à <em>Ecm</em> dans le cas de l'EN)</p>\n<p>Ø le diamètre de la barre d'armature</p>\n<p>Les valeurs de calcul (valeurs factorisées) de la contrainte ultime de cisaillement d'adhérence, <em>f</em><em><sub>bd</sub></em>, fournies dans les codes de calcul sélectionnés EN 1992-1-1 ou ACI 318-19, sont utilisées pour vérifier la longueur d'ancrage. L'écrouissage de la branche plastique est calculé par défaut comme <em>Gb</em>/105.</p>\n<h4>Ressort d'ancrage</h4>\n<p>La mise en œuvre de terminaisons d'ancrage sur les barres d'armature (c'est-à-dire courbures, crochets, boucles…), conformément aux prescriptions des codes de calcul, permet de réduire la longueur d'ancrage de base des barres (<em>l</em><em><sub>b,net</sub></em>) d'un certain facteur β (désigné ci-après par « coefficient d'ancrage »). La valeur de calcul de la longueur d'ancrage (<em>lb</em>) est alors calculée comme suit :</p>\n<figure data-asset-id=\"72456c32-3fb6-4671-91fa-f288cbc7e1fc\" data-image-id=\"72456c32-3fb6-4671-91fa-f288cbc7e1fc\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/92e32489-804f-495a-937e-40b647a0abf1/15.png\" data-asset-id=\"72456c32-3fb6-4671-91fa-f288cbc7e1fc\" data-image-id=\"72456c32-3fb6-4671-91fa-f288cbc7e1fc\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 13\\qquad Model for the reduction of the anchorage length: a) Anchorage force along the anchorage length of }}}\\] \\[ \\textsf{\\textit{\\footnotesize{the reinforcement bar, b) slip-anchorage force constitutive law}}}\\]</em></p>\n<p><br></p>\n<p>La réduction de la longueur d'ancrage est prise en compte dans le modèle par éléments finis au moyen d'un élément ressort à l'extrémité de la barre (Fig. 13a), défini par le modèle constitutif représenté à la (Fig. 13b). La force maximale transmise par ce ressort (<em>F</em><em><sub>au</sub></em>) est :</p>\n<p>\\[F_{au} = \\beta \\cdot A_s \\cdot f_{yd}\\]</p>\n<p>où :</p>\n<p><em>β</em> le coefficient d'ancrage basé sur le type d'ancrage</p>\n<p><em>A</em><em><sub>s</sub></em> la section transversale de la barre d'armature</p>\n<p><em>f</em><em><sub>yd</sub></em><em> </em> la valeur de calcul (valeur factorisée) de la limite d'élasticité du ferraillage</p>"
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"value": "<h3>Platine de base</h3>\n<p>La platine de base est modélisée comme un élément de coque élastique. Le matériau acier utilisé pour les platines de base est défini dans l'onglet Matériaux. La seule propriété physique est le module d'élasticité <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://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/371f790c-72d7-49be-8247-ade39e45d4d9/Linear%20steel.png\" data-asset-id=\"26c9d9a5-1064-44e2-8707-eb635d75347f\" data-image-id=\"26c9d9a5-1064-44e2-8707-eb635d75347f\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 14\\qquad The base plate material definition}}}\\]</em></p>\n<p>La platine de base peut être chargée par une charge ponctuelle (Fx, Fy, Fz, Mx, My, Mz) et un groupe de forces (Fx, Fy, Fz), principalement utilisé pour les modèles de chargement exportés depuis IDEA StatiCa Connection. Notez que les charges ponctuelles et les moments ponctuels chargent directement le nœud correspondant de la platine de base. Cela signifie qu'il n'y a pas de redistribution, uniquement par la rigidité de la platine de base. </p>\n<p>Cette implémentation permet d'importer les effets de charge depuis IDEA StatiCa Connection, qui sont appliqués à la platine de base à l'emplacement des éléments finis de soudure individuels, avec la valeur et la direction déterminées à partir de la contrainte générale de cet élément fini de soudure. Des informations complémentaires sont disponibles dans le chapitre correspondant de ce document.</p>\n<p>La deuxième option de chargement est le <strong>Tronçon</strong> — représentant une courte portion du poteau au-dessus de la platine de base. Le tronçon est modélisé comme une structure d'éléments de coque élastiques et se comporte comme une interface physiquement précise entre les efforts intérieurs et la platine. L'utilisateur sélectionne une section transversale pour le tronçon dans une base de données de sections standard. Le jeu de six composantes d'efforts intérieurs (forces et moments) est appliqué en un <strong>point unique</strong> sur la <strong>face inférieure du tronçon</strong> — c'est-à-dire la base du poteau. Des contraintes transfèrent les forces vers la face supérieure du tronçon, d'où elles sont naturellement redistribuées à travers le tronçon vers la platine de base, les ancrages et le béton.</p>\n<figure data-asset-id=\"617b4b30-44ed-4b98-aa32-012e5b98e09b\" data-image-id=\"617b4b30-44ed-4b98-aa32-012e5b98e09b\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/33381e95-f9e8-4586-8a4e-d723bbab5356/Stub%20for%20loading.png\" data-asset-id=\"617b4b30-44ed-4b98-aa32-012e5b98e09b\" data-image-id=\"617b4b30-44ed-4b98-aa32-012e5b98e09b\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 15\\qquad The load transfer through the stub}}}\\]</em></p>\n<p><br></p>\n<p><strong>Mécanisme de transfert du cisaillement (de la platine de base au bloc de béton)</strong></p>\n<p>Un contact par frottement en compression seule est défini entre la platine de base et le béton. Pour le transfert du cisaillement, l'utilisateur peut choisir parmi trois options :</p>\n<ul>\n <li><strong>Par les ancrages</strong></li>\n <li><strong>Par frottement</strong></li>\n <li><strong>Par bêche</strong></li>\n</ul>\n<p>Le logiciel ne permet pas la combinaison de ces mécanismes de transfert du cisaillement. </p>\n<p><strong>Le coefficient de frottement</strong> doit être saisi comme une valeur de calcul (majorée). Si la résultante de l'effort tranchant <em>F</em><em><sub>xy</sub></em><em> </em>dépasse l'effort de compression <em>F</em><em><sub>z</sub></em> multiplié par le coefficient de frottement <em>μ,</em> le calcul s'arrêtera et toutes les charges ne seront pas appliquées au modèle. La condition s'écrit comme suit :</p>\n<p>\\[\\frac {F_{xy}}{ \\mu \\cdot F_{z}}\\le 1\\]</p>\n<p>Cela peut être observé dans l'exemple suivant, où deux cas de charge sont considérés. </p>\n<ul>\n <li>LC1 - Type permanent - F<sub>z</sub> = 100 kN</li>\n <li>LC2 - Type variable - F<sub>x</sub> = 100 kN</li>\n</ul>\n<figure data-asset-id=\"2937e4c9-29aa-4613-9d4e-c44bbc628457\" data-image-id=\"2937e4c9-29aa-4613-9d4e-c44bbc628457\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/c9f5d8cb-31be-436c-881b-1ed934e28860/Friction%20-%20load%20input.png\" data-asset-id=\"2937e4c9-29aa-4613-9d4e-c44bbc628457\" data-image-id=\"2937e4c9-29aa-4613-9d4e-c44bbc628457\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 16\\qquad Load input for example explaining shear transfer by friction}}}\\]</em></p>\n<p>Dans la première étape de calcul, toute la charge permanente est appliquée. Ensuite, la charge variable est progressivement appliquée jusqu'à ce qu'elle atteigne la valeur de la charge de compression multipliée par le coefficient de frottement.</p>\n<figure data-asset-id=\"d506d242-bb4e-41a7-8847-3211617b017d\" data-image-id=\"d506d242-bb4e-41a7-8847-3211617b017d\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/e430f86d-007d-4b58-8ac3-6c561def378d/Friction%20-%20result.png\" data-asset-id=\"d506d242-bb4e-41a7-8847-3211617b017d\" data-image-id=\"d506d242-bb4e-41a7-8847-3211617b017d\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 17\\qquad Results from example explaining shear transfer by friction}}}\\]</em></p>\n<p>Le graphique de la Figure 18 définit le comportement du contact par frottement entre la platine de base et le béton.</p>\n<figure data-asset-id=\"19efc159-8105-4a48-b356-24e75616f28d\" data-image-id=\"19efc159-8105-4a48-b356-24e75616f28d\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/e64e31cd-772c-4b95-84c2-b3442e790aa6/Friction%20contact%20graph.png\" data-asset-id=\"19efc159-8105-4a48-b356-24e75616f28d\" data-image-id=\"19efc159-8105-4a48-b356-24e75616f28d\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 18\\qquad Force-displacement graph describing the behavior of frictional contact}}}\\]</em></p>\n<p>La valeur de<em> F</em><em><sub>z</sub></em><em>μ</em> diffère pour chaque incrément du calcul, tandis que la valeur de la déformation en cisaillement maximale <em>u</em><em><sub>xy</sub></em> est constante. </p>\n<p>Si l'effort normal de compression <em>F</em><em><sub>z</sub></em> et l'effort tranchant <em>F</em><em><sub>xy</sub></em> sont saisis dans un même type de cas de charge (par exemple, uniquement permanent), et que la condition <em>F</em><em><sub>xy</sub></em><em> / (F</em><em><sub>z</sub></em><em>μ) ≤ 1</em> n'est pas satisfaite<em>, </em>aucune charge ne sera appliquée au modèle car la condition n'est satisfaite à aucun incrément du calcul.</p>\n<p><strong>La bêche</strong> est connectée au maillage de béton par des contraintes n'autorisant que le transfert de contrainte normale en compression seule. </p>\n<figure data-asset-id=\"ae58f4f5-1a75-4eac-99f5-9964a720abe5\" data-image-id=\"ae58f4f5-1a75-4eac-99f5-9964a720abe5\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/f5a88134-312b-4689-9bcd-a77eb0e834e3/Shear%20lug%20transfer.png\" data-asset-id=\"ae58f4f5-1a75-4eac-99f5-9964a720abe5\" data-image-id=\"ae58f4f5-1a75-4eac-99f5-9964a720abe5\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 19\\qquad Shear lug transfer of shear mechanism}}}\\]</em></p>\n<p>La bêche est modélisée à partir d'éléments de coque élastiques, où le module d'élasticité E définit le matériau.</p>\n<p>Les résultats ne sont pas évalués ni affichés pour la platine de base ni pour la bêche.</p>\n<p><br></p>\n<p><strong> Options de la platine de base (déport, coulis de scellement)</strong></p>\n<p>L'ensemble suivant d'options de déport, entièrement aligné avec l'application Connection, est disponible.</p>\n<ul>\n <li><strong>Direct</strong></li>\n <li><strong>Joint de mortier – écrous par le dessus</strong></li>\n <li><strong>Joint de mortier – écrous par le dessus et par le dessous</strong></li>\n <li><strong>Jeu</strong></li>\n</ul>\n<p>La couche de mortier est modélisée comme un <strong>élément de coque</strong>, dont la rigidité est prise en compte. Notez que les éléments de coque sont incompressibles dans la direction de leur épaisseur. Cela contribue à redistribuer les forces locales vers le béton et est valable pour les épaisseurs de calage typiques utilisées en pratique — 25 à 50 mm.</p>\n<p>La distinction entre les écrous uniquement par le dessus (liaison articulée entre l'ancrage et la platine de base) et par le dessus et le dessous (liaison encastrée entre l'ancrage et la platine de base) influence fortement la capacité au cisaillement du point de vue de l'appui sur le béton.</p>\n<h3>Ancrages</h3>\n<p>Les éléments finis représentant les ancrages sont modélisés de manière à pouvoir transférer des efforts normaux et des efforts tranchants vers le béton, en tenant également compte de la rigidité en flexion des ancrages. Pour modéliser le glissement entre l'ancrage et le béton environnant, les mêmes éléments d'adhérence et MPC que pour le ferraillage sont utilisés. À la différence que :</p>\n<ul>\n <li>Pour les ancrages post-installés (adhésifs), il est nécessaire de spécifier la résistance de calcul à l'adhérence.</li>\n <li>Pour les rondelles et les goujons à tête, l'adhérence est négligée le long du fût de l'ancrage. Toute la charge axiale est alors transférée au béton par la rondelle ou la tête de l'ancrage.</li>\n</ul>\n<p>Les ancrages peuvent être interconnectés avec les platines de base. Pour cette interconnexion, une contrainte entièrement non linéaire est utilisée pour relier l'extrémité de l'ancrage à un nœud de la platine de base. Cette contrainte permet de contrôler tous les degrés de liberté afin de garantir, par exemple, que les ancrages ne transfèrent aucun effort de compression depuis la platine de base, ou qu'aucun cisaillement n'est transféré par l'ancrage lors de la modélisation d'une bêche, etc.</p>\n<p>Les propriétés d'<strong>interconnexion avec la platine de base</strong> pour les ancrages permettent à l'utilisateur de contrôler si l'ancrage sera connecté à la platine de base par la contrainte mentionnée précédemment et de quelle manière. </p>\n<figure data-asset-id=\"c07375e3-202a-449e-a4ef-aa55f268fdee\" data-image-id=\"c07375e3-202a-449e-a4ef-aa55f268fdee\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/dc2938e5-b707-4f53-a0b6-b795bfef8d4d/Interconnection%20with%20base%20plate%20settings.png\" data-asset-id=\"c07375e3-202a-449e-a4ef-aa55f268fdee\" data-image-id=\"c07375e3-202a-449e-a4ef-aa55f268fdee\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 20\\qquad Interconnection with base plate settings}}}\\]</em></p>\n<p>La case à cocher <strong>Transfert du cisaillement</strong> peut être utilisée pour contrôler si l'ancrage et la platine de base seront connectés ou non en termes de cisaillement. Notez qu'il n'est pas possible de combiner les mécanismes de transfert du cisaillement ; ainsi, pour le transfert par frottement et par bêche, cette case à cocher n'est pas pertinente. En revanche, pour le transfert du cisaillement par les ancrages, ce champ offre la possibilité d'exclure certains ancrages du transfert du cisaillement.</p>\n<p>La case à cocher <strong>Transfert des efforts axiaux</strong> peut être utilisée pour contrôler si l'ancrage et la platine de base seront connectés ou non dans la direction axiale. Cela est principalement utilisé pour l'export depuis la fonctionnalité Connection (voir le chapitre correspondant). Pour la modélisation manuelle, il est logique d'avoir cette case à cocher toujours cochée.</p>\n<p>Lorsque la case à cocher est décochée, l'ancrage est déconnecté à la fois en traction et en compression (dans le cas d'un modèle exporté depuis l'application Connection, la connexion est remplacée par une paire de forces). Si la case à cocher est cochée, l'ancrage est toujours connecté à la platine en traction, mais la connexion en compression est contrôlée par le type d'ancrage et le type de déport. Pour plus d'informations, voir la Figure 23.</p>\n<p><strong>Filets taillés</strong></p>\n<p>Contrôlé par une case à cocher dans les propriétés de l'ancrage et a 2 objectifs :</p>\n<p>1. Définit comment l'ancrage se connecte à la platine de base :</p>\n<ul>\n <ul>\n <li>Pour les goujons à tête et le ferraillage coulé en place connecté à la platine de base (pas pour les platines coulées en place), cela distingue une <strong>connexion par boulon (articulée)</strong> d'une <strong>connexion soudée (encastrée)</strong> — visible dans la scène 3D.</li>\n <li>Notez que le mode de connexion ancrage-platine a une influence significative sur la résistance au cisaillement du point de vue de l'appui sur le béton.</li>\n </ul>\n</ul>\n<figure data-asset-id=\"772c22fe-dd8e-4a7e-824b-aac7dcf1e4b0\" data-image-id=\"772c22fe-dd8e-4a7e-824b-aac7dcf1e4b0\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/30a7aadf-a72c-4ca5-be2f-35a9bf4f3c45/Cut%20threads%20weld%20or%20pinned.png\" data-asset-id=\"772c22fe-dd8e-4a7e-824b-aac7dcf1e4b0\" data-image-id=\"772c22fe-dd8e-4a7e-824b-aac7dcf1e4b0\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 21\\qquad Cut threads options}}}\\]</em></p>\n<p>2. Pour l'Eurocode, la résistance de l'ancrage avec filets taillés est réduite conformément à EN 1993-1-8 3.6.1 (3). Cela peut être défini dans les paramètres du projet. Pour les tiges filetées et les rondelles, il est recommandé de conserver ce paramètre activé en permanence.</p>\n<h3>Interconnexion axiale et rotationnelle entre l'ancrage et la platine de base</h3>\n<p>Comme déjà mentionné dans ce chapitre, selon le type d'ancrage, le paramètre de déport et la prise en compte ou non des filets taillés, les ancrages sont connectés à la platine de base de différentes manières. En termes de connexion rotationnelle, cela peut être <strong>Articulé / Encastré</strong>. En termes de connexion axiale, cela peut être <strong>Traction / Traction + Compression</strong>. Les types de connexion rotationnelle influencent fortement la capacité au cisaillement du point de vue de l'appui sur le béton. Dans une scène 3D, il est facile de déterminer si un ancrage est connecté en mode encastré ou articulé en fonction de la présence d'écrous, voir Figure 22.</p>\n<figure data-asset-id=\"d70a94d5-1c08-4015-a70f-1d1383d86d80\" data-image-id=\"d70a94d5-1c08-4015-a70f-1d1383d86d80\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/4ba36be0-87e2-416f-a380-66f3f14638dc/Rotational%20constrains.png\" data-asset-id=\"d70a94d5-1c08-4015-a70f-1d1383d86d80\" data-image-id=\"d70a94d5-1c08-4015-a70f-1d1383d86d80\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 22\\qquad Rotational constraints}}}\\]</em></p>\n<p>Le tableau suivant présente toutes les combinaisons possibles de connexions de platines de base avec des ancrages et les connexions rotationnelles et axiales correspondantes.</p>\n<figure data-asset-id=\"f32ae8e3-e5c9-4fbb-b7d6-596b442d7e6e\" data-image-id=\"f32ae8e3-e5c9-4fbb-b7d6-596b442d7e6e\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/568c6688-adc1-4f20-b28f-914f917ab5be/Axial%20and%20rotational%20constrains%20table.png\" data-asset-id=\"f32ae8e3-e5c9-4fbb-b7d6-596b442d7e6e\" data-image-id=\"f32ae8e3-e5c9-4fbb-b7d6-596b442d7e6e\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 23\\qquad Axial and rotational constraints between an anchor and a base plate}}}\\]</em></p>\n<h3>Platines coulées en place</h3>\n<p>La platine coulée en place est un cas particulier de platine de base. Elle est modélisée de manière analogue avec les différences suivantes :</p>\n<p>Étant donné que la platine est encastrée dans un bloc de béton, aucun type de déport ne peut être spécifié. La profondeur d'encastrement de la dalle est négligée. La platine, modélisée par des éléments de coque, est placée directement sur la surface du béton. Par conséquent, les surfaces latérales de la dalle ne sont pas considérées comme étant supportées par le béton.</p>\n<p>Il est uniquement possible d'utiliser du ferraillage et des goujons à tête, qui, comme les ancrages classiques, peuvent être configurés pour être connectés à la dalle dans les directions axiale et de cisaillement. L'expérience pratique et certains documents nationaux indiquent la nécessité de dimensionner les goujons à tête uniquement pour le cisaillement et le ferraillage pour la charge axiale. Du point de vue des contraintes axiales et rotationnelles, les ancrages sont toujours connectés en mode Encastré et Traction + Compression.</p>\n<figure data-asset-id=\"750b7ed0-ff95-4138-88a4-de437fc2d9d9\" data-image-id=\"750b7ed0-ff95-4138-88a4-de437fc2d9d9\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/6b53c46b-318c-4347-bf21-959cbc8fbde8/Interaction%20with%20cast-in%20plate.png\" data-asset-id=\"750b7ed0-ff95-4138-88a4-de437fc2d9d9\" data-image-id=\"750b7ed0-ff95-4138-88a4-de437fc2d9d9\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 24\\qquad Axial and rotational constraints between an anchor and a base plate}}}\\]</em></p>"
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"value": "<p>Un algorithme standard de Newton-Raphson (NR) complet est utilisé pour trouver la solution à un problème de Méthode des Éléments Finis non linéaire. </p>\n<p>En général, l'algorithme NR ne converge pas souvent lorsque la charge totale est appliquée en une seule étape. Une approche habituelle, également utilisée ici, consiste à appliquer la charge de manière séquentielle en plusieurs incréments et à utiliser le résultat de l'incrément de charge précédent pour démarrer la résolution de Newton de l'incrément suivant. À cette fin, un algorithme de contrôle de charge a été implémenté en complément du Newton-Raphson. Dans le cas où les itérations NR ne convergent pas, l'incrément de charge actuel est réduit à la moitié de sa valeur, et les itérations NR sont relancées.</p>\n<p>Un second objectif de l'algorithme de contrôle de charge est de trouver la charge critique, qui correspond à certains « critères d'arrêt » – plus précisément la déformation maximale dans le béton, le glissement maximal dans les éléments d'adhérence, le déplacement maximal dans les éléments d'ancrage, et la déformation maximale dans les barres de ferraillage. La charge critique est trouvée par la méthode de bissection. Dans le cas où le critère d'arrêt est dépassé en un point quelconque du modèle, les résultats du dernier incrément de charge sont rejetés et un nouvel incrément de la moitié de la taille du précédent est calculé. Ce processus est répété jusqu'à ce que la charge critique soit trouvée avec une certaine tolérance d'erreur.</p>\n<p>Pour le béton, le critère d'arrêt a été fixé à une déformation de 5 % en compression (c'est-à-dire environ un ordre de grandeur supérieur à la déformation de rupture réelle du béton) et de 7 % en traction aux points d'intégration des éléments de coque. En traction, la valeur a été fixée pour permettre d'atteindre en premier la déformation limite dans le ferraillage, qui est généralement d'environ 5 % sans tenir compte du raidissement en traction. En compression, la valeur a été choisie parmi plusieurs alternatives comme étant suffisamment grande pour que les effets de l'écrasement soient visibles dans les résultats, mais suffisamment petite pour ne pas causer trop de problèmes de stabilité numérique.</p>\n<figure data-asset-id=\"f52823d4-6603-4d3a-8405-71c3d8d92ddd\" data-image-id=\"f52823d4-6603-4d3a-8405-71c3d8d92ddd\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/1178a514-d8d2-4a37-a0f2-517809af1881/16.png\" data-asset-id=\"f52823d4-6603-4d3a-8405-71c3d8d92ddd\" data-image-id=\"f52823d4-6603-4d3a-8405-71c3d8d92ddd\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig 25\\qquad Constitutive law of bond and anchorage elements used for anchorage length verification: a) Bond shear stress}}}\\] \\[ \\textsf{\\textit{\\footnotesize{slip response of bond element, b) force-displacement response of an anchorage element}}}\\]</em></p>\n<p><br></p>\n<p>Pour le ferraillage, le critère d'arrêt est défini en termes de contraintes. Étant donné que les contraintes à la fissure sont modélisées, le critère en traction correspond à la résistance à la traction du ferraillage tenant compte du coefficient de sécurité. La même valeur est utilisée pour le critère en compression.</p>\n<p>Le critère d'arrêt dans les éléments d'adhérence et les ressorts d'ancrage est α·δ<em><sub>umax</sub></em>, où δ<em><sub>umax</sub></em> est le glissement maximal utilisé dans les vérifications normatives et α = 10.</p>\n<p><br></p>\n<p>Autres critères d'arrêt pour l'ancrage :</p>\n<ul>\n <li>Arrachement des ancrages à tête (contrainte de compression de contact maximale sur la face supérieure de la tête de l'ancrage). </li>\n <li>Effort tranchant maximal pouvant être transféré par l'ancrage du point de vue de l'appui sur le béton.</li>\n</ul>\n<p>Ces deux critères dépendent de la norme sélectionnée. Vous pouvez trouver plus d'informations à leur sujet dans les sections expliquant les parties dépendantes de la norme de l'analyse structurelle dans l'application.</p>"
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"value": "<h3>État limite ultime</h3>\n<p>Les différentes vérifications requises par les codes de calcul spécifiques sont évaluées sur la base des résultats directs fournis par le modèle. Les vérifications à l'ELU sont effectuées pour la résistance du béton, la résistance du ferraillage et l'ancrage (contraintes de cisaillement d'adhérence).</p>\n<p>Pour s'assurer qu'un élément structurel présente un dimensionnement efficace, il est fortement recommandé d'effectuer une analyse préliminaire en tenant compte des étapes suivantes :</p>\n<ul>\n <li>Choisir une sélection des combinaisons de charges les plus critiques.</li>\n <li>Calculer uniquement les combinaisons de charges à l'État Limite Ultime (ELU).</li>\n <li>Pour accélérer le temps de calcul et résoudre les éventuels problèmes, envisager d'utiliser un maillage grossier en augmentant le multiplicateur de la taille de maillage par défaut dans les Paramètres (Fig. 27). Si le modèle fonctionne correctement, remettre le multiplicateur à une valeur 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://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/1633c630-1610-428f-9f76-d50d4d8ce8c2/18.png\" data-asset-id=\"ef499945-27e1-4fef-94af-ddfedd4e15bd\" data-image-id=\"ef499945-27e1-4fef-94af-ddfedd4e15bd\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig 27\\qquad Mesh multiplier}}}\\]</em></p>\n<p>Un tel modèle se calculera très rapidement, permettant aux concepteurs de vérifier le ferraillage de l'élément structurel de manière efficace et de relancer l'analyse jusqu'à ce que toutes les exigences de vérification soient satisfaites pour les combinaisons de charges les plus critiques. Une fois toutes les exigences de vérification de cette analyse préliminaire satisfaites, il est suggéré d'inclure l'ensemble des combinaisons de charges ultimes et d'utiliser une taille de maillage fine (la taille de maillage recommandée par le programme). Les utilisateurs peuvent modifier la taille du maillage par le multiplicateur, qui peut prendre des valeurs de 0,5 à 5 (Fig. 27).</p>\n<p>Les résultats et vérifications de base (contrainte, déformation et taux de travail (c'est-à-dire la valeur calculée/valeur limite issue du code)), ainsi que la direction des contraintes principales dans le cas des éléments en béton) sont affichés au moyen de différents tracés où la compression est généralement représentée en rouge et la traction en bleu. Les valeurs minimales et maximales globales pour l'ensemble de la structure peuvent être mises en évidence, ainsi que les valeurs minimales et maximales pour chaque partie définie par l'utilisateur. Dans un onglet séparé du programme, des résultats avancés tels que les valeurs tensorielles, les déformations de la structure et les taux de ferraillage (effectifs et géométriques) utilisés pour le calcul du raidissement en traction des barres de ferraillage peuvent être affichés. De plus, les charges et réactions pour les combinaisons ou cas de charge sélectionnés peuvent être présentés.</p>"
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"value": "<h3>Béton - ELU</h3>\n<p>Le modèle de béton implémenté dans le CSFM 3D est basé sur les lois de comportement uniaxiales en compression prescrites par EN 1992-1-1 pour le calcul des sections transversales, qui ne dépendent que de la résistance en compression. Le diagramme parabole-rectangle spécifié dans EN 1992-1-1 Art. 3.1.7 (1) (Fig. 28a) est utilisé par défaut dans le CSFM 3D, mais les concepteurs peuvent également choisir une relation élastique-plastique parfaite simplifiée conformément à EN 1992-1-1 Art. 3.1.7 (2) (Fig. 28b). La résistance en traction est négligée, comme c'est le cas dans le calcul classique du béton armé.</p>\n<figure data-asset-id=\"b2fb51e7-b2de-4a4f-a36c-fe77b2c4d056\" data-image-id=\"b2fb51e7-b2de-4a4f-a36c-fe77b2c4d056\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/48e6b672-8f00-481a-8f1c-87d1c46a175d/SS%20diagrams%20conc.png\" data-asset-id=\"b2fb51e7-b2de-4a4f-a36c-fe77b2c4d056\" data-image-id=\"b2fb51e7-b2de-4a4f-a36c-fe77b2c4d056\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig 28\\qquad The stress-strain diagrams of concrete for ULS: a) parabola-rectangle diagram; b) bilinear diagram}}}\\]</em></p>\n<p>L'implémentation du CSFM 3D dans <em>IDEA StatiCa Detail</em> ne considère pas de critère de rupture explicite en termes de déformations pour le béton en compression (c'est-à-dire qu'après l'atteinte de la contrainte maximale, elle considère une branche plastique avec ε<em><sub>cu</sub></em><sub>2</sub> (ε<em><sub>cu</sub></em><sub>3</sub>) à une valeur de 5% alors que EN 1992-1-1 suppose une déformation ultime inférieure à 0,35%). Cette simplification ne permet pas de vérifier la capacité de déformation des structures dont la rupture se produit en compression. Cependant, leur capacité ultime <em>f</em><em><sub>cd</sub></em> selon EN 1992-1-1 3.1.3 est correctement prédite lorsque l'augmentation de la fragilité du béton avec sa résistance est prise en compte au moyen du facteur de réduction <em>\\(\\eta_{fc}\\)</em> défini dans le <em>fib</em> Model Code 2010 comme suit :</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>où :</p>\n<p>α<em><sub>cc</sub></em> est le coefficient tenant compte des effets à long terme sur la résistance en compression et des effets défavorables résultant du mode d'application de la charge. Il est conforme à EN 1992-1-1 Art. 3.1.6 (1). La valeur par défaut est 1,0.</p>\n<p><em>f</em><em><sub>ck</sub></em> est la résistance caractéristique sur cylindre du béton (en MPa pour la définition de <em>\\( \\eta_{fc} \\)</em>).</p>\n<h3>Ferraillage</h3>\n<p>Par défaut, le diagramme contrainte-déformation bilinéaire idéalisé pour les barres de ferraillage nues défini dans EN 1992-1-1, section 3.2.7 (Fig. 29) est pris en compte. La définition de ce diagramme ne nécessite que la connaissance des propriétés de base du ferraillage lors de la phase de calcul (résistance et classe de ductilité). Lorsqu'elles sont connues, la relation contrainte-déformation réelle du ferraillage (laminé à chaud, écrouissage à froid, trempé et auto-revenu, …) peut être prise en compte. Le diagramme contrainte-déformation du ferraillage peut être défini par l'utilisateur, mais dans ce cas, il est impossible de supposer l'effet de raidissement en traction (il est impossible de calculer la largeur des fissures). L'utilisation du diagramme contrainte-déformation avec une branche supérieure horizontale ne permet pas la vérification de la durabilité structurelle. Par conséquent, une vérification manuelle des exigences de ductilité normatives est nécessaire.</p>\n<figure data-asset-id=\"ba3b27c3-ad63-46d8-b734-279c1a98639f\" data-image-id=\"ba3b27c3-ad63-46d8-b734-279c1a98639f\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/47fb26f0-9509-403c-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. 29 \\qquad Stress-strain diagram of reinforcement: a) bilinear diagram with an inclined top branch; b) bilinear diagram}}}\\] \\[ \\textsf{\\textit{\\footnotesize{with a horizontal top branch.}}}\\]</em></p>\n<p>Le raidissement en traction (Fig. 30) est pris en compte automatiquement en modifiant la relation contrainte-déformation d'entrée de la barre de ferraillage nue afin de capturer la rigidité moyenne des barres noyées dans le béton (ε<em><sub>m</sub></em>).</p>\n<figure data-asset-id=\"4a23c310-98c5-488d-a3a0-2ec9064a2f61\" data-image-id=\"4a23c310-98c5-488d-a3a0-2ec9064a2f61\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/111ff130-8480-486a-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. 30\\qquad Scheme of tension stiffening.}}}\\]</em></p>"
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"value": "<p>La Méthode du Champ de Contraintes Compatible est conforme aux codes de calcul modernes. Étant donné que les modèles de calcul n'utilisent que des propriétés matérielles standard, le format des facteurs partiels de sécurité prescrit dans les codes de calcul peut être appliqué sans aucune adaptation. Ainsi, les charges appliquées sont pondérées et les propriétés caractéristiques des matériaux sont réduites à l'aide des coefficients de sécurité respectifs prescrits dans les codes de calcul, exactement comme dans l'analyse conventionnelle du béton. Les valeurs des facteurs partiels de sécurité des matériaux prescrits dans EN 1992-1-1 chap. 2.4.2.4 et les facteurs pour les ancrages prescrits dans EN 1992-4, EN 1993-1-8 et EN 1994-1-1 sont définis par défaut, mais l'utilisateur peut modifier les facteurs de sécurité dans les paramètres de code et de calcul (Fig. 31).</p>\n<figure data-asset-id=\"af337034-9bd2-4f89-a0eb-c57c416ccb44\" data-image-id=\"af337034-9bd2-4f89-a0eb-c57c416ccb44\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/74bc9fff-b55c-46b3-a638-345044b4de8e/Partial%20safety%20factors.png\" data-asset-id=\"af337034-9bd2-4f89-a0eb-c57c416ccb44\" data-image-id=\"af337034-9bd2-4f89-a0eb-c57c416ccb44\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 31\\qquad The setting of material safety factors in Idea StatiCa Detail.}}}\\]</em></p>\n<p>Les facteurs partiels de charge doivent être définis par l'utilisateur dans les règles de combinaison pour chaque combinaison non linéaire de cas de charge (Fig. 32). Pour tous les modèles implémentés dans <a data-item-id=\"b4790cf9-a605-45b3-b41b-e36909ad4291\" href=\"\">Idea StatiCa Detail</a>, les facteurs partiels de sécurité sont déjà prédéfinis.</p>\n<figure data-asset-id=\"99632028-f378-4338-b74b-bef12aec3f6a\" data-image-id=\"99632028-f378-4338-b74b-bef12aec3f6a\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/2d2607d1-29e9-4dfd-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. 32\\qquad The setting of load partial factors in Idea StatiCa Detail.}}}\\]</em></p>\n<p>En utilisant des combinaisons appropriées de facteurs partiels de sécurité définis par l'utilisateur, celui-ci peut également effectuer des calculs avec le CSFM 3D en utilisant la méthode du facteur de résistance global (Navrátil, et al. 2017), mais cette approche est rarement utilisée dans la pratique de conception. Certaines directives recommandent d'utiliser la méthode du facteur de résistance global pour l'analyse non linéaire. Cependant, dans les analyses non linéaires simplifiées (telles que le CSFM 3D), qui ne nécessitent que les propriétés matérielles utilisées dans les calculs manuels conventionnels, il est encore plus souhaitable d'utiliser le format des facteurs partiels de sécurité.</p>"
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"value": "<h3>Béton - Résistance</h3>\n<p>Le modèle de béton mis en œuvre pour les calculs de résistance dans le CSFM est basé sur la courbe contrainte-déformation parabolique-plastique du béton, fondée sur la courbe parabolique contrainte-déformation de la Portland Cement Association décrite dans les Notes de la PCA sur les exigences du Code de construction ACI 318-99 pour le béton structurel, Figure 6-8. La résistance à la traction est négligée, comme c'est le cas dans le calcul classique du béton armé.</p>\n<figure data-asset-id=\"839fc455-78ea-4fa5-b0a2-d05127192ead\" data-image-id=\"839fc455-78ea-4fa5-b0a2-d05127192ead\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/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. 40\\qquad The stress-strain diagram of concrete for Strength analysis}}}\\]</em></p>\n<p>La mise en œuvre du CSFM dans <em>IDEA StatiCa Detail</em> ne prend pas en compte de critère de rupture explicite en termes de déformations pour le béton en compression (c'est-à-dire qu'après l'atteinte de la contrainte maximale, elle considère une branche plastique avec ε<em><sub>c</sub></em><sub>0</sub> à une valeur maximale de 5 %, tandis que l'ACI 318-19 Cl. 22.2.2.1 suppose une déformation ultime inférieure à 0,3 %). Cette simplification ne permet pas de vérifier la capacité de déformation des structures dont la rupture se produit en compression. Cependant, la résistance est correctement prédite lorsque l'augmentation de la fragilité du béton avec sa résistance est prise en compte au moyen du facteur de réduction <em>\\(\\eta_{fc}\\)</em> défini dans le <em>fib</em> Model Code 2010 comme suit :</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>où :</p>\n<p><em>α</em><sub>1</sub> est le facteur de réduction de la résistance à la compression du béton défini dans l'ACI 318-19 Cl. 22.2.2.4.1. Lors de l'utilisation d'un diagramme contrainte-déformation parabolique-rectangulaire, il est nécessaire de réduire la contrainte de compression maximale par ce facteur. Cela permet de moyenner la distribution des contraintes dans la zone comprimée de telle sorte que la résistance à la compression résultante soit inférieure ou égale à la résistance à la compression calculée à l'aide d'un diagramme contrainte-déformation avec une branche plastique décroissante<em>.</em></p>\n<p><em>Φ</em><em><sub>c </sub></em>est le facteur de réduction de résistance pour le béton. La valeur par défaut est fixée conformément à l'ACI 318-19 Tableau 24.2.1 (b)(f).</p>\n<p><em>f'</em><em><sub>c</sub></em> est la résistance sur cylindre du béton (en MPa pour la définition de <em>\\( \\eta_{fc} \\)</em>).</p>\n<h3>Ferraillage</h3>\n<p>Un diagramme contrainte-déformation élasto-plastique parfait avec un point de limite d'élasticité défini est considéré pour le ferraillage non précontraint. Voir ACI 319-19 Cl. 20.2.1. La définition de ce diagramme ne nécessite que la connaissance des propriétés de base du ferraillage — résistance et module d'élasticité.</p>\n<p>Le diagramme contrainte-déformation du ferraillage peut également être défini par l'utilisateur, mais dans ce cas, il est impossible de prendre en compte l'effet de raidissement en traction. </p>\n<figure data-asset-id=\"2d9c6401-28af-4bfe-bc92-1d6f830f7c93\" data-image-id=\"2d9c6401-28af-4bfe-bc92-1d6f830f7c93\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/77dadff9-85d4-402e-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. 41 \\qquad Stress-strain diagram of reinforcement}}}\\]</em></p>\n<p>où :</p>\n<p><em>Φ</em><em><sub>s </sub></em>est le facteur de réduction de résistance pour le ferraillage. La valeur par défaut est fixée conformément à l'ACI 318-19 Tableau 24.2.1.</p>\n<p><em>f</em><em><sub>y</sub></em> est la limite d'élasticité du ferraillage</p>\n<p><em>E</em><em><sub>s</sub></em> est le module d'élasticité du ferraillage</p>\n<p>10 % est sélectionné comme déformation limite à laquelle le calcul est arrêté. Cela est considéré comme sûr sur la base de l'ASTM A955/A955M-20c Article 7.</p>\n<p>Le raidissement en traction (Fig. 42) est pris en compte automatiquement en modifiant la relation contrainte-déformation d'entrée de la barre d'armature nue afin de capturer la rigidité moyenne des barres noyées dans le béton (ε<em><sub>m</sub></em>).</p>\n<figure data-asset-id=\"c9add949-2ad5-4922-8e6c-0d75fb47cb70\" data-image-id=\"c9add949-2ad5-4922-8e6c-0d75fb47cb70\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/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. 42\\qquad Scheme of tension stiffening.}}}\\]</em></p>"
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"value": "<p><br></p>\n<p>Le contexte théorique est basé sur COMPATIBLE STRESS FIELD DESIGN OF STRUCTURAL CONCRETE<br>(Kaufmann et al., 2020)</p>\n<h1>Dimensionnement structurel des discontinuités en béton dans IDEA StatiCa Detail</h1>\n<h2>1 Introduction à la méthode CSFM</h2>\n<p><a href=\"#general-introduction\">1.1 Introduction générale au dimensionnement structurel des détails en béton</a><br><a href=\"#main-assumptions-and-limitations\">1.2 Hypothèses principales et limitations</a><br><a href=\"#design-tools-for-reinforcement\">1.3 Outils de dimensionnement du ferraillage</a></p>\n<h2>2 Modèle d'analyse de IDEA StatiCa Detail</h2>\n<p><a href=\"#introduction-to-finite-element-implementation\">2.1 Introduction à la mise en œuvre par éléments finis</a><br><a href=\"#supports-and-load-transmitting-components\">2.2 Appuis et composants de transmission des charges</a><br><a href=\"#load-transfer-at-trimmed-ends-of-beams\">2.3 Transfert de charge aux extrémités réduites des poutres</a><br><a href=\"#geometric-modification-of-cross-sections\">2.4 Modification géométrique des sections transversales</a><br><a href=\"#finite-element-types\">2.5 Types d'éléments finis</a><br><a href=\"#meshing\">2.6 Maillage</a><br><a href=\"#solution-method-and-load-control-algorithm\">2.7 Méthode de résolution et algorithme de contrôle du chargement</a><br><a href=\"#presentation-of-results\">2.8 Présentation des résultats</a></p>\n<h2>3 Vérification du modèle</h2>\n<p><a href=\"#limit-states-and-crack-width-calculation\">3.1 États limites, calcul de la largeur des fissures et raidissement en traction</a></p>\n<h2>4 Vérifications structurelles selon l'EUROCODE</h2>\n<p><a href=\"#material-models-en\">4.1 Modèles de matériaux (EN)</a><br><a href=\"#safety-factors\">4.2 Coefficients de sécurité</a><br><a href=\"#ultimate-limit-state-analysis\">4.3 Analyse à l'état limite ultime</a><br><a href=\"#partially-loaded-areas\">4.4 Zones partiellement chargées (ZPC)<br></a><a href=\"#serviceability-limit-state-analysis\">4.5 Analyse à l'état limite de service</a></p>\n<h2>5 Vérifications structurelles selon ACI 318-19</h2>\n<p><a href=\"#material-models-aci\">5.1 Modèles de matériaux (ACI)</a><br><a href=\"#strength-reduction-and-load-factors\">5.2 Coefficients de réduction de résistance et coefficients de charge</a><br><a href=\"#strength-verifications\">5.3 Vérifications de résistance</a><br><a href=\"#bearing-and-anchorage-zones-partially-loaded-areas\">5.4 Zones d'appui et d'ancrage - Zones partiellement chargées<br></a><a href=\"#serviceability-verifications\">5.5 Vérifications à l'état limite de service</a></p>\n<h2>6 Vérifications structurelles selon AASHTO</h2>\n<p><a href=\"#material-models-aahsto\">6.1 Modèles de matériaux (AASHTO)</a><br><a href=\"#resistance-and-load-factors\">6.2 Coefficients de résistance et de charge</a><br><a href=\"#strength-limit-state\">6.3 État limite de résistance</a><br><a href=\"#bearing-and-anchorage-zones-resistance-partially-loaded-areas\">6.4 Résistance des zones d'appui et d'ancrage – Zones partiellement chargées</a><br><a href=\"#service-limit-state\">6.5 État limite de service</a></p>\n<h2>7 Vérifications structurelles selon AS 3600</h2>\n<p><a href=\"#material-models-aus\">7.1 Modèles de matériaux (AUS)</a><br><a href=\"#stress-reduction-and-load-factors\">7.2 Coefficients de réduction des contraintes et coefficients de charge</a><br><a href=\"#strength-and-anchorage-verifications\">7.3 Vérifications de résistance et d'ancrage</a><a href=\"#bearing-and-anchorage-zones-partially-loaded-areas\"><br></a><a href=\"#serviceability-checks\">7.4 Vérifications à l'état limite de service</a></p>\n<h2><a href=\"#prestressing-in-detail-model-description\">8 Précontrainte dans Detail - Description du modèle</a></h2>\n<p><br></p>\n<p><br></p>\n<h1>1 Introduction à la méthode CSFM</h1>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"dd5c0a73_c7f6_01d0_a41f_f49bb5ffb947\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___general\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n89b745d5_92d1_0144_c339_09a2d586407e\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___main_assumptions_a\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n82977474_109b_010e_9192_c89b1989d070\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___general___reinforc\"></object>\n<h1><br></h1>\n<h1>2 Modèle d'analyse de IDEA StatiCa Detail</h1>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n8f65ed14_715b_0126_0a38_3eb40e5e3816\"></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=\"n6434e25a_ef8e_0130_56f5_ecb931a9a002\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___supports_and_load_\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"f24ec804_736a_01ff_7457_a03deca932cb\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___load_transfer_at_t\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"f358b474_c946_0142_8871_3e7f88f73212\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___geometric_modifica\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"c2f22b4c_6951_01e1_9c0d_fa992ee372d5\"></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=\"n25038bc8_4783_0108_643c_159dc2de3973\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___meshing\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n26862adb_98c4_0157_4b56_ce223141f487\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___solution_method_an\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n6522651f_ce45_011a_1609_9229f649519b\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___presentation_of_re\"></object>\n<h1><br></h1>\n<h1>3 Vérification du modèle</h1>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"ca18e028_bbea_0141_3aaf_0426d3d90f71\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___general___verifica\"></object>\n<h1><br></h1>\n<h1>4 Vérifications structurelles selon l'Eurocode</h1>\n<p>L'évaluation de la structure à l'aide du CSFM est réalisée par deux analyses distinctes : l'une pour les combinaisons de charges à l'ELS, et l'autre pour les combinaisons de charges à l'ELU. L'analyse à l'ELS suppose que le comportement ultime de l'élément est satisfaisant et que les conditions de plastification du matériau ne seront pas atteintes aux niveaux de charge de service. Cette approche permet l'utilisation de modèles constitutifs simplifiés (avec une branche linéaire du diagramme contrainte-déformation du béton) pour l'analyse à l'ELS, afin d'améliorer la stabilité numérique et la vitesse de calcul.</p>\n<p><br></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"a89e48b8_dc69_01e9_0225_e67e1002a3eb\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___material_models__e\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n16448e9f_3b97_01d7_8bcb_d10c501f4fe4\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___safety_factors\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n8f95c03f_046c_01d7_3298_0b0bf00905fd\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___ultimate_limit_sta\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"f4e5df8b_4a56_01f4_bc6d_94a0519ab1a0\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___partially_loaded_a\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n6d893327_7af2_0116_cc53_17d9c523d187\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___serviceability_lim\"></object>\n<h1><br></h1>\n<h1>5 Vérifications structurelles selon ACI 318-19</h1>\n<p>L'évaluation de la structure à l'aide du CSFM est réalisée par deux analyses distinctes : l'une pour les combinaisons de charges à l'ELS, et l'autre pour les combinaisons de charges de résistance. L'analyse à l'ELS suppose que le comportement sous charges factorisées est satisfaisant et que les conditions de plastification du matériau ne seront pas atteintes aux niveaux de charge de service. Cette approche permet l'utilisation de modèles constitutifs simplifiés (avec une branche linéaire du diagramme contrainte-déformation du béton) pour l'analyse à l'ELS, afin d'améliorer la stabilité numérique et la vitesse de calcul.</p>\n<p>Le CSFM est conforme à ACI 318-19, chapitre 6.8.1.1. Afin que le CSFM satisfasse aux exigences de la section 6.8.1.2 de l'ACI 318-19, de nombreux essais de vérification ont été réalisés dans diverses universités. Des articles individuels résumant les résultats de vérification et de validation sont disponibles au lien suivant.</p>\n<ul>\n <li><a href=\"https://www.ideastatica.com/support-center-verifications?label=detail\">Vérifications : Detail 2D</a></li>\n</ul>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"defdeb25_d885_0122_ac21_b900c66ee51c\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___material_models__a\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n10aa2efd_2be3_01d5_f691_0e01203aff4f\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___factors___aci\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n19ad8ac3_95d3_014d_6b6c_dedb9e7b9776\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___strength_analysis_\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n75458d2a_435d_0171_1098_68c0c0b2ef79\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___bearing_and_anchor\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"d50df853_e99d_01b7_d6a8_be62222eb26d\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___serviceability_ver\"></object>\n<h1><br></h1>\n<h1>6 Vérifications structurelles selon AASHTO</h1>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"c7e63fe4_de7b_015b_c2e0_a2b1b2f25c67\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___material_models__a_0b99d24\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n05a2bbc0_d319_013e_3890_20f0449ffb21\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___resistance_and_loa\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"e44b5db4_1648_0181_70d3_93b498a73c64\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___strength_limit_sta\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n2f8bc238_a3f3_0105_d12f_8824bbcea023\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___bearing_and_anchor_69cbe39\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"bcebdf5c_cf6f_01b0_70a5_49d6e71cee96\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___service_limit_stat\"></object>\n<h1><br></h1>\n<h1>7 Vérifications structurelles selon la norme australienne AS 3600 (2018)</h1>\n<p>L'évaluation de la structure à l'aide du CSFM est réalisée par deux analyses distinctes : l'une pour les combinaisons de charges à l'ELS, et l'autre pour les combinaisons de charges de résistance. L'analyse à l'ELS suppose que le comportement sous charges factorisées est satisfaisant et que les conditions de plastification du matériau ne seront pas atteintes aux niveaux de charge de service. Cette approche permet l'utilisation de modèles constitutifs simplifiés (avec une branche linéaire du diagramme contrainte-déformation du béton) pour l'analyse à l'ELS, afin d'améliorer la stabilité numérique et la vitesse de calcul.</p>\n<p>Le CSFM est une méthode d'analyse structurelle qui satisfait aux règles générales des chapitres 6.1.1 et 6.1.2 et est définie comme (f) analyse non linéaire des contraintes au chapitre 6.1.3 - et plus loin au chapitre 6.6. </p>\n<p>L'analyse par CSFM prend en compte tous les effets non linéaires et inélastiques pertinents (à l'exception du retrait) définis au paragraphe 6.6.3. </p>\n<p>Afin de satisfaire aux exigences des sections 6.6.4 et 6.6.5 - des informations complémentaires sont disponibles dans AS3600:2018 Sup 1:2022 Section C6.6 - des vérifications et validations de la méthode ont été réalisées dans diverses universités. Des articles individuels résumant les résultats de vérification et de validation sont disponibles au lien suivant.</p>\n<ul>\n <li><a href=\"https://www.ideastatica.com/support-center-verifications?label=detail\">Vérifications : Detail 2D</a></li>\n</ul>\n<p>Étant donné que IDEA StatiCa Detail est un logiciel de dimensionnement pratique, la résistance caractéristique factorisée à la compression sur cylindre à 28 jours <em>f'</em><em><sub>c</sub></em> est utilisée pour les calculs, comme décrit dans le chapitre suivant.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"f210278d_66b2_01e0_7fef_b593f71d6bea\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___material_models__a_b7035a6\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n3dee5619_3e5b_0144_0526_70f4a37f63d5\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___stress_reduction_a\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n96319816_17a9_0133_8d65_46becf10313b\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___strength_analysis__8bc3bfe\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n3bdff4d2_a4c8_019a_0cd4_3bfdf2aa387b\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___serviceability_ver_77b5f2c\"></object>\n<h1><br></h1>\n<h1>8 Précontrainte - description du modèle</h1>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n5fdb2b15_9e4c_0158_62d4_cd80bf984e43\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"prestressing_in_detail___model_description__body_\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"be2603b3_306b_01ae_3e08_a8db5d40bfaa\"></object>\n<h1><br></h1>\n<h1>Références</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": "<p>En pratique, les méthodes <strong>Bielle-et-tirant (B&T)</strong> et <strong>Champs de contraintes</strong> sont couramment utilisées pour dimensionner les régions de discontinuité dans les structures en béton armé et précontraint. La <strong>Méthode du Champ de Contraintes Compatible (CSFM)</strong> a été développée en étendant ces théories classiques, permettant un haut degré d'automatisation et étant cohérente avec la norme de calcul. Malgré sa simplicité, la méthode fournit une description très réaliste du comportement d'une structure en béton aussi bien à l'état limite ultime (ELU) qu'à l'état limite de service (ELS). Le CSFM est implémenté dans <a data-item-id=\"b4790cf9-a605-45b3-b41b-e36909ad4291\" href=\"\">IDEA StatiCa Detail</a>. </p>\n<figure data-asset-id=\"a7b3dcf1-10ed-4b44-99e3-f59b4bd2a7fe\" data-image-id=\"a7b3dcf1-10ed-4b44-99e3-f59b4bd2a7fe\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/7fd8d041-20d1-40a8-9a71-eb9cdce27155/7.png\" data-asset-id=\"a7b3dcf1-10ed-4b44-99e3-f59b4bd2a7fe\" data-image-id=\"a7b3dcf1-10ed-4b44-99e3-f59b4bd2a7fe\" alt=\"\"></figure>\n<p><em>Fig. 1 a) Voile avec ouvertures b) Voile de cisaillement c) Poutre avec extrémités réduites et ouvertures d) Pile de pont e) Diaphragme de pont </em></p>\n<p>Les procédures standard pour le dimensionnement des sections transversales des structures en béton sont applicables dans les parties où l'hypothèse de Bernoulli-Navier de distribution plane des déformations s'applique (région B). Les zones où cette hypothèse ne s'applique pas sont appelées <strong>régions de discontinuité (régions D)</strong>. Celles-ci comprennent les parties de structures où apparaissent des charges concentrées ou où il y a un changement brusque de section transversale, telles que les extrémités réduites (Fig. 1c), les poutres voiles, les voiles avec ouvertures (Figs. 1a, 1b), ou les corbeaux et les têtes de pieux. Dans le domaine du génie des ponts, il s'agit par exemple des têtes de piles (Fig. 1d), des diaphragmes (Fig. 1e), des déviateurs, etc.</p>\n<h2>1. Méthode Bielle et tirant</h2>\n<p>L'hypothèse de base lors de la définition d'un modèle B&T est que la résistance à la traction du béton est négligée. Un modèle de treillis simple est composé d'éléments travaillant en compression et en traction, représentant le comportement à l'ELU. En général, ce n'est pas un problème complexe, et la définition d'un modèle B&T de base (Fig. 2a) ne devrait pas poser de difficulté à un ingénieur expérimenté. Cependant, même pour cette tâche de base, l'évaluation correcte du modèle conformément à la norme de calcul peut être un processus fastidieux, manuel et itératif.</p>\n<figure data-asset-id=\"59f28d4a-b793-4501-a11a-6ae6245cab70\" data-image-id=\"59f28d4a-b793-4501-a11a-6ae6245cab70\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/7aecb55f-dac0-47db-a25c-48082e5e70c4/Untitled%20design.png\" data-asset-id=\"59f28d4a-b793-4501-a11a-6ae6245cab70\" data-image-id=\"59f28d4a-b793-4501-a11a-6ae6245cab70\" alt=\"\"></figure>\n<p><em>Fig. 2 a) Option 1 du modèle B&T b) Option 2 du modèle B&T c) Option du modèle B&T </em></p>\n<p>Les tirants, les zones nodales et les déformations de traction transversales dans les bielles doivent être vérifiés. Si le modèle ne satisfait pas la vérification normative, la géométrie du modèle B&T doit être ajustée, ou un modèle B&T différent doit être sélectionné (Fig. 2b, 2c). Cela conduit souvent l'ingénieur structure à ne choisir la géométrie du modèle B&T qu'une seule fois et à ne vérifier que le ferraillage. Cela peut entraîner une erreur substantielle. Le choix du modèle est toujours une question d'expérience. Pour des détails structurels plus complexes, choisir un modèle B&T qui correspondra suffisamment au comportement réel de la structure peut ne pas être aussi simple que dans le cas ci-dessus. De plus, la méthode B&T est une méthode uniquement pour le dimensionnement aux états limites ultimes. Elle ne permet pas le dimensionnement des <strong>états limites de service (déformation, fissuration)</strong>, qui sont des critères critiques, notamment dans les structures d'importance significative, car ils impactent directement la durée de vie en service de la structure.</p>\n<h2>2. Méthode du Champ de Contraintes Compatible - CSFM</h2>\n<p>Le CSFM est une <strong>méthode non linéaire</strong> moderne pour l'analyse des régions D et des éléments dont le comportement peut être simplifié à un état de contraintes planes, c'est-à-dire un modèle 2D. Cependant, il est toujours basé sur une hypothèse de base et sécuritaire des normes : <strong>le béton ne travaille pas en traction</strong>, et toute la traction doit être reprise par le ferraillage. La Méthode du Champ de Contraintes Compatible (CSFM) est une évolution des méthodes B&T et des champs de contraintes, supprimant leurs principaux inconvénients mentionnés ci-dessus : incertitudes dans la sélection du modèle, difficulté d'automatisation et incapacité à vérifier les états limites de service.</p>\n<figure data-asset-id=\"6552ad81-c0fa-4071-9b95-00d09eb9fea4\" data-image-id=\"6552ad81-c0fa-4071-9b95-00d09eb9fea4\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/9e760312-8401-44c8-aae1-020b514876fb/2.png\" data-asset-id=\"6552ad81-c0fa-4071-9b95-00d09eb9fea4\" data-image-id=\"6552ad81-c0fa-4071-9b95-00d09eb9fea4\" alt=\"\"></figure>\n<p><em>Fig. 3 a) Déformation plane b) Contrainte principale c) CSFM</em></p>\n<p>Le principe du CSFM peut être expliqué à partir de l'<strong>état de contraintes planes</strong> de l'élément plan de base d'une structure en béton armé. La Fig. 3a montre l'élément 2D de base en état de contraintes planes tel que nous le connaissons dans tous les manuels d'élasticité et de résistance des matériaux. Il s'agit de la contrainte en un point de la structure, obtenue, par exemple, par une analyse élastique linéaire utilisant la Méthode des Éléments Finis (MEF). L'élément est soumis à une contrainte normale horizontale σ<sub>x</sub>, une contrainte normale verticale σ<sub>z</sub>, et une contrainte de cisaillement τ<sub>xz</sub>. À partir de ces contraintes, les <strong>contraintes principales</strong> et leur direction définie par l'angle θ peuvent être déterminées (Fig. 3b). L'élément est alors soumis à la contrainte principale de traction σ<sub>1</sub> et à la contrainte principale de compression σ<sub>2</sub>.</p>\n<p>À quoi ressemblera la déformation du même élément analysé par CSFM ? La déformation est représentée à la Figure 3c. Le béton comprimé apparaît dans la direction de la contrainte principale de compression σ<sub>2</sub>. Et un champ de contraintes avec la contrainte σ<sub>c2</sub> est généré. Comme mentionné ci-dessus, l'hypothèse de base est que le béton ne travaille pas en traction. Par conséquent, la contrainte principale de traction transversale σ<sub>1</sub> ne sera pas reprise par le béton, et une fissure se formera perpendiculairement à cette direction. La contrainte σ<sub>c1r</sub> doit donc être nulle. Pour éviter la rupture de notre élément 2D, toute contrainte de traction doit être reprise par le ferraillage (indiqué en bleu sur la Fig. 3c), qui doit faire partie du modèle de calcul. </p>\n<p>Si cette analyse des contraintes est effectuée par CSFM <strong>de manière continue sur l'ensemble de la région 2D</strong> à résoudre, le résultat est un champ de compression continu dans le béton ainsi que des contraintes de traction et de compression dans le ferraillage. Une représentation graphique simplifiée du champ de contraintes CSFM est présentée à la Figure 4. En plus des taux de travail du béton et du ferraillage, la figure indique également les directions variables des contraintes calculées σ<sub>c2</sub> le long des régions.</p>\n<figure data-asset-id=\"9739b6d6-2cbc-4745-a590-4a85f7e1862f\" data-image-id=\"9739b6d6-2cbc-4745-a590-4a85f7e1862f\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/dc56c80f-67f3-481d-a2c8-26dacc258bb2/csfm%20explained%20%281%29.png\" data-asset-id=\"9739b6d6-2cbc-4745-a590-4a85f7e1862f\" data-image-id=\"9739b6d6-2cbc-4745-a590-4a85f7e1862f\" alt=\"\"></figure>\n<p><em>Fig. 4 Résultats globaux d'IDEA StatiCa Detail </em></p>\n<p>L'analyse d'un détail ou d'une structure par <strong>CSFM est basée sur la Méthode des Éléments Finis</strong>. Le béton est modélisé à l'aide d'éléments de voile 2D, et le ferraillage à l'aide d'éléments d'élément 1D (Fig. 7). L'analyse n'est pas effectuée en une seule étape car il s'agit d'un problème non linéaire. Les charges sont appliquées par incréments lors du calcul, et la solution du système d'équations non linéaires est trouvée en utilisant la <strong>méthode de Newton-Raphson</strong>. </p>\n<p>Les fissures diffuses fictives (ε<sub>1</sub> est la valeur moyenne) se « forment » perpendiculairement à la direction des contraintes principales, qui peuvent changer au cours du calcul non linéaire à mesure que l'élément « se fissure progressivement » à chaque incrément de charge. En résumé, une fissure fictive rotative sans contrainte est considérée. </p>\n<p>Le résultat de la solution par MEF utilisant le CSFM est un champ de contraintes compatible (c'est-à-dire que le béton ne se fragmente pas en bielles agissant indépendamment dans le modèle) et l'état de déformation, qui sont continus dans tout le domaine 2D résolu. C'est un avantage majeur par rapport aux approches B&T classiques et permet d'automatiser et d'affiner le modèle de calcul, comme décrit dans les paragraphes suivants.</p>\n<figure data-asset-id=\"c5bf3113-2223-4ddc-bbab-2131db37ac0c\" data-image-id=\"c5bf3113-2223-4ddc-bbab-2131db37ac0c\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/40e41bf7-4a81-4245-bd1b-843963c104e8/3.png\" data-asset-id=\"c5bf3113-2223-4ddc-bbab-2131db37ac0c\" data-image-id=\"c5bf3113-2223-4ddc-bbab-2131db37ac0c\" alt=\"\"></figure>\n<p><em>Fig. 5 Principe de l'adoucissement en compression du béton</em></p>\n<p>La formulation simple du CSFM permet d'utiliser le diagramme contrainte-déformation parabolique-rectangulaire uniaxial standard pour le béton en compression conformément à la norme de calcul. Comme il est bien connu, la résistance à la compression du béton diminue lorsque le béton est endommagé par des fissures transversales (Fig. 5). Cet effet dit d'<strong>adoucissement en compression</strong> est inclus dans la méthode en prenant automatiquement en compte la résistance à la compression effective du béton. </p>\n<p>Sur la base du niveau des déformations de traction transversales ε<sub>1</sub>, le facteur de réduction k<sub>c</sub> est déterminé et le diagramme contrainte-déformation du béton est ajusté (Fig. 5). Comme le champ de déformations dans toute la structure est connu, la résistance à la compression effective du béton peut être calculée automatiquement dans les sections individuelles en fonction du niveau local des déformations de traction transversales ε<sub>1</sub>.</p>\n<figure data-asset-id=\"6c73faf0-64d4-41ce-b816-520ccadff05a\" data-image-id=\"6c73faf0-64d4-41ce-b816-520ccadff05a\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/51628156-5014-4501-8f28-9f3b93783840/1.png\" data-asset-id=\"6c73faf0-64d4-41ce-b816-520ccadff05a\" data-image-id=\"6c73faf0-64d4-41ce-b816-520ccadff05a\" alt=\"\"></figure>\n<p><em>Fig. 6 Principe du raidissement en traction</em></p>\n<p>De plus, le CSFM prend en compte l'<strong>effet de raidissement</strong> du béton tendu entre les fissures sur le ferraillage, appelé raidissement en traction. Dans le modèle de calcul, le taux de ferraillage moyen ε<sub>m</sub> est utilisé. Le diagramme contrainte-déformation du ferraillage est alors modifié (Fig. 6). Cela permet une représentation réaliste de la rigidité d'une structure en béton armé endommagée par des fissures. Il est cependant toujours vrai que la résistance à la traction du béton ne contribue pas à la capacité ultime. La contrainte maximale dans le ferraillage σ<sub>sr</sub> dans les fissures est déterminante pour le dimensionnement (Fig. 6).</p>\n<p>Le CSFM utilise des modèles de matériaux uniaxiaux courants (diagrammes contrainte-déformation) définis dans les <strong>normes de calcul</strong>. L'approche standard, la méthode des coefficients partiels de sécurité, est ensuite utilisée pour vérifier l'ELU. La simplicité de la méthode la rend adaptée à la pratique de l'ingénierie et cohérente avec les normes de calcul. </p>\n<p>Même s'il s'agit d'une analyse par éléments finis non linéaire, l'ingénieur structure n'a pas à saisir dans le calcul des propriétés de matériaux et des caractéristiques du béton supplémentaires qui peuvent ne pas être disponibles au stade du dimensionnement et qui sont nécessaires, par exemple, pour les analyses non linéaires par éléments finis basées sur la mécanique de la rupture. Comme déjà indiqué, un avantage majeur de l'analyse CSFM, en plus des états limites ultimes, est la capacité à vérifier les <strong>états limites de service : flèches, limitations de contraintes, et en particulier, ouverture des fissures</strong>.</p>\n<figure data-asset-id=\"6c090b06-f906-4e6e-9016-d73de172f321\" data-image-id=\"6c090b06-f906-4e6e-9016-d73de172f321\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/8fd3f66a-63b9-4aba-bb10-9e12889ed7d4/Finite%20element%20model.png\" data-asset-id=\"6c090b06-f906-4e6e-9016-d73de172f321\" data-image-id=\"6c090b06-f906-4e6e-9016-d73de172f321\" alt=\"\"></figure>\n<p><em>Fig. 7 Exemple de représentation du modèle par éléments finis dans IDEA StatiCa Detail</em></p>\n<p>(Fig. 7) Le modèle MEF dans le CSFM est composé de plusieurs types d'éléments finis :</p>\n<ul>\n <li>Élément 1D à rigidité axiale pour le ferraillage</li>\n <li>Élément isoparamétrique 2D pour le béton</li>\n <li>Ressorts d'extrémité pour le modèle d'ancrage du ferraillage avec traitement d'extrémité</li>\n <li>Élément 2D spécial pour modéliser la cohésion entre le ferraillage et le béton</li>\n <li>Contraintes rigides et d'interpolation (contraintes multi-points, MPC) entre les éléments de cohésion et le béton</li>\n</ul>\n<p>Si le ferraillage dimensionné prévient la rupture fragile de l'élément, il a été démontré que le CSFM donne de très bonnes prédictions de la réponse et de la capacité ultime de la structure malgré la simplicité de la formulation. En d'autres termes, la méthode n'est pas adaptée, par exemple, au dimensionnement de poutres sans ferraillage transversal de cisaillement présentant un comportement potentiellement fragile. Les <a data-item-id=\"1e879886-9e36-49e1-acb1-e6001361531f\" href=\"\">vérifications</a> de la méthode, y compris les expériences, sont données dans [1]. Une description plus détaillée de la méthode dépasse le cadre de cet article et peut également être trouvée dans les <a data-item-id=\"0000c94c-b603-48c4-8d31-bc56d7c95886\" href=\"\">Bases théoriques</a>.</p>\n<p>Il est clair que les principes du CSFM sont généraux et donc son application n'est pas limitée aux régions D, mais peut être utilisée pour modéliser des éléments entiers, par exemple des poutres préfabriquées, et là où l'élément peut être simplifié à un modèle plan 2D. La méthode et son implémentation dans le logiciel (IDEA StatiCa Detail) ont également été étendues, avec la possibilité de spécifier un <strong>ferraillage précontraint et post-tendu</strong>.</p>\n<h2>3. Exemple de dimensionnement d'une tête de pile</h2>\n<p>L'application pratique du CSFM est illustrée dans le dimensionnement de la tête de pile de pont à la Figure 8. Il s'agit de la deuxième pile d'un pont continu à trois travées de 30,0 m, 42,0 m et 30,0 m. La tête de la pile en béton armé est dimensionnée en béton C40/50 et son épaisseur (dans la direction longitudinale du pont) est de 2,0 m.</p>\n<figure data-asset-id=\"9d541a10-b879-4d35-a6f8-4e85fa9843a6\" data-image-id=\"9d541a10-b879-4d35-a6f8-4e85fa9843a6\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/7bd9ebbf-5d30-448a-93e2-c89641d05677/4.png\" data-asset-id=\"9d541a10-b879-4d35-a6f8-4e85fa9843a6\" data-image-id=\"9d541a10-b879-4d35-a6f8-4e85fa9843a6\" alt=\"\"></figure>\n<p><em>Fig. 8 Tête de pile : a) Dimensionnement récapitulatif ; b) Contrainte de compression dans le béton à l'ELU ; c) Contrainte de traction dans le ferraillage à l'ELU ; d) Ouverture des fissures à l'ELS</em></p>\n<p>Au sommet de la tête de pile, une poutre transversale en ferraillage B500 20xϕ28+20xϕ25 - les quatre couches supérieures - a d'abord été dimensionnée. La Figure 8a montre un dimensionnement récapitulatif à l'état limite ultime, indiquant les contraintes de compression dans le béton, les directions des contraintes de compression et les contraintes dans le ferraillage. La distribution détaillée des contraintes dans le béton et le ferraillage est ensuite documentée aux Figures 8b et 8c. Le ferraillage transversal est juste en dessous de la limite d'élasticité et les contraintes dans le béton (ainsi que les déformations relatives) sont satisfaisantes à l'ELU. Cependant, le résultat du calcul de l'ouverture des fissures (Fig. 8d) montre que le dimensionnement ne satisfait pas à l'<strong>ELS</strong> : w<sub>max</sub> = 0,36 mm > w<sub>lim</sub> = 0,3 mm. <strong>Pour respecter l'ouverture limite des fissures, il est nécessaire d'augmenter le ferraillage</strong> de la poutre transversale à 20xϕ32+20xϕ28. Dans le cas de w<sub>lim</sub> = 0,2 mm (par exemple, pile proche d'une route générant des embruns salins, niveau d'exposition environnemental XF2), le ferraillage de la poutre transversale devrait être augmenté jusqu'à 24xϕ32+24xϕ28.</p>\n<h2>Conclusion</h2>\n<p>Le CSFM convient à la pratique de l'ingénierie car il utilise des <strong>modèles de matériaux simples définis dans une norme de calcul</strong>. En plus des états limites ultimes, il permet également le dimensionnement des états limites de service, pour lesquels la vérification était auparavant difficile à envisager avec les modèles B&T. En implémentant la méthode dans <strong>IDEA StatiCa Detail</strong>, il est alors possible de capturer de manière réaliste la réponse de la structure et de dimensionner et vérifier efficacement et en toute sécurité les régions de discontinuité et les assemblages plus importants.</p>\n<p>Le CSFM a été développé principalement grâce aux travaux du Professeur Walter Kaufmann, responsable de la Chaire d'ingénierie structurelle de l'École Polytechnique Fédérale de Zurich (ETH Zurich). Lui et son équipe ont également <a data-item-id=\"0dd36e25-63b2-4d63-a33e-6043644fda4f\" href=\"\">vérifié la méthode et son implémentation logicielle</a>.</p>\n<h2>Bibliographie</h2>\n<p>[1] KAUFMANN, Walter, et al. : Compatible stress field design of structural concrete, ETH Zurich, 2020, ISBN 978-3-906916-95-8,</p>\n<p>[2] KAUFMANN, W., MARTI, P. : Structural Concrete: Cracked Membrane Model. Journal of Structural Engineering 124 (12) : 1467-75, 1998 https://doi.org/10.1061/(ASCE)0733-9445(1998)124:12(1467)</p>\n<p>[3] KRAUS, M., M. WEBER, W. KAUFMANN, W, BOBEK, L. : Numerical analysis of experimentally tested frame corners with opening moments using the Compatible Stress Field Method (CSFM). In : Computational Modelling of Concrete and Concrete Structures, pp. 694-03. CRC Press, 2022 <a href=\"https://doi.org/10.1201/9781003316404\">https://doi.org/10.1201/9781003316404</a></p>\n<h2>Auteur</h2>\n<p>Ing. Pavel Kaláb, Ph.D.</p>\n<p>IDEA StatiCa s.r.o.</p>\n<p><br></p>"
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"value": "Les résultats d'IDEA StatiCa Detail et de la méthode CSFM utilisée dans son solveur ont été validés par l'équipe dirigée par le Prof. Walter Kaufmann de l'ETH Zurich. Les exemples de vérification et de validation les plus importants ont été publiés dans l'ouvrage « Compatible stress field design of structural concrete »."
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"value": "<p>Cette publication présente les principes et la validation de la <strong>Méthode du Champ de Contraintes Compatible (CSFM)</strong>. </p>\n<p>Cette nouvelle méthode peut être utilisée pour la conception et l'évaluation de toute structure en béton soumise à des charges dans son plan, et est particulièrement adaptée au dimensionnement des « régions de discontinuité » telles que les corbeaux, les poutres voiles, les voiles avec ouvertures, les extrémités réduites de poutres et les angles de cadres. Le CSFM représente une avancée significative pour la pratique de l'ingénierie structurelle, car il permet la vérification normative efficace de toutes les dispositions des codes de calcul, y compris les aspects de serviceabilité, de relation charge-déformation et de capacité de déformation, même pour les éléments en béton à géométrie complexe. La méthode est basée sur la Méthode des Éléments Finis et n'utilise que les paramètres de matériaux de base employés dans la conception courante des structures en béton. </p>\n<figure data-asset-id=\"428fd7cc-55be-430b-b478-a32e674105be\" data-image-id=\"428fd7cc-55be-430b-b478-a32e674105be\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/bb6950c3-dc66-45e5-b3fe-43dfe57f7918/CSFM%20-%20design%20tools.png\" data-asset-id=\"428fd7cc-55be-430b-b478-a32e674105be\" data-image-id=\"428fd7cc-55be-430b-b478-a32e674105be\" alt=\"\"></figure>\n<p>Les résultats du CSFM pour un ensemble d'exemples de vérification sont présentés et discutés, au cours desquels l'influence des principaux paramètres de la méthode et de ses modèles sous-jacents est également abordée. Les résultats sont comparés à un large éventail de solutions analytiques, de dispositions des codes de calcul et de résultats expérimentaux, et montrent une bonne concordance avec l'ensemble de ces données.</p>\n<h4>Écoutez l'auteur parler de la méthode CSFM</h4>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_eb331e6\"></object>\n<h2>Équipe d'auteurs</h2>\n<p>Prof. Dr. Walter Kaufmann, Dr. Jaime Mata-Falcón, Dr. Marius Weber, Tena Galkovski, Duc Thong Tran, Dr. Jaromir Kabelac, Michael Konecny, Ass. Prof. Dr. Jaroslav Navratil, Michal Cihal, Petra Komarkova</p>\n<figure data-asset-id=\"9b1c8f09-47f6-4693-b6bd-48dbb34c3d20\" data-image-id=\"9b1c8f09-47f6-4693-b6bd-48dbb34c3d20\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/5ffb9625-f94e-4eba-a2b6-d721f8399241/ETH%20Zurich%20logo.png\" data-asset-id=\"9b1c8f09-47f6-4693-b6bd-48dbb34c3d20\" data-image-id=\"9b1c8f09-47f6-4693-b6bd-48dbb34c3d20\" alt=\"\"></figure>\n<p><em>ETH Zurich, Institut de génie des structures</em></p>\n<h2>À propos du Prof. Dr. Walter Kaufmann</h2>\n<p>Walter Kaufmann est titulaire de la chaire de génie des structures (Structures en béton et conception de ponts) à l'ETH Zurich. Il est président de la Commission suisse du code du béton et est chercheur principal au Centre national suisse de compétence en recherche (NCCR) en fabrication numérique. Ses recherches portent sur les structures innovantes, la capacité portante et de déformation des structures en béton, l'évaluation de la sécurité structurelle des structures existantes et les méthodes de fabrication numérique.</p>\n<figure data-asset-id=\"478e3e10-7415-41cb-9eaf-525455c49df7\" data-image-id=\"478e3e10-7415-41cb-9eaf-525455c49df7\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/f9a70452-c086-43c1-a82b-8b12de808aa8/Kaufmann_Passfoto_small.jpg\" data-asset-id=\"478e3e10-7415-41cb-9eaf-525455c49df7\" data-image-id=\"478e3e10-7415-41cb-9eaf-525455c49df7\" alt=\"\"></figure>\n<p>Il a obtenu ses diplômes de l'ETH Zurich en 1992 (dipl. Bau-Ing.) et en 1998 (Dr. sc. techn.). Avant de rejoindre l'ETH Zurich en 2014, il a exercé dans l'industrie pendant plus de 15 ans, travaillant principalement en Espagne et en Suisse. Durant cette période, il a dirigé de nombreux projets d'ingénierie structurelle pour des bâtiments et des ponts, a participé avec succès à de nombreux concours de conception de ponts et a été impliqué dans un grand nombre d'expertises. </p>\n<h2>Citation</h2>\n<p>KAUFMANN, Walter, et al.<br><em>Compatible stress field design of structural concrete</em><br>ETH Zurich, 2020<br>ISBN 978-3-906916-95-8 print<br>158 pages </p>\n<h2>Acheter l'ebook en ligne</h2>\n<p><a href=\"https://payhip.com/b/DP6N\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\"><strong>Acheter la version ebook (PDF) en ligne sur Payhip</strong></a><strong>.</strong></p>\n<p><strong>Prix : 60 EUR + TVA</strong></p>\n<p><strong>Étudiant : 18 EUR + TVA (</strong><a data-item-id=\"80574849-cb65-4360-a14b-06b69684c0cb\" href=\"\"><strong>contactez-nous</strong></a><strong> pour un bon de réduction de 70 %)</strong></p>\n<h2>Contenu du livre</h2>\n<p>Vous pouvez consulter ici la <a data-asset-id=\"1e766820-377b-44bf-9161-1a38f8ebbc10\" href=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/4969f485-61b0-48fe-8d7a-3cc76b1fd85d/table%20of%20contents.pdf\">Table des matières</a> illustrant l'étendue des exemples testés. Tous les résultats montrent une très bonne corrélation avec les données comparées. </p>"
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"value": "<p>Les différentes vérifications requises par ACI 318-19 sont évaluées sur la base des résultats directs fournis par le modèle. Les vérifications sont effectuées pour la résistance du béton, la résistance du ferraillage et l'ancrage (contraintes de cisaillement d'adhérence).</p>\n<h4>Résistance - Béton</h4>\n<p>La <strong>résistance du béton</strong> en compression est évaluée comme le rapport entre la contrainte principale équivalente maximale <em>f</em><sub>c,eq</sub> (également <em>σ</em><sub>c,eq</sub> dans le texte précédent) obtenue par l'analyse par éléments finis et la valeur limite <em>f'</em><sub>c,lim</sub>.</p>\n<p><strong>La contrainte principale équivalente exprime la contrainte uni-axiale équivalente pour un état de contrainte tri-axial général.</strong></p>\n<p>\\[f_{c,eq} = \\sigma_{c3} - \\sigma_{c1}\\]</p>\n<p>La valeur <em>f</em><sub>c,eq</sub><em> </em>peut donc être directement comparée aux limites de résistance uni-axiale. Cette expression est dérivée de l'implémentation de la théorie de plasticité de Mohr-Coulomb, en supposant de manière conservative un angle de frottement interne <em>φ = 0°.</em></p>\n<h4>Résistance - Ferraillage</h4>\n<p>La <strong>résistance du ferraillage</strong> est évaluée en traction et en compression comme le rapport entre la contrainte dans le ferraillage aux fissures <em>f</em><sub>s</sub> et la valeur limite spécifiée <em>f</em><sub>y,lim</sub>.</p>\n<p>\\[f_{y,lim} = \\phi_{s} \\cdot f_{y}\\]</p>\n<h4>Résistance - Ancrages</h4>\n<p>Les ancrages sont vérifiés pour les contraintes normales de manière similaire au ferraillage, où la valeur limite <em>f</em><sub>y,lim</sub> est déterminée. </p>\n<p><br></p>\n<p>Pour faciliter la navigation dans le texte suivant, nous allons d'abord diviser l'ancrage en trois groupes en termes de vérification normative selon ACI ou AISC.</p>\n<p><br></p>\n<p><strong>Groupe 1</strong></p>\n<ul>\n <li><strong>Types d'ancrage</strong>\n <ul>\n <li>Platine coulée en place</li>\n <li>Platine de base - Stand-off = direct </li>\n <li>Platine de base - Stand-off = Joint de mortier - épaisseur du mortier inférieure à 0,5 fois le diamètre de l'ancrage</li>\n <li>Ancrage unique avec longueur projetée inférieure à 0,5 fois le diamètre de l'ancrage</li>\n </ul>\n </li>\n <li><strong>Vérifications normatives des ancrages (ACI / AISC)</strong>\n <ul>\n <li>Traction/compression\n <ul>\n <li>Tous les types d'ancrage en traction – ACI 318-19 chap. 17.6.1.2 </li>\n <li>Tous les types d'ancrage en compression – AISC 360-16 chap. E</li>\n </ul>\n </li>\n <li>Cisaillement sans bras de levier\n <ul>\n <li>Matériau boulon – ACI 318-19 chap. 17.7.1.2 (b)</li>\n <li>Goujons à tête – ACI 318-19 chap. 17.7.1.2 (a)</li>\n <li>Ferraillage – ACI 318-19 chap. 17.7.1.2 (b)</li>\n </ul>\n </li>\n <li>Interaction traction et cisaillement - ACI 318-19 chap. 17.8</li>\n </ul>\n </li>\n</ul>\n<p><br></p>\n<p><strong>Groupe 2</strong></p>\n<ul>\n <li><strong>Types d'ancrage</strong>\n <ul>\n <li>Platine de base - Stand-off = Joint de mortier - épaisseur du mortier supérieure à 0,5 fois le diamètre de l'ancrage</li>\n </ul>\n </li>\n <li><strong>Vérifications normatives des ancrages (ACI / AISC)</strong>\n <ul>\n <li>Traction/compression\n <ul>\n <li>Tous les types d'ancrage en traction – ACI 318-19 chap. 17.6.1.2 </li>\n <li>Tous les types d'ancrage en compression – AISC 360-16 chap. E</li>\n </ul>\n </li>\n <li>Cisaillement avec bras de levier\n <ul>\n <li>Matériau boulon – ACI 318-19 chap. 17.7.1.2 (b) + chap. 17.7.1.2.1.</li>\n <li>Goujons à tête – ACI 318-19 chap. 17.7.1.2 (a) + chap. 17.7.1.2.1.</li>\n <li>Ferraillage – ACI 318-19 chap. 17.7.1.2 (b) + chap. 17.7.1.2.1.</li>\n </ul>\n </li>\n <li>Interaction traction et cisaillement - ACI 318-19 chap. 17.8</li>\n </ul>\n </li>\n</ul>\n<p><br></p>\n<p><strong>Groupe 3</strong></p>\n<ul>\n <li><strong>Types d'ancrage</strong>\n <ul>\n <li>Platine de base - Stand-off = jeu</li>\n <li>Ancrage unique avec longueur projetée supérieure à 0,5 fois le diamètre de l'ancrage</li>\n </ul>\n </li>\n <li><strong>Vérifications normatives des ancrages (ACI / AISC)</strong>\n <ul>\n <li>Traction/compression (avec flambement)\n <ul>\n <li>Tous les types d'ancrage en traction – ACI 318-19 chap. 17.6.1.2</li>\n <li>Tous les types d'ancrage en compression – AISC 360-16 chap. E3</li>\n </ul>\n </li>\n <li>Flexion\n <ul>\n <li>Pour tous les types d'ancrage – AISC 360-16 chap. F11</li>\n </ul>\n </li>\n <li>Cisaillement\n <ul>\n <li>Pour tous les types d'ancrage – AISC 360-16 chap. G</li>\n </ul>\n </li>\n <li>Interaction effort axial et flexion\n <ul>\n <li>\\(\\dfrac{N}{P_n}+\\dfrac{M}{M_n}\\le 1\\) </li>\n </ul>\n </li>\n </ul>\n </li>\n</ul>\n<p><br></p>\n<p><strong>Résistance en traction de l'ancrage selon ACI 318-19 chap. 17.6.1.2</strong></p>\n<p>\\[\\phi N_{sa}=\\phi_{a,t}\\,A_{se,N}\\,f_{uta}\\]</p>\n<p>où :</p>\n<ul>\n <li><em>ϕ</em><sub>a,t</sub> – facteur de réduction de résistance pour les ancrages en traction selon ACI 318-19 chap. 17.5.3 (a)</li>\n <li><em>A</em><sub>se,N</sub> – aire de la section résistante en traction (réduite par le filetage)</li>\n <li><em>f</em><sub>uta</sub> – résistance en traction spécifiée de l'acier d'ancrage, ne devant pas être supérieure à 1,9 <em>f</em><sub>ya</sub> et 860 MPa</li>\n</ul>\n<p><br></p>\n<p><strong>Résistance au cisaillement de l'ancrage selon ACI 318-19 chap. 17.7.1.2 (a)</strong></p>\n<p>La résistance de l'acier au cisaillement pour les <strong>goujons à tête</strong> est déterminée comme suit :</p>\n<p>\\[\\phi V_{sa}=\\phi_{a,V}\\,A_{se,V}\\,f_{uta}\\]</p>\n<p>où :<br><em>ϕ</em><sub>a,v</sub> – facteur de réduction de résistance pour les ancrages en traction selon ACI 318-19 chap. 17.5.3 (a)<br><em>A</em><sub>se,V</sub> – aire de la section résistante en traction (réduite par le filetage)<br><em>f</em><sub>uta</sub> – résistance en traction spécifiée de l'acier d'ancrage, ne devant pas être supérieure à 1,9 <em>f</em><sub>ya</sub> et 860 MPa</p>\n<p><br></p>\n<p><strong>Résistance au cisaillement de l'ancrage selon ACI 318-19 chap. 17.7.1.2 (b)</strong></p>\n<p>La résistance de l'acier au cisaillement pour les <strong>ancrages en matériau boulon et ferraillage</strong> est déterminée comme suit :</p>\n<p>\\[\\phi V_{sa}=\\phi_{a,V}\\,0.6\\,A_{se,V}\\,f_{uta}\\]</p>\n<p>où :</p>\n<ul>\n <li><em>ϕ</em><sub>a,v</sub> – facteur de réduction de résistance pour les ancrages en traction selon ACI 318-19 chap. 17.5.3 (a)</li>\n <li><em>A</em><sub>se,V</sub> – aire de la section résistante en traction (réduite par le filetage)</li>\n <li><em>f</em><sub>uta</sub> – résistance en traction spécifiée de l'acier d'ancrage, ne devant pas être supérieure à 1,9 <em>f</em><sub>ya</sub> et 860 MPa</li>\n</ul>\n<p><br></p>\n<p><strong>Résistance au cisaillement de l'ancrage connecté à une base avec mortier - ACI 318-19 chap. 17.7.1.2.1</strong></p>\n<p>Si des ancrages sont utilisés avec des joints de mortier rapportés (Groupe 2), la résistance de calcul calculée conformément au chap. 17.7.1.2 doit être multipliée par 0,80.</p>\n<p><br></p>\n<p><strong>Interaction en traction et cisaillement selon ACI 318-19 chap. 17.8</strong></p>\n<p>Il est permis de <strong>négliger</strong> l'interaction entre traction et cisaillement si (a) ou (b) est satisfait.<br>(a) <em>N</em><sub>ua</sub>/(<em>ϕN</em><sub>n</sub>) ≤ 0,2<br>(b) <em>V</em><sub>ua</sub>/(<em>ϕV</em><sub>n</sub>) ≤ 0,2 <br><br>Si <em>N</em><sub>ua</sub>/(<em>ϕN</em><sub>n</sub>) > 0,2 pour la résistance déterminante en traction et <em>V</em><sub>ua</sub>/(<em>ϕV</em><sub>n</sub>) > 0,2 pour la résistance déterminante au cisaillement, alors l'Éq. (17.8.3) doit être satisfaite.</p>\n<p>\\[\\frac{N_{ua}}{\\phi N_n}+\\frac{V_{ua}}{\\phi V_n}\\le 1.2\\]</p>\n<p><br></p>\n<p><strong>Résistance en compression de l'ancrage selon AISC 360-16 chap. E3</strong></p>\n<p>\\[P_n =\\phi_{a,c}\\, F_{cr}\\, A_{g}\\]</p>\n<p>où :</p>\n<ul>\n <li><em>ϕ</em><sub>a,t</sub> – facteur de réduction de résistance pour les ancrages en compression selon AISC 360-16 chap. E1<br></li>\n <li>(a) Lorsque : \\(\\dfrac{L_c}{r} \\le 4.71\\sqrt{\\dfrac{E}{F_y}}\\quad\\) ou \\(\\dfrac{F_y}{F_e}\\le 2.25\\)\n <ul>\n <li>\\(F_{cr}=\\left(0.658^{\\,F_y/F_e}\\right)F_y\\)<br></li>\n </ul>\n </li>\n <li>(b) Lorsque : \\(\\dfrac{L_c}{r} > 4.71\\sqrt{\\dfrac{E}{F_y}}\\quad\\) ou \\(\\dfrac{F_y}{F_e}> 2.25\\)\n <ul>\n <li>\\(F_{cr}=0.877F_e\\)<br></li>\n </ul>\n </li>\n <li><em>A</em><sub>g</sub> – aire brute de la section transversale de l'élément</li>\n <li><em>E</em> – module d'élasticité de l'acier</li>\n <li>\\(F_e=\\dfrac{\\pi^2 E}{\\left(\\dfrac{L_c}{r}\\right)^2}\\) - contrainte de flambement élastique</li>\n <li><em>F</em><sub>y</sub> – limite d'élasticité minimale spécifiée du type d'acier utilisé</li>\n <li>\\(r=\\sqrt{\\dfrac{I}{A_s}}\\) – rayon de giration</li>\n <li>\\(I=\\dfrac{\\pi d_s^4}{64}\\) – moment d'inertie du boulon </li>\n</ul>\n<p><br></p>\n<p><strong>Résistance en flexion de l'ancrage selon AISC 360-16 chap. F11</strong></p>\n<p>\\[M_n=\\phi_{a,b}\\, Z\\, F_y\\, \\le 1.6\\,\\phi_{a,b}\\, S_x\\, F_y\\]</p>\n<p>où :</p>\n<ul>\n <li>\\(Z=\\dfrac{d_s^{3}}{6}\\) – module de plasticité de la section du boulon</li>\n <li>\\(S_x=\\dfrac{2I}{d_s}\\) – module élastique de la section du boulon</li>\n</ul>\n<p><br></p>\n<p><strong>Résistance au cisaillement de l'ancrage selon AISC 360-16 chap. G</strong></p>\n<p>\\[V_n=\\phi_{a,v}\\,0.6\\,A_v\\,F_y\\]</p>\n<p>où :</p>\n<ul>\n <li><em>A</em><sub>V</sub> = 0.844As – l'aire de cisaillement</li>\n <li><em>A</em><sub>s</sub> – l'aire du boulon réduite par le filetage</li>\n</ul>\n<p><br></p>\n<p><strong>Écrasement du béton à l'interface ancrage–béton</strong></p>\n<p>La résistance au cisaillement de l'ancrage est également limitée du point de vue de l'écrasement du béton à l'interface ancrage–béton. Les valeurs limites et la méthode pour les déterminer sont décrites en détail dans l'article - <strong>Comportement au cisaillement des ancrages dans le béton armé. </strong>Une fois que la force de contact atteint cette limite, le critère d'arrêt est déclenché et l'analyse est interrompue avant que la résistance ne soit dépassée. </p>\n<p><br></p>\n<p><strong>Vérification de l'arrachement pour les ancrages à tête (rondelles et goujons à tête)</strong></p>\n<p>Pour les ancrages à tête, un critère d'arrêt supplémentaire est mis en œuvre pour vérifier l'appui du béton (écrasement) au-dessus de la tête de l'ancrage - arrachement. Au cours de l'analyse, l'effort de compression transmis par le contact tête-béton est surveillé et comparé à la valeur limite donnée par ACI 318-19, Article 17.6.3.2.2a (rupture par arrachement des éléments de fixation à tête).</p>\n<p>\\[N_{pn} = \\Phi \\cdot \\Psi_{c,p} \\cdot 8 \\cdot A_{brg} \\cdot f'_c\\]<br></p>\n<p>où :</p>\n<ul>\n <li>\\( \\Phi\\) est le facteur de réduction de résistance - Tableau 17.5.3(c)</li>\n <li><em>A</em><sub>brg</sub> aire d'appui nette de la tête du goujon, du boulon d'ancrage ou de la barre déformée à tête (sans l'aire de la tige). </li>\n <li><em>f'</em><sub>c</sub> est la résistance en compression spécifiée du béton</li>\n <li>\\(\\Psi_{c,p}\\) est le facteur de fissuration à l'arrachement selon 17.6.3.3, et est toujours pris égal à 1,0, c'est-à-dire la valeur pour le béton fissuré. Ceci est cohérent avec l'approche CSFM utilisée dans Detail, où la résistance en traction du béton est négligée et le béton est supposé fissuré en traction.</li>\n</ul>\n<p>Une fois que la force de contact atteint cette limite normative, le critère d'arrêt est déclenché et l'analyse est interrompue avant que la résistance à l'arrachement ne soit dépassée. </p>\n<h4>Ancrage - Contrainte d'adhérence</h4>\n<p>La <strong>contrainte de cisaillement d'adhérence</strong> est évaluée indépendamment comme le rapport entre la contrainte d'adhérence τ<sub>b</sub> calculée par l'analyse par éléments finis et la résistance d'adhérence f<sub>bu</sub>.</p>\n<p>Bien que la résistance d'adhérence ne soit pas explicitement définie dans ACI 318-19, le calcul de la longueur de développement se trouve à la Section 25.4.2. Cependant, étant donné que la résistance d'adhérence est la donnée de base pour déterminer la longueur de développement, voir R25.4.1.1 et ACI Committee 408 1966, la résistance d'adhérence peut être calculée comme suit :</p>\n<p>Supposons que si nous ancrons la barre de ferraillage dans un bloc de béton sur la longueur de développement <em>l</em><sub>d</sub> ou plus, l'arrachement du ferraillage conduira à la rupture du ferraillage et non à l'arrachement du béton. Cela peut s'écrire avec la formule suivante.</p>\n<p>\\[\\pi\\cdot d_{b} \\cdot l_{d} \\cdot f_{bu}=f_{y}\\cdot A_{s}\\]</p>\n<p>où :</p>\n<p><em>d</em><sub>b</sub> est le diamètre de la barre de ferraillage, <em><sub>l</sub></em><em><sub>d</sub></em> est la longueur de développement, <em>f</em><sub>bu</sub> est la résistance d'adhérence, <em>f</em><sub>y</sub> est la limite d'élasticité du ferraillage, et <em>A</em><sub>s</sub> est l'aire de la barre de ferraillage.</p>\n<p>À partir de ce qui précède, la formule de calcul de la résistance d'adhérence peut être facilement dérivée :</p>\n<p>\\[f_{bu}=\\frac{f_{y}\\cdot A_{s}}{\\pi\\cdot d_{b} \\cdot l_{d} }\\]</p>\n<p>La longueur de développement <em>l</em><sub>d</sub> est ensuite déterminée selon ACI 318-19 Tableau 25.4.2.3 comme suit :</p>\n<p>\\[l_{d}=\\left( \\frac{f_{y}\\cdot\\psi_{t}\\cdot\\psi_{e}\\cdot\\psi_{g}}{C\\cdot\\lambda\\sqrt{f'_{c}}} \\right)\\cdot d_{b}\\]</p>\n<p>où :</p>\n<p><em>C = 25</em> (2,1 pour le système métrique) pour les barres n° 6 et inférieures et les fils déformés, <em>C = 20</em> (1,7 pour le système métrique) pour les barres n° 7 et supérieures, λ = 1,0 pour le béton de poids normal, <em>ψ</em><sub>t</sub>, <em>ψ</em><sub>e,</sub> <em>ψ</em><sub>g</sub> sont déterminés selon ACI 318-19 Tableau 25.4.2.3. </p>\n<p>Seul le ferraillage non revêtu ou zingué (galvanisé) est pris en charge, donc <em>ψ</em><sub>e</sub><em> = 1,0</em>. <em>ψ</em><sub>g</sub> est automatiquement déterminé à partir de la nuance du ferraillage, et <em>ψ</em><sub>t</sub> est automatiquement dérivé de la position du ferraillage dans le modèle et de la direction de bétonnage qui peut être définie dans l'application pour chaque élément de projet comme suit.</p>\n<figure data-asset-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" data-image-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/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. 45\\qquad Direction of concreting}}}\\]</em></p>\n<p>Ces vérifications sont effectuées par rapport aux valeurs limites appropriées pour les parties respectives de la structure (c'est-à-dire que malgré une nuance unique pour le béton et le ferraillage, les diagrammes contrainte-déformation finaux différeront dans chaque partie de la structure en raison des effets de raidissement en traction et d'adoucissement en compression).</p>\n<h4>Ancrage - Force totale</h4>\n<p><strong>Force totale </strong><em><strong>F</strong></em><strong><sub>tot</sub></strong><strong> et force limite </strong><em><strong>F</strong></em><strong><sub>lim</sub></strong></p>\n<p>La force totale <em><strong>F</strong></em><strong><sub>tot</sub></strong> est un résultat de l'analyse par éléments finis et peut être définie de deux manières.</p>\n<p>\\[F_{tot}=A_{s} \\cdot f_{s}\\]</p>\n<p>où <em>A</em><sub>s</sub> est l'aire de la barre de ferraillage et <em>f</em><em><sub>s</sub></em> est la contrainte dans la barre.</p>\n<p>Ou comme la somme de la force d'ancrage <em>F</em><sub>a</sub><em><sub> </sub></em>et de la force d'adhérence <em>F</em><sub>bond</sub><em>.</em></p>\n<p>\\[F_{tot}=F_{a}+F_{bond}\\]</p>\n<p>où <em>F</em><sub>a</sub> est la force réelle dans le ressort d'ancrage et <em>F</em><sub>bond</sub> est la force d'adhérence qui peut être obtenue en intégrant la contrainte d'adhérence <em>τ</em><sub>b</sub> sur la longueur de la barre de ferraillage <em>l.</em></p>\n<p>\\[F_{bond}=C_{s} \\cdot \\int_{0}^{l}\\tau_{b}\\left( x \\right)dx\\]</p>\n<p><em>C</em><sub>s</sub> est le périmètre de la barre de ferraillage.</p>\n<p>La force limite <em><strong>F</strong></em><strong><sub>lim</sub></strong> est la force maximale dans l'élément de la barre en tenant compte de la <strong>résistance</strong> de la barre et également des <strong>conditions d'ancrage </strong>(adhérence entre le béton et le ferraillage et crochets d'ancrage, boucles, etc.).</p>\n<p>\\[F_{lim}=min\\left( F_{lim,bond}+F_{au},F_{u} \\right)\\]</p>\n<p>\\[F_{u}=f_{y,lim}\\cdot A_{s}\\]</p>\n<p>\\[F_{au}=\\beta\\cdot f_{y,lim}\\cdot A_{s}\\]</p>\n<p>\\[F_{lim,bond}=C_{s}\\cdot l \\cdot f_{bu}\\]</p>\n<p>où <em>C</em><sub>s</sub> est le périmètre de la barre de ferraillage, et <em>l</em> est la longueur depuis le début de la barre jusqu'au point d'intérêt.</p>\n<figure data-asset-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" data-image-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/1a6bbdca-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. 46\\qquad Definition of the limit force Flim}}}\\]</em></p>\n<p><br></p>\n<p>\\[F_{lim,2}=F_{lim,1}+F_{lim,add}\\]</p>\n<p>où <em>F</em><sub>lim,add</sub> est la force supplémentaire calculée à partir de l'amplitude de l'angle entre les éléments voisins. <em>F</em><sub>lim,2</sub> doit toujours être inférieure à <em>F</em><sub>u</sub>.</p>\n<p><br></p>\n<p>Les <strong>types d'ancrage</strong> disponibles dans le CSFM comprennent une barre droite (c'est-à-dire sans réduction à l'extrémité de l'ancrage), un crochet à 90 degrés, un crochet à 180 degrés, une adhérence parfaite et une barre continue. Tous ces types, ainsi que les coefficients d'ancrage β respectifs, sont présentés à la Fig. 47 pour le ferraillage longitudinal. Les valeurs des coefficients d'ancrage adoptés sont dérivées de la comparaison de l'équation de la section ACI 318-19 25.4.3.1 et des équations tirées de la section ACI 318-19 25.4.2.3. Il convient de noter que, malgré les différentes options disponibles, le CSFM distingue trois types d'extrémités d'ancrage : (i) aucune réduction de la longueur d'ancrage, (ii) une réduction de 30 % de la longueur d'ancrage dans le cas d'un ancrage normalisé, et (iii) une adhérence parfaite.</p>\n<figure data-asset-id=\"85c164c0-d864-4723-8c34-a84a426100b2\" data-image-id=\"85c164c0-d864-4723-8c34-a84a426100b2\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/b76bc446-995d-4d16-8ef9-4aa26671edda/Available%20anchorage%20types%20for%20longitudinal%20rebars.png\" data-asset-id=\"85c164c0-d864-4723-8c34-a84a426100b2\" data-image-id=\"85c164c0-d864-4723-8c34-a84a426100b2\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 47\\qquad Available anchorage types and respective anchorage coefficients for longitudinal reinforcing bars in CSFM:}}}\\]</em></p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{(a) straight bar; (b) 90-degree hook; (c) 180-degree hook; (d) perfect bond; (e) continuous bar}}}\\]</em></p>\n<p>Le coefficient d'ancrage pour les étriers est toujours - <em>β</em> = 1,0.</p>\n<p>Afin de se conformer à ACI, le ressort d'ancrage doit être utilisé dans le calcul ; le ressort d'ancrage est modifié par le coefficient <em>β</em>, de sorte que l'utilisateur doit utiliser l'un des types d'ancrage disponibles lors de la définition des conditions de début et de fin du ferraillage. </p>"
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"value": "<h3>Béton - Résistance</h3>\n<p>Le modèle de béton implémenté pour les calculs de résistance dans le CSFM 3D est basé sur les hypothèses de calcul à la résistance de l'AASHTO LRFD relatives à l'équilibre et à la compatibilité des déformations. Conformément à l'article 5.6.2.1 de l'AASHTO LRFD (2024), la résistance à la traction du béton est négligée.</p>\n<figure data-asset-id=\"839fc455-78ea-4fa5-b0a2-d05127192ead\" data-image-id=\"839fc455-78ea-4fa5-b0a2-d05127192ead\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/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. 48\\qquad The stress-strain diagram of concrete for Strength analysis}}}\\]</em></p>\n<p>L'implémentation du CSFM 3D dans <em>IDEA StatiCa Detail</em> ne prend pas en compte de critère de rupture explicite en termes de déformations pour le béton en compression (c'est-à-dire qu'après l'atteinte de la contrainte maximale, une branche plastique avec ε<em><sub>c</sub></em><sub>0</sub> à une valeur maximale de 5% est considérée, tandis que l'article 5.6.2.1 de l'AASHTO LRFD (2024) suppose une déformation ultime inférieure à 0,3%). Cette simplification ne permet pas de vérifier la capacité de déformation des structures dont la rupture se produit en compression. Cependant, la résistance est correctement prédite lorsque l'augmentation de la fragilité du béton avec sa résistance est prise en compte au moyen du facteur de réduction <em>\\(\\eta_{fc}\\)</em> défini dans le <em>fib</em> Model Code 2010 comme suit :</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>où :</p>\n<p><em>α</em><sub>1</sub> est le facteur de réduction de la résistance à la compression du béton défini à l'article 5.6.2.2 de l'AASHTO LRFD (2024). Lors de l'utilisation d'un diagramme contrainte-déformation de type parabole-rectangle, il est nécessaire de réduire la contrainte de compression maximale par ce facteur. Cela permet de moyenner la distribution des contraintes dans la zone comprimée de telle sorte que la résistance à la compression résultante soit inférieure ou égale à la résistance à la compression calculée à l'aide d'un diagramme contrainte-déformation avec une branche plastique décroissante<em>.</em></p>\n<p><em>Φ</em><em><sub>c </sub></em>est le facteur de réduction de résistance pour le béton. La valeur par défaut est définie conformément à l'article 5.5.4.2 de l'AASHTO LRFD (2024).</p>\n<p><em>f'</em><em><sub>c</sub></em> est la résistance en compression sur cylindre du béton (en MPa pour la définition de <em>\\( \\eta_{fc} \\)</em>).</p>\n<h3>Ferraillage</h3>\n<p>Un diagramme contrainte-déformation élasto-plastique parfait avec un point de limite d'élasticité défini est considéré pour le ferraillage non précontraint. Voir l'article 5.4.3 de l'AASHTO LRFD (2024). La définition de ce diagramme ne nécessite que la connaissance des propriétés de base du ferraillage - résistance et module d'élasticité.</p>\n<p>Le diagramme contrainte-déformation du ferraillage peut également être défini par l'utilisateur, mais dans ce cas, il est impossible de prendre en compte l'effet de raidissement en traction. </p>\n<figure data-asset-id=\"2d9c6401-28af-4bfe-bc92-1d6f830f7c93\" data-image-id=\"2d9c6401-28af-4bfe-bc92-1d6f830f7c93\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/77dadff9-85d4-402e-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. 49 \\qquad Stress-strain diagram of reinforcement}}}\\]</em></p>\n<p>où :</p>\n<p><em>Φ</em><em><sub>s </sub></em>est le facteur de réduction de résistance pour le ferraillage. La valeur par défaut est définie conformément à l'article 5.5.4.2 de l'AASHTO LRFD (2024).</p>\n<p><em>f</em><em><sub>y</sub></em> est la limite d'élasticité du ferraillage</p>\n<p><em>E</em><em><sub>s</sub></em> est le module d'élasticité du ferraillage</p>\n<p>10% est sélectionné comme déformation limite à laquelle le calcul est arrêté. Cela est considéré comme sûr sur la base de l'article 7 de l'ASTM A955/A955M-20c.</p>\n<p>Le raidissement en traction (Fig. 50) est pris en compte automatiquement en modifiant la relation contrainte-déformation d'entrée de la barre d'armature nue afin de capturer la rigidité moyenne des barres noyées dans le béton (ε<em><sub>m</sub></em>).</p>\n<figure data-asset-id=\"c9add949-2ad5-4922-8e6c-0d75fb47cb70\" data-image-id=\"c9add949-2ad5-4922-8e6c-0d75fb47cb70\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/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. 50\\qquad Scheme of tension stiffening.}}}\\]</em></p>"
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"value": "<p>La Méthode du Champ de Contraintes Compatible est conforme aux codes de conception modernes. Comme les modèles de calcul n'utilisent que des propriétés matérielles standard, le format des coefficients partiels de sécurité prescrit dans les codes de conception peut être appliqué sans aucune adaptation. Ainsi, les charges appliquées sont majorées et les propriétés caractéristiques des matériaux sont réduites à l'aide des facteurs de réduction de résistance respectifs, exactement comme dans l'analyse conventionnelle du béton.</p>\n<p>Les valeurs des <strong>facteurs de réduction de résistance</strong> sont prescrites dans AASHTO LRFD (2024) Article 5.5.4 et pour les ancrages dans ACI 318-19 Chapitre 17 et AASHTO LRFD (2024) Article 6.5.4.2.</p>\n<figure data-asset-id=\"4f696126-22b6-4114-8bbf-951ff86acb6e\" data-image-id=\"4f696126-22b6-4114-8bbf-951ff86acb6e\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/c7ee000d-702c-4977-91a8-4818a1eed9e4/Resistance%20factors%203D%20-%20AASHTO.png\" data-asset-id=\"4f696126-22b6-4114-8bbf-951ff86acb6e\" data-image-id=\"4f696126-22b6-4114-8bbf-951ff86acb6e\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 51\\qquad The setting of strength reduction factors in IDEA StatiCa Detail.}}}\\]</em></p>\n<p><br></p>\n<p>Les <strong>facteurs de charge</strong> et les combinaisons de charges doivent être définis conformément aux AASHTO LRFD Bridge Design Specifications (2024), Article 3.4.1 et Tableaux 3.4.1-1 à 3.4.1-6. AASHTO LRFD spécifie explicitement les combinaisons de charges à l'état limite de résistance (Strength I à Strength V), y compris les facteurs de charge correspondants pour chaque cas.</p>\n<figure data-asset-id=\"d3234a33-200e-46f1-99bd-ef3eb153e6ee\" data-image-id=\"d3234a33-200e-46f1-99bd-ef3eb153e6ee\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/b3a557f2-2e6a-4b2c-8ba8-bfd210e04c3f/Load%20factors%20AASHTO.png\" data-asset-id=\"d3234a33-200e-46f1-99bd-ef3eb153e6ee\" data-image-id=\"d3234a33-200e-46f1-99bd-ef3eb153e6ee\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 52\\qquad The setting of load factors in Idea StatiCa Detail.}}}\\]</em></p>"
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"value": "<p>Les différentes vérifications requises par AASHTO sont évaluées sur la base des résultats directs fournis par le modèle. Les vérifications sont effectuées pour la résistance du béton, la résistance du ferraillage et l'ancrage (contraintes de cisaillement d'adhérence).</p>\n<h4>Résistance - Béton</h4>\n<p>La <strong>résistance du béton</strong> en compression est évaluée comme le rapport entre la contrainte principale équivalente maximale <em>f</em><sub>c,eq</sub> (également <em>σ</em><sub>c,eq</sub> dans le texte précédent) obtenue par l'analyse EF et la valeur limite <em>f'</em><sub>c,lim</sub>.</p>\n<p><strong>La contrainte principale équivalente exprime la contrainte uni-axiale équivalente pour un état de contrainte tri-axial général.</strong></p>\n<p>\\[f_{c,eq} = \\sigma_{c3} - \\sigma_{c1}\\]</p>\n<p>La valeur <em>f</em><sub>c,eq</sub><em> </em>peut donc être directement comparée aux limites de résistance uni-axiale. Cette expression est dérivée de l'implémentation de la théorie de plasticité de Mohr-Coulomb, en supposant de manière conservative un angle de frottement interne <em>φ = 0°.</em></p>\n<h4>Résistance - Ferraillage</h4>\n<p>La <strong>résistance du ferraillage</strong> est évaluée en traction et en compression comme le rapport entre la contrainte dans le ferraillage aux fissures <em>f</em><sub>s</sub> et la valeur limite spécifiée <em>f</em><sub>y,lim</sub>.</p>\n<p>\\[f_{y,lim} = \\phi_{s} \\cdot f_{y}\\]</p>\n<h4>Résistance - Ancrages</h4>\n<p>Les ancrages sont vérifiés pour les contraintes normales de manière similaire au ferraillage, où la valeur limite <em>f</em><sub>y,lim</sub> est déterminée. </p>\n<p><br></p>\n<p>Pour faciliter la navigation dans le texte suivant, nous allons d'abord diviser l'ancrage en trois groupes en termes de vérification normative selon AASHTO ou ACI.</p>\n<p><br></p>\n<p><strong>Groupe 1</strong></p>\n<ul>\n <li><strong>Types d'ancrage</strong>\n <ul>\n <li>Platine coulée en place</li>\n <li>Platine de base - Déport = direct </li>\n <li>Platine de base - Déport = Joint de mortier - épaisseur du mortier inférieure à 0,5 fois le diamètre de l'ancrage</li>\n <li>Ancrage unique avec longueur projetée inférieure à 0,5 fois le diamètre de l'ancrage</li>\n </ul>\n </li>\n <li><strong>Vérifications normatives des ancrages (AASHTO / ACI)</strong>\n <ul>\n <li>Traction/compression\n <ul>\n <li>Tous les types d'ancrage en traction – ACI 318-19 chap. 17.6.1.2 </li>\n <li>Tous les types d'ancrage en compression – AASHTO article 6.9.2</li>\n </ul>\n </li>\n <li>Cisaillement sans bras de levier\n <ul>\n <li>Matériau boulon – ACI 318-19 chap. 17.7.1.2 (b)</li>\n <li>Goujons à tête – ACI 318-19 chap. 17.7.1.2 (a)</li>\n <li>Ferraillage – ACI 318-19 chap. 17.7.1.2 (b)</li>\n </ul>\n </li>\n <li>Interaction traction et cisaillement - ACI 318-19 chap. 17.8</li>\n </ul>\n </li>\n</ul>\n<p><br></p>\n<p><strong>Groupe 2</strong></p>\n<ul>\n <li><strong>Types d'ancrage</strong>\n <ul>\n <li>Platine de base - Déport = Joint de mortier - épaisseur du mortier supérieure à 0,5 fois le diamètre de l'ancrage</li>\n </ul>\n </li>\n <li><strong>Vérifications normatives des ancrages (AASHTO / ACI)</strong>\n <ul>\n <li>Traction/compression\n <ul>\n <li>Tous les types d'ancrage en traction – ACI 318-19 chap. 17.6.1.2 </li>\n <li>Tous les types d'ancrage en compression – AASHTO article 6.9.2</li>\n </ul>\n </li>\n <li>Cisaillement avec bras de levier\n <ul>\n <li>Matériau boulon – ACI 318-19 chap. 17.7.1.2 (b) + chap. 17.7.1.2.1.</li>\n <li>Goujons à tête – ACI 318-19 chap. 17.7.1.2 (a) + chap. 17.7.1.2.1.</li>\n <li>Ferraillage – ACI 318-19 chap. 17.7.1.2 (b) + chap. 17.7.1.2.1.</li>\n </ul>\n </li>\n <li>Interaction traction et cisaillement - ACI 318-19 chap. 17.8</li>\n </ul>\n </li>\n</ul>\n<p><br></p>\n<p><strong>Groupe 3</strong></p>\n<ul>\n <li><strong>Types d'ancrage</strong>\n <ul>\n <li>Platine de base - Déport = jeu</li>\n <li>Ancrage unique avec longueur projetée supérieure à 0,5 fois le diamètre de l'ancrage</li>\n </ul>\n </li>\n <li><strong>Vérifications normatives des ancrages (AASHTO / ACI)</strong>\n <ul>\n <li>Traction/compression (avec flambement)\n <ul>\n <li>Tous les types d'ancrage en traction – ACI 318-19 chap. 17.6.1.2</li>\n <li>Tous les types d'ancrage en compression – AASHTO LRFD article 6.9.2</li>\n </ul>\n </li>\n <li>Flexion\n <ul>\n <li>Pour tous les types d'ancrage – AASHTO LRFD article 6.12.2.2.7</li>\n </ul>\n </li>\n <li>Cisaillement\n <ul>\n <li>Pour tous les types d'ancrage – AASHTO LRFD article 6.10.9</li>\n </ul>\n </li>\n <li>Interaction effort axial et flexion\n <ul>\n <li>\\(\\dfrac{N}{P_n}+\\dfrac{M}{M_n}\\le 1\\) </li>\n </ul>\n </li>\n </ul>\n </li>\n</ul>\n<p><br></p>\n<p><strong>Résistance en traction de l'ancrage selon ACI 318-19 chap. 17.6.1.2</strong></p>\n<p>\\[\\phi N_{sa}=\\phi_{a,t}\\,A_{se,N}\\,f_{uta}\\]</p>\n<p>où :</p>\n<ul>\n <li><em>ϕ</em><sub>a,t</sub> – facteur de réduction de résistance pour les ancrages en traction selon ACI 318-19 chap. 17.5.3 (a)</li>\n <li><em>A</em><sub>se,N</sub> – aire de la section résistante en traction (réduite par le filetage)</li>\n <li><em>f</em><sub>uta</sub> – résistance en traction spécifiée de l'acier d'ancrage, ne devant pas être supérieure à 1,9 <em>f</em><sub>ya</sub> et 860 MPa</li>\n</ul>\n<p><br></p>\n<p><strong>Résistance au cisaillement de l'ancrage selon ACI 318-19 chap. 17.7.1.2 (a)</strong></p>\n<p>La résistance de l'acier au cisaillement pour les <strong>goujons à tête</strong> est déterminée comme suit :</p>\n<p>\\[\\phi V_{sa}=\\phi_{a,V}\\,A_{se,V}\\,f_{uta}\\]</p>\n<p>où :<br><em>ϕ</em><sub>a,v</sub> – facteur de réduction de résistance pour les ancrages en traction selon ACI 318-19 chap. 17.5.3 (a)<br><em>A</em><sub>se,V</sub> – aire de la section résistante en traction (réduite par le filetage)<br><em>f</em><sub>uta</sub> – résistance en traction spécifiée de l'acier d'ancrage, ne devant pas être supérieure à 1,9 <em>f</em><sub>ya</sub> et 860 MPa</p>\n<p><br></p>\n<p><strong>Résistance au cisaillement de l'ancrage selon ACI 318-19 chap. 17.7.1.2 (b)</strong></p>\n<p>La résistance de l'acier au cisaillement pour les <strong>ancrages en matériau boulon et ferraillage</strong> est déterminée comme suit :</p>\n<p>\\[\\phi V_{sa}=\\phi_{a,V}\\,0.6\\,A_{se,V}\\,f_{uta}\\]</p>\n<p>où :</p>\n<ul>\n <li><em>ϕ</em><sub>a,v</sub> – facteur de réduction de résistance pour les ancrages en traction selon ACI 318-19 chap. 17.5.3 (a)</li>\n <li><em>A</em><sub>se,V</sub> – aire de la section résistante en traction (réduite par le filetage)</li>\n <li><em>f</em><sub>uta</sub> – résistance en traction spécifiée de l'acier d'ancrage, ne devant pas être supérieure à 1,9 <em>f</em><sub>ya</sub> et 860 MPa</li>\n</ul>\n<p><br></p>\n<p><strong>Résistance au cisaillement de l'ancrage connecté à une base avec mortier - ACI 318-19 chap. 17.7.1.2.1</strong></p>\n<p>Si des ancrages sont utilisés avec des joints de mortier rapportés (Groupe 2), la résistance de calcul calculée conformément à 17.7.1.2 doit être multipliée par 0,80.</p>\n<p><br></p>\n<p><strong>Interaction traction et cisaillement selon ACI 318-19 chap. 17.8</strong></p>\n<p>Il est permis de <strong>négliger</strong> l'interaction entre la traction et le cisaillement si (a) ou (b) est satisfait.<br>(a) <em>N</em><sub>ua</sub>/(<em>ϕN</em><sub>n</sub>) ≤ 0,2<br>(b) <em>V</em><sub>ua</sub>/(<em>ϕV</em><sub>n</sub>) ≤ 0,2 <br><br>Si <em>N</em><sub>ua</sub>/(<em>ϕN</em><sub>n</sub>) > 0,2 pour la résistance déterminante en traction et <em>V</em><sub>ua</sub>/(<em>ϕV</em><sub>n</sub>) > 0,2 pour la résistance déterminante au cisaillement, alors l'Éq. (17.8.3) doit être satisfaite.</p>\n<p>\\[\\frac{N_{ua}}{\\phi N_n}+\\frac{V_{ua}}{\\phi V_n}\\le 1.2\\]</p>\n<p><br></p>\n<p><strong>Résistance en compression de l'ancrage selon AASHTO LRFD Article 6.9.2</strong></p>\n<p>\\[P_r =\\phi_{a,c}\\, P_{n}\\]</p>\n<p>où :</p>\n<ul>\n <li><em>ϕ</em><sub>a,c</sub> – facteur de réduction de résistance pour les ancrages en compression selon AASHTO LRFD article 6.5.4.2</li>\n</ul>\n<p><br></p>\n<ul>\n <li>Si \\(\\dfrac{P_o}{P_e} \\le 2.25\\), alors : \\(P_{n}=\\left(0.658^{\\,P_o/P_e}\\right)P_o\\), Sinon : \\(P_n=0.877\\,P_e\\)</li>\n</ul>\n<p><br></p>\n<ul>\n <li><em>A</em><sub>g</sub> – aire brute de la section transversale de l'élément (in<sup>2</sup>)</li>\n <li><em>F</em><sub>y</sub> – limite d'élasticité minimale spécifiée du type d'acier utilisé (ksi)</li>\n <li>\\(P_e=\\dfrac{\\pi^2 E}{\\left(\\dfrac{K\\,l}{r_s}\\right)^2}A_g\\) - résistance critique élastique au flambement (kip)</li>\n <li><em>E</em> – module d'élasticité de l'acier (ksi)</li>\n <li><em>K = 2</em> – facteur de longueur efficace selon l'Article 4.6.2.5 </li>\n <li><em>l</em> – longueur libre dans le plan de flambement (in) </li>\n <li>\\(r_s=\\sqrt{\\dfrac{I}{A_g}}\\) – rayon de giration</li>\n <li>\\(I=\\dfrac{\\pi d_s^4}{64}\\) – moment d'inertie du boulon </li>\n</ul>\n<p><br></p>\n<p><strong>Résistance en flexion de l'ancrage selon AASHTO LRFD Article 6.12.2.2.7</strong></p>\n<p>\\[M_n=\\phi_{a,b}\\, Z\\, F_y\\, \\le 1.6\\,\\phi_{a,b}\\, S_x\\, F_y\\]</p>\n<p>où :</p>\n<ul>\n <li>\\(Z=\\dfrac{d_s^{3}}{6}\\) – module plastique de la section du boulon</li>\n <li>\\(S_x=\\dfrac{2I}{d_s}\\) – module élastique de la section du boulon</li>\n</ul>\n<p><br></p>\n<p><strong>Résistance au cisaillement de l'ancrage selon AASHTO LRFD Article 6.10.9</strong></p>\n<p>\\[V_n=\\phi_{a,v}\\,0.6\\,A_v\\,F_y\\]</p>\n<p>où :</p>\n<ul>\n <li><em>A</em><sub>V</sub> = 0.844As – l'aire de cisaillement</li>\n <li><em>A</em><sub>s</sub> – l'aire du boulon réduite par le filetage</li>\n</ul>\n<p><br></p>\n<p><strong>Écrasement du béton à l'interface ancrage–béton</strong></p>\n<p>La résistance au cisaillement de l'ancrage est également limitée du point de vue de l'écrasement du béton à l'interface ancrage–béton. Les valeurs limites et la méthode pour les déterminer sont décrites en détail dans l'article - <strong>Comportement au cisaillement des ancrages dans le béton armé. </strong>Une fois que la force de contact atteint cette limite, le critère d'arrêt est déclenché et l'analyse est interrompue avant que la résistance ne soit dépassée. </p>\n<p><br></p>\n<p><strong>Vérification de l'arrachement pour les ancrages à tête (rondelles et goujons à tête)</strong></p>\n<p>Pour les ancrages à tête, un critère d'arrêt supplémentaire est mis en œuvre pour vérifier l'appui du béton (écrasement) au-dessus de la tête de l'ancrage - arrachement. Au cours de l'analyse, la force de compression transmise par le contact tête-béton est surveillée et comparée à la valeur limite donnée par ACI 318-19, Clause 17.6.3.2.2a (rupture par arrachement des éléments de fixation à tête).</p>\n<p>\\[N_{pn} = \\Phi \\cdot \\Psi_{c,p} \\cdot 8 \\cdot A_{brg} \\cdot f'_c\\]<br></p>\n<p>où :</p>\n<ul>\n <li>\\( \\Phi\\) est le facteur de réduction de résistance - Tableau 17.5.3(c)</li>\n <li><em>A</em><sub>brg</sub> aire d'appui nette de la tête du goujon, du boulon d'ancrage ou de la barre déformée à tête (sans l'aire de la tige). </li>\n <li><em>f'</em><sub>c</sub> est la résistance en compression spécifiée du béton</li>\n <li>\\(\\Psi_{c,p}\\) est le facteur de fissuration à l'arrachement selon 17.6.3.3, et est toujours pris égal à 1,0, c'est-à-dire la valeur pour le béton fissuré. Ceci est cohérent avec l'approche CSFM utilisée dans Detail, où la résistance en traction du béton est négligée et le béton est supposé fissuré en traction.</li>\n</ul>\n<p>Une fois que la force de contact atteint cette limite normative, le critère d'arrêt est déclenché et l'analyse est interrompue avant que la résistance à l'arrachement ne soit dépassée. </p>\n<h4>Ancrage - Contrainte d'adhérence</h4>\n<p>La <strong>contrainte de cisaillement d'adhérence</strong> est évaluée indépendamment comme le rapport entre la contrainte d'adhérence τ<em><sub>b</sub></em> calculée par l'analyse EF et la résistance d'adhérence <em>f</em><em><sub>bu</sub></em>.</p>\n<p>Cependant, étant donné que la résistance d'adhérence n'est pas explicitement définie dans AASHTO, sa valeur doit être déterminée à l'aide des équations qui définissent la longueur d'ancrage. La résistance d'adhérence est, en fait, la donnée d'entrée principale pour déterminer la longueur d'ancrage ; voir, par exemple, l'article AASHTO LRFD (2024) Article C5.10.8.2 ou le Rapport NCHRP 733, Annexe E page E-9.</p>\n<p>Le calcul décrit dans AASHTO LRFD (2024) Articles 5.10.8.2.1 et 5.10.8.2.2, qui nécessite la connaissance de l'espacement maximal centre à centre du ferraillage transversal dans <em>l</em><em><sub>d</sub></em>, le nombre de barres ou fils ancrés le long du plan de fissuration, l'aire totale de la section transversale de tout le ferraillage transversal, et d'autres grandeurs géométriques qui ne peuvent pas être déterminées de manière fiable dans le modèle de l'application Detail pour une entrée générale, une approche a été adoptée à partir de AASHTO LRFD (2014) Article 5.11.2.1.1 de la manière suivante :</p>\n<p>Supposons que si nous ancrons la barre de ferraillage dans un bloc de béton sur la longueur d'ancrage <em>l</em><em><sub>d</sub></em> ou plus, l'arrachement du ferraillage conduira à la rupture du ferraillage et non à l'arrachement du béton. Cela peut s'écrire avec la formule suivante.</p>\n<p>\\[\\pi\\cdot d_{b} \\cdot l_{d} \\cdot f_{bu}=f_{y}\\cdot A_{b}\\]</p>\n<p>où :</p>\n<ul>\n <li><em>d</em><em><sub>b</sub></em> est le diamètre de la barre de ferraillage</li>\n <li><em>l</em><em><sub>d</sub></em> est la longueur d'ancrage</li>\n <li><em>f</em><em><sub>bu</sub></em> est la résistance d'adhérence</li>\n <li><em>f</em><em><sub>y</sub></em> est la limite d'élasticité du ferraillage</li>\n <li><em>A</em><em><sub>b</sub></em> est l'aire de la barre de ferraillage</li>\n</ul>\n<p>À partir de ce qui précède, la formule de calcul de la résistance d'adhérence peut être facilement dérivée.</p>\n<p> \\[f_{bu}=\\frac{f_{y}\\cdot A_{b}}{\\pi\\cdot d_{b} \\cdot l_{d} }\\]</p>\n<p><br></p>\n<p>La longueur d'ancrage de base en traction <em>l</em><em><sub>db</sub></em> est déterminée dans AASHTO LRFD (2014) Article 5.11.2.1.1 comme suit :</p>\n<p>Pour les barres N°11 et inférieures : \\(l_{bd}=\\max\\left(1.25\\cdot\\dfrac{A_{b}\\cdot f_{y}}{\\sqrt{f'_{c}}},\\ 0.4\\cdot d_{b}\\cdot f_{y}\\right)\\)</p>\n<p>Pour les barres N°14 : \\(l_{bd}=\\dfrac{2.70\\cdot f_{y}}{\\sqrt{f'_{c}}}\\)</p>\n<p>Pour les barres N°18 : \\(l_{bd}=\\dfrac{3.5\\cdot f_{y}}{\\sqrt{f'_{c}}}\\)</p>\n<p>où :</p>\n<ul>\n <li><em>A</em><em><sub>b</sub></em> est l'aire de la barre de ferraillage (in<sup>2</sup>)</li>\n <li><em>f</em><em><sub>y</sub></em> est la limite d'élasticité spécifiée du ferraillage (ksi)</li>\n <li><em>f'</em><em><sub>c</sub></em> résistance en compression spécifiée du béton à 28 jours, sauf si un autre âge est spécifié (ksi)</li>\n <li><em>d</em><em><sub>b</sub></em> est le diamètre de la barre de ferraillage (in)</li>\n</ul>\n<p>Ensuite, en multipliant la longueur d'ancrage de base <em>l</em><em><sub>db</sub></em> par les facteurs décrits dans AASHTO LRFD (2014) Articles 5.11.2.1.2 et 5.11.2.1.3, la longueur d'ancrage <em>l</em><em><sub>d</sub></em> utilisée comme donnée d'entrée est déterminée.</p>\n<p>Les facteurs de modification réduisant la longueur d'ancrage selon 5.11.2.1.3 sont toujours égaux à 1,0 dans l'application. Le facteur de modification pour le ferraillage horizontal supérieur ou quasi horizontal est égal à 1,4 pour des conditions d'adhérence « mauvaises », selon la figure suivante :</p>\n<figure data-asset-id=\"bdffaabf-ad2b-43bf-b943-deeafb3d57b3\" data-image-id=\"bdffaabf-ad2b-43bf-b943-deeafb3d57b3\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/9daaedd3-8368-4677-b72f-1dbc0933690e/Bond%20conditions%20-%20AASHTO.png\" data-asset-id=\"bdffaabf-ad2b-43bf-b943-deeafb3d57b3\" data-image-id=\"bdffaabf-ad2b-43bf-b943-deeafb3d57b3\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 53\\qquad Description of bond conditions; a) b) 'good' bond conditions for all bars; c) d) unhatched zone – 'good' bond conditions, hatched zone – 'poor' bond conditions}}}\\]</em></p>\n<p>La direction de bétonnage peut être définie dans l'application.</p>\n<figure data-asset-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" data-image-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/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. 54\\qquad Direction of concreting}}}\\]</em></p>\n<p>Tous les autres facteurs déterminés en 5.11.2.1.2 sont égaux à 1,0 car seul le béton de poids normal est pris en charge, et seul le ferraillage non revêtu est pris en charge.</p>\n<p>La contrainte de cisaillement d'adhérence et la résistance d'adhérence des barres en compression sont calculées de manière analogue aux barres en traction, mais les équations de AASHTO LRFD (2014) Article 5.11.2.2 sont utilisées.</p>\n<p>Il existe également une option pour modéliser des <strong>barres lisses</strong>. Plus d'informations peuvent être trouvées ici : <a data-item-id=\"182f8ba8-899b-44fc-a1c7-59d562ef8c6c\" href=\"\">Barres lisses dans Detail</a></p>\n<p><br></p>\n<p><strong>Force totale </strong><em><strong>F</strong></em><em><strong><sub>tot</sub></strong></em><strong> et force limite </strong><em><strong>F</strong></em><em><strong><sub>lim</sub></strong></em></p>\n<p>La force totale <em><strong>F</strong></em><em><strong><sub>tot</sub></strong></em> est un résultat de l'analyse par éléments finis et peut être définie de deux manières.</p>\n<p>\\[F_{tot}=A_{b} \\cdot f_{s}\\]</p>\n<p>où <em>A</em><em><sub>b</sub></em> est l'aire de la barre de ferraillage et <em>f</em><em><sub>s</sub></em> est la contrainte dans la barre.</p>\n<p>Ou comme la somme de la force d'ancrage <em>F</em><em><sub>a </sub></em>et de la force d'adhérence <em>F</em><em><sub>bond</sub></em><em>.</em></p>\n<p>\\[F_{tot}=F_{a}+F_{bond}\\]</p>\n<p>où <em>F</em><em><sub>a</sub></em> est la force réelle dans le ressort d'ancrage et <em>F</em><em><sub>bond</sub></em> est la force d'adhérence qui peut être obtenue en intégrant la contrainte d'adhérence <em>τ</em><em><sub>b</sub></em> sur la longueur de la barre de ferraillage <em>l.</em></p>\n<p>\\[F_{bond}=C_{s} \\cdot \\int_{0}^{l}\\tau_{b}\\left( x \\right)dx\\]</p>\n<p>C<sub>s</sub> est le périmètre de la barre de ferraillage.</p>\n<p>La force limite <em><strong>F</strong></em><em><strong><sub>lim</sub></strong></em> est la force maximale dans l'élément de la barre en tenant compte de la <strong>résistance</strong> de la barre et également des <strong>conditions d'ancrage </strong>(adhérence entre le béton et le ferraillage et crochets d'ancrage, boucles, etc.).</p>\n<p>\\[F_{lim}=min\\left( F_{lim,bond}+F_{au},F_{u} \\right)\\]</p>\n<p>\\[F_{u}=f_{y,lim}\\cdot A_{b}\\]</p>\n<p>\\[F_{au}=\\beta\\cdot f_{y,lim}\\cdot A_{b}\\]</p>\n<p>\\[F_{lim,bond}=C_{s}\\cdot l \\cdot f_{bu}\\]</p>\n<p>où C<sub>s</sub> est le périmètre de la barre de ferraillage, et <em>l</em> est la longueur depuis le début de la barre jusqu'au point d'intérêt.</p>\n<figure data-asset-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" data-image-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/1a6bbdca-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. 55\\qquad Definition of the limit force Flim}}}\\]</em></p>\n<p><br></p>\n<p>\\[F_{lim,2}=F_{lim,1}+F_{lim,add}\\]</p>\n<p>où <em>F</em><em><sub>lim,add</sub></em> est la force supplémentaire calculée à partir de l'amplitude de l'angle entre les éléments voisins. <em>F</em><em><sub>lim,2</sub></em> doit toujours être inférieure à <em>F</em><em><sub>u</sub></em>.</p>\n<p><br></p>\n<p>Les <strong>types d'ancrage</strong> disponibles dans CSFM comprennent une barre droite (c'est-à-dire sans réduction d'extrémité d'ancrage), un crochet à 90 degrés, un crochet à 180 degrés, une adhérence parfaite et une barre continue. Tous ces types, ainsi que les coefficients d'ancrage β respectifs, sont présentés à la Fig. 56 pour le ferraillage longitudinal. Les valeurs des coefficients d'ancrage adoptés sont dérivées de la comparaison de l'équation de la section AASHTO LRFD (2014) 5.11.2.1 et des équations tirées de la section AASHTO LRFD (2014) 5.11.2.4.1. Il convient de noter que, malgré les différentes options disponibles, CSFM distingue trois types d'extrémités d'ancrage : (i) aucune réduction de la longueur d'ancrage, (ii) une réduction de 30 % de la longueur d'ancrage dans le cas d'un ancrage normalisé, et (iii) une adhérence parfaite.</p>\n<figure data-asset-id=\"85c164c0-d864-4723-8c34-a84a426100b2\" data-image-id=\"85c164c0-d864-4723-8c34-a84a426100b2\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/b76bc446-995d-4d16-8ef9-4aa26671edda/Available%20anchorage%20types%20for%20longitudinal%20rebars.png\" data-asset-id=\"85c164c0-d864-4723-8c34-a84a426100b2\" data-image-id=\"85c164c0-d864-4723-8c34-a84a426100b2\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 56\\qquad Available anchorage types and respective anchorage coefficients for longitudinal reinforcing bars in CSFM:}}}\\]</em></p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{(a) straight bar; (b) 90-degree hook; (c) 180-degree hook; (d) perfect bond; (e) continuous bar}}}\\]</em></p>\n<p>Le coefficient d'ancrage pour les étriers (disponible pour l'élément poutre) est toujours - β = 1,0.</p>\n<p>Afin de se conformer à AASHTO, le ressort d'ancrage doit être utilisé dans le calcul. Le ressort d'ancrage est modifié par le coefficient β, de sorte que l'utilisateur doit utiliser l'un des types d'ancrage disponibles lors de la définition des conditions de début et de fin du ferraillage. </p>"
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"value": "<h3>Béton - Résistance</h3>\n<p>Le modèle de béton mis en œuvre pour les calculs de résistance dans le CSFM est basé sur la courbe contrainte-déformation parabolique-plastique. La résistance à la traction est négligée, comme c'est le cas dans le dimensionnement classique du béton armé.</p>\n<figure data-asset-id=\"52146a6b-a36a-4782-8d86-9f21cc21cb86\" data-image-id=\"52146a6b-a36a-4782-8d86-9f21cc21cb86\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/22a6013d-68bc-406c-b92a-f500a9ba191e/SS%20diagrams%20conc%20-%20AUS.png\" data-asset-id=\"52146a6b-a36a-4782-8d86-9f21cc21cb86\" data-image-id=\"52146a6b-a36a-4782-8d86-9f21cc21cb86\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 57\\qquad The stress-strain diagram of concrete for Strength analysis}}}\\]</em></p>\n<p>La mise en œuvre du CSFM dans <em>IDEA StatiCa Detail</em> ne considère pas de critère de rupture explicite en termes de déformations pour le béton en compression (c'est-à-dire qu'après l'atteinte de la contrainte maximale, elle considère une branche plastique avec ε<em><sub>cp</sub></em> à une valeur maximale de 5 %, tandis que la clause 8.3.1 de l'AS 3600 suppose une déformation ultime inférieure à 0,3 %). Cette simplification ne permet pas de vérifier la capacité de déformation des structures dont la rupture se produit en compression. Cependant, la résistance est correctement prédite lorsque l'augmentation de la fragilité du béton avec sa résistance est prise en compte au moyen du facteur de réduction <em>\\(\\eta_{fc}\\)</em> défini dans le <em>fib</em> Model Code 2010 comme suit :</p>\n<p>\\[f'_{c,lim}=\\alpha_{2}\\cdot\\phi_{s} \\cdot \\eta_{fc}\\cdot f'_{c}\\]</p>\n<p>\\[{\\eta _{fc}} = {\\left( {\\frac{{30}}{{{f'_{c}}}}} \\right)^{\\frac{1}{3}}} \\le 1\\]</p>\n<p>où :</p>\n<p><em>α</em><sub>2</sub> est le facteur de réduction de la résistance à la compression du béton défini dans la clause 8.3.1 de l'AS 3600<br>Lors de l'utilisation d'un diagramme contrainte-déformation de type parabole-rectangle, il est nécessaire de réduire la contrainte de compression maximale par ce facteur. Cela permet de moyenner la distribution des contraintes dans la zone comprimée de telle sorte que la résistance à la compression résultante soit inférieure ou égale à la résistance à la compression calculée à l'aide d'un diagramme contrainte-déformation avec une branche plastique décroissante<em>. </em>Une approche analogue est définie pour le bloc de contraintes rectangulaire au chapitre 8.1.3.</p>\n<p><em>Φ</em><em><sub>s </sub></em>est le facteur de réduction des contraintes pour le béton. La valeur par défaut est fixée conformément au tableau 2.2.3 de l'AS 3600.</p>\n<p><em>f'</em><em><sub>c</sub></em> est la résistance en compression du béton sur cylindre (en MPa pour la définition de <em>\\( \\eta_{fc} \\)</em>).</p>\n<h3>Ferraillage</h3>\n<p>Un diagramme contrainte-déformation élasto-plastique parfait avec un point de limite d'élasticité défini pour le ferraillage non précontraint est considéré, voir la section 3.2 de l'AS 3600. La définition de ce diagramme ne nécessite que la connaissance des propriétés de base du ferraillage – la résistance et le module d'élasticité.</p>\n<p>Le diagramme contrainte-déformation du ferraillage peut également être défini par l'utilisateur, mais dans ce cas, il est impossible de prendre en compte l'effet de raidissement en traction (il est impossible de calculer la largeur des fissures). </p>\n<figure data-asset-id=\"b5b99d46-a4ed-4625-853e-cdc4c4ede122\" data-image-id=\"b5b99d46-a4ed-4625-853e-cdc4c4ede122\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/4e33b934-9d0f-4ba7-9764-4f31801c752b/Steel%20stress-strain%20diagram%20CSFM%20-%20AUS.png\" data-asset-id=\"b5b99d46-a4ed-4625-853e-cdc4c4ede122\" data-image-id=\"b5b99d46-a4ed-4625-853e-cdc4c4ede122\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 58 \\qquad Stress-strain diagram of reinforcement}}}\\]</em></p>\n<p>où :</p>\n<p><em>Φ</em><em><sub>s </sub></em>est le facteur de réduction de résistance pour le ferraillage. La valeur par défaut est fixée conformément au tableau 2.2.3 de l'AS 3600.</p>\n<p><em>f</em><em><sub>y</sub></em> est la limite d'élasticité du ferraillage</p>\n<p><em>E</em><em><sub>s</sub></em> est le module d'élasticité du ferraillage</p>\n<p>Le raidissement en traction (Fig. 59) est pris en compte automatiquement en modifiant la relation contrainte-déformation d'entrée de la barre d'armature nue afin de capturer la rigidité moyenne des barres noyées dans le béton (ε<em><sub>m</sub></em>).</p>\n<figure data-asset-id=\"c9465d3e-05e3-4514-a218-3a96876ed503\" data-image-id=\"c9465d3e-05e3-4514-a218-3a96876ed503\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/b27b5ab6-24ea-410b-901a-fccbd7e4005f/Tension%20stiffening%20CSFM%20-%20AUS.png\" data-asset-id=\"c9465d3e-05e3-4514-a218-3a96876ed503\" data-image-id=\"c9465d3e-05e3-4514-a218-3a96876ed503\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 59\\qquad Scheme of tension stiffening.}}}\\]</em></p>"
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"value": "<p>La Méthode du Champ de Contraintes Compatible est conforme aux codes de conception modernes. Comme les modèles de calcul n'utilisent que des propriétés matérielles standard, le format des coefficients partiels de sécurité prescrit dans les codes de conception peut être appliqué sans aucune adaptation. De cette façon, les charges d'entrée sont factorisées et les propriétés caractéristiques des matériaux sont réduites à l'aide des facteurs de réduction des contraintes respectifs, exactement comme dans l'analyse conventionnelle du béton.</p>\n<p>Les valeurs des <strong>facteurs de réduction des contraintes</strong> sont prescrites dans AUS 3600 Cl. 2.2.3 et d'autres sections représentées dans la figure suivante.</p>\n<figure data-asset-id=\"e40095b7-0376-462f-8df3-ea9db22790bd\" data-image-id=\"e40095b7-0376-462f-8df3-ea9db22790bd\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/fff1fa18-78ec-4cf4-8c67-e883dd888a63/Strength%20reduction%20factors%20-%20AUS.png\" data-asset-id=\"e40095b7-0376-462f-8df3-ea9db22790bd\" data-image-id=\"e40095b7-0376-462f-8df3-ea9db22790bd\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 60\\qquad The setting of stress reduction factors in IDEA StatiCa Detail.}}}\\]</em></p>\n<p><br></p>\n<p><strong>Les facteurs de charge</strong> pour les combinaisons de résistance doivent être définis conformément à AS 3600 Cl. 4.2.2. Les facteurs de charge pour les combinaisons de serviceabilité doivent être déterminés conformément au Tableau 4.1. Pour tous les modèles, les facteurs de charge sont déjà prédéfinis.</p>\n<figure data-asset-id=\"c986c0fc-2e9a-42e1-95b4-1055d3ae76e2\" data-image-id=\"c986c0fc-2e9a-42e1-95b4-1055d3ae76e2\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/887ee546-c598-41fd-b494-c43ccbc55194/Load%20factors%20AUS.png\" data-asset-id=\"c986c0fc-2e9a-42e1-95b4-1055d3ae76e2\" data-image-id=\"c986c0fc-2e9a-42e1-95b4-1055d3ae76e2\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 61\\qquad The setting of load factors in Idea StatiCa Detail.}}}\\]</em></p>"
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"value": "<p>Les différentes vérifications requises par AS 3600 sont évaluées sur la base des résultats directs fournis par le modèle. Les vérifications sont effectuées pour la résistance du béton, la résistance du ferraillage et l'ancrage (contraintes de cisaillement d'adhérence).</p>\n<h4>Résistance - Béton</h4>\n<p>La <strong>résistance du béton</strong> en compression est évaluée comme le rapport entre la contrainte principale équivalente maximale <em>f</em><sub>c,eq</sub> (également σ<sub>c,eq</sub> dans le texte précédent) obtenue par l'analyse par éléments finis et la valeur limite <em>f'</em><sub>c,lim</sub>.</p>\n<p><strong>La contrainte principale équivalente exprime la contrainte uni-axiale équivalente pour un état de contrainte tri-axial général.</strong></p>\n<p>\\[f_{c,eq} = \\sigma_{c3} - \\sigma_{c1}\\]</p>\n<p>La valeur f<sub>c,eq</sub> peut donc être directement comparée aux limites de résistance uni-axiale. Cette expression est dérivée de la mise en œuvre de la théorie de plasticité de Mohr-Coulomb, en supposant de manière conservative un angle de frottement interne <em>φ = 0°.</em></p>\n<h4>Résistance - Ferraillage</h4>\n<p>La <strong>résistance du ferraillage</strong> est évaluée en traction et en compression comme le rapport entre la contrainte dans le ferraillage aux fissures <em>f</em><sub>s</sub> et la valeur limite spécifiée <em>f</em><sub>sy,lim</sub>.</p>\n<p>\\[f_{sy,lim} = \\phi_{s} \\cdot f_{sy}\\]</p>\n<h4>Résistance - Ancrages</h4>\n<p>Les ancrages sont vérifiés pour les contraintes normales de manière similaire au ferraillage, où la valeur limite <em>f</em><sub>sy,lim</sub> est déterminée. </p>\n<p><br></p>\n<p>Pour faciliter la navigation dans le texte suivant, nous diviserons d'abord l'ancrage en trois groupes en termes de vérification normative selon <strong>AS 5216</strong> et <strong>AS 4100</strong>.</p>\n<p><br></p>\n<p><strong>Groupe 1</strong></p>\n<ul>\n <li><strong>Types d'ancrage</strong>\n <ul>\n <li>Platine coulée en place</li>\n <li>Platine de base - Déport = direct </li>\n <li>Platine de base - Déport = joint de mortier - épaisseur du mortier inférieure à 0,5 fois le diamètre de l'ancrage</li>\n <li>Ancrage unique avec longueur projetée inférieure à 0,5 fois le diamètre de l'ancrage</li>\n </ul>\n </li>\n <li><strong>Vérifications normatives des ancrages</strong>\n <ul>\n <li>Traction/compression\n <ul>\n <li>Tous les matériaux en traction – AS 5216 chap. 6.2.2</li>\n <li>Tous les types d'ancrage en compression – AS 4100 chap. 6.3.3</li>\n </ul>\n </li>\n <li>Cisaillement sans bras de levier\n <ul>\n <li>Tous les matériaux – AS 5216 chap. 7.2.2.2</li>\n </ul>\n </li>\n <li>Interaction traction et cisaillement - AS 5216 chap. 8.1.1</li>\n </ul>\n </li>\n</ul>\n<p><br></p>\n<p><strong>Groupe 2</strong></p>\n<ul>\n <li><strong>Types d'ancrage</strong>\n <ul>\n <li>Platine de base - Déport = joint de mortier - épaisseur du mortier supérieure à 0,5 fois le diamètre de l'ancrage</li>\n </ul>\n </li>\n <li><strong>Vérifications normatives des ancrages</strong>\n <ul>\n <li>Traction/compression\n <ul>\n <li>Tous les matériaux en traction – AS 5216 chap. 6.2.2</li>\n <li>Tous les types d'ancrage en compression – AS 4100 chap. 6.3.3</li>\n </ul>\n </li>\n <li>Cisaillement avec bras de levier\n <ul>\n <li>Tous les matériaux – AS 5216 chap. 7.2.2.3</li>\n </ul>\n </li>\n </ul>\n </li>\n</ul>\n<p>La vérification d'interaction selon AS 5216 n'est pas requise pour les ancrages post-installés ou les boulons de rail d'ancrage soumis à une charge de cisaillement avec bras de levier, car cette interaction est prise en compte dans l'Équation 7.2.2.3(2).</p>\n<p><br></p>\n<p><strong>Groupe 3</strong></p>\n<ul>\n <li><strong>Types d'ancrage</strong>\n <ul>\n <li>Platine de base - Déport = jeu</li>\n <li>Ancrage unique avec longueur projetée supérieure à 0,5 fois le diamètre de l'ancrage</li>\n </ul>\n </li>\n <li><strong>Vérifications normatives des ancrages (ACI / AISC)</strong>\n <ul>\n <li>Traction/compression (avec flambement)\n <ul>\n <li>Tous les matériaux en traction – AS 5216 chap. 6.2.2 ou AS 4100 chap. 9.2.2.2 (sélectionnable dans les paramètres)</li>\n <li>Tous les types d'ancrage en compression – AS 4100 chap. 6.3.3</li>\n </ul>\n </li>\n <li>Flexion\n <ul>\n <li>Pour tous les types d'ancrage – AS 4100 chap. 5.1</li>\n </ul>\n </li>\n <li>Cisaillement\n <ul>\n <li>Pour tous les types d'ancrage – AS 4100 chap. 5.11</li>\n </ul>\n </li>\n </ul>\n </li>\n <li>Interaction décrite plus loin</li>\n</ul>\n<p><br></p>\n<p><strong>Résistance en traction de l'ancrage selon AS 5216 chap. 6.2.2</strong></p>\n<p>\\[\\phi N_{tf}=\\phi_{Ms}\\,A_s\\,f_{uf}\\]</p>\n<p>où :</p>\n<ul>\n <li><em>ϕN</em><sub>tf</sub> – résistance de calcul de l'ancrage en traction</li>\n <li>\\(\\phi_{Ms}=\\dfrac{5 f_{yf}}{6 f_{uf}}\\le \\dfrac{1}{1.4}\\) – facteur de réduction de résistance pour les ancrages en traction selon AS 5216 Tableau 3.2.4</li>\n <li><em>A</em><sub>s</sub> – aire de contrainte en traction (réduite par le filetage)</li>\n <li><em>f</em><sub>uf</sub> – résistance en traction spécifiée de l'acier d'ancrage </li>\n</ul>\n<p><br></p>\n<p><strong>Résistance au cisaillement de l'ancrage selon AS 5216 chap. 7.2.2.2</strong></p>\n<p>La résistance de l'acier en<strong> </strong>cisaillement sans bras de levier est déterminée comme suit :</p>\n<p>\\[\\phi V_{Rk,s}=\\phi_{Ms}\\,0.62\\,f_{uf}\\,A\\]</p>\n<p>où :</p>\n<ul>\n <li><em>ϕV</em><sub>tf</sub> – résistance de calcul de l'ancrage au cisaillement</li>\n <li><em>A</em><sub>s</sub> – aire de contrainte en traction (réduite par le filetage)</li>\n <li><em>f</em><sub>uf</sub> – résistance en traction spécifiée de l'acier d'ancrage </li>\n <li>\\(\\phi_{Ms}=\\begin{cases}\\dfrac{f_{yf}}{f_{uf}} \\le 0.8, & \\text{when } f_{uf}\\le 800~\\text{MPa and } \\dfrac{f_{yf}}{f_{uf}}\\le 0.8 \\\\[8pt] \\dfrac{2}{3}, & \\text{when } f_{uf}> 800~\\text{MPa or } \\dfrac{f_{yf}}{f_{uf}}> 0.8 \\end{cases}\\)</li>\n</ul>\n<p>La résistance de calcul d'un élément de fixation unique en cas de rupture de l'acier, ou d'éléments de fixation avec un rapport <em>h</em><sub>ef</sub> / <em>d</em><sub>nom</sub> < 5 et une classe de résistance à la compression du béton < 20 MPa, la résistance de calcul <em>ϕV</em><sub>tf</sub> doit être multipliée par un facteur de 0,8.</p>\n<p><br></p>\n<p><strong>Résistance au cisaillement de l'ancrage selon AS 5216 chap. 7.2.2.3</strong></p>\n<p>La résistance de l'acier en<strong> </strong>cisaillement avec bras de levier est déterminée comme suit :</p>\n<p>\\[\\phi V_{Rk,s,M}=\\phi_{Ms}\\,\\frac{\\alpha_M\\,M_{Rk,s}}{l_a}\\]</p>\n<p>où :</p>\n<ul>\n <li><em>α</em><sub>M</sub> = 2 – paramètre tenant compte du degré de retenue, la platine est supposée empêchée de tourner – Art. 4.2.2.4</li>\n <li>\\(M_{Rk,s}=M_{Rk,s}^{0}\\left(1-\\dfrac{N^{*}}{\\phi_{Ms}\\,N_{Rk,s}}\\right)\\) – résistance caractéristique en flexion de l'élément de fixation influencée par la charge axiale</li>\n <li>\\(l_a = a_3 + e_1 - l_e\\) – longueur du bras de levier</li>\n <li>\\(a_3 = 0.5\\,d \\) – distance entre le point supposé de retenue de l'élément de fixation chargé en cisaillement et la surface du béton</li>\n <li>\\(e_1 = t_g + \\dfrac{t_{fix}}{2}\\) – excentricité de la charge de cisaillement appliquée par rapport à la surface du béton, en négligeant l'épaisseur d'un coulis de nivellement ou de mortier</li>\n <li><em>t</em><sub>g</sub> – épaisseur de la couche de coulis</li>\n <li><em>t</em><sub>fix</sub> – épaisseur de la platine de base</li>\n <li><em>d</em> – diamètre nominal de l'élément de fixation</li>\n <li><em>N</em>* – effort de traction de calcul</li>\n <li><em>ϕ</em><sub>Ms</sub> <em>N</em><sub>Rk,s</sub> – résistance en traction d'un élément de fixation à la rupture de l'acier</li>\n <li>\\(M_{Rk,s}^{0}=1.2\\,W_{el}\\,f_{uf}\\) – résistance caractéristique en flexion de l'élément de fixation – ETAG 001 – Annexe C</li>\n <li>\\(W_{el}=\\dfrac{\\pi d_s^{3}}{32}\\) – module d'inertie élastique de l'élément de fixation, le diamètre réduit par les filetages</li>\n <li>\\(d_s=\\sqrt{\\dfrac{4A_s}{\\pi}}\\) – est utilisé à la place du diamètre nominal <em>d </em>pour les tiges filetées et les rondelles</li>\n <li>\\(\\phi_{Ms}=\\begin{cases}\\dfrac{f_{yf}}{f_{uf}} \\le 0.8, & \\text{when } f_{uf}\\le 800~\\text{MPa and } \\dfrac{f_{yf}}{f_{uf}}\\le 0.8 \\\\[8pt] \\dfrac{2}{3}, & \\text{when } f_{uf}> 800~\\text{MPa or } \\dfrac{f_{yf}}{f_{uf}}> 0.8 \\end{cases}\\)</li>\n</ul>\n<p><br></p>\n<p><strong>Interaction traction et cisaillement selon AS 5216 chap. 8.1.1</strong></p>\n<p>\\[\\left(\\frac{N^{*}}{\\phi N_{Rk,s}}\\right)^{2}+\\left(\\frac{V^{*}}{\\phi V_{Rk,s}}\\right)^{2}\\le 1.0\\]</p>\n<p>Où :</p>\n<ul>\n <li><em>N*</em> – effort de traction de calcul appliqué à un élément de fixation unique</li>\n <li><em>V*</em> – effort de cisaillement de calcul appliqué à un élément de fixation unique </li>\n <li><em>ϕN</em><sub>Rk,s</sub> – résistance en traction de calcul d'un élément de fixation unique</li>\n <li><em>ϕV</em><sub>Rk,s </sub>– résistance au cisaillement de calcul d'un élément de fixation unique</li>\n</ul>\n<p><br></p>\n<p><strong>Résistance en traction de l'ancrage selon AS 4100 chap. 9.2.2.2</strong></p>\n<p>\\[N_{tf}^{*}\\le \\phi_{a,t} A_s f_{uf}\\]</p>\n<p>où :</p>\n<ul>\n <li><em>A</em><sub>s</sub> – aire de contrainte en traction (réduite par le filetage) telle que spécifiée dans AS 1275</li>\n <li><em>ϕ</em><sub>a,t</sub> – facteur de capacité pour les boulons selon AS 4100 Tableau 3.4</li>\n</ul>\n<p><br></p>\n<p><strong>Résistance en compression de l'ancrage selon AS 4100 chap. 6.3.3</strong></p>\n<p>\\[\\phi N_c=\\phi\\,\\alpha_c\\,N_s=\\phi\\,\\alpha_c\\,k_f\\,A_s\\,f_y \\le \\phi N_s\\]</p>\n<p>où :</p>\n<ul>\n <li><em>ϕ</em><sub>a,c</sub> – facteur de capacité pour les boulons selon AS 4100 Tableau 3.4</li>\n <li>\\(N_c=\\alpha_c\\,N_s \\le N_s\\) – capacité nominale de l'élément – Art. 6.3.3</li>\n <li>\\(N_s=k_f\\,A_s\\,f_y\\) – capacité nominale de la section – Art. 6.2</li>\n <li><em>f</em><sub>y</sub> – limite d'élasticité de l'ancrage</li>\n <li>\\(l_e=k_e\\,l\\) – longueur efficace – Art. 6.3.2</li>\n <li><em>k</em><sub>e</sub> = 2 – facteur de longueur efficace de l'élément, il est supposé de manière conservative que l'ancrage est encastré en bas et articulé en haut en tant qu'élément à déversement libre</li>\n <li>\\(l = l_{gap}+\\dfrac{d}{2}+\\dfrac{t_p}{2}\\) – longueur supposée de l'élément</li>\n <li><em>l</em><sub>gap</sub> – hauteur du jeu</li>\n <li><em>d</em> – diamètre nominal du boulon</li>\n <li><em>t</em><sub>p</sub> – épaisseur de la platine de base</li>\n <li>\\(\\alpha_c=\\xi\\left[\\,1-\\sqrt{\\,1-\\left(\\dfrac{90}{\\xi\\,\\lambda}\\right)^2}\\,\\right]\\) – facteur de réduction d'élancement de l'élément</li>\n <li>\\(\\xi=\\frac{\\left(\\dfrac{\\lambda}{90}\\right)^2+1+\\eta}{2\\left(\\dfrac{\\lambda}{90}\\right)^2}\\)</li>\n <li>\\(\\lambda=\\lambda_n+\\alpha_a\\alpha_b\\)</li>\n <li>\\(\\eta=0.00326(\\lambda-13.5)\\ge 0\\)</li>\n <li>\\(\\lambda_n=\\left(\\frac{l_e}{r}\\right)\\sqrt{k_f}\\,\\sqrt{\\dfrac{f_y}{250}}\\)</li>\n <li>\\(\\alpha_a=\\dfrac{2100(\\lambda_n-13.5)}{\\lambda_n^2-15.3\\lambda_n+2050}\\)</li>\n <li><em>α</em><sub>b</sub> = 0,5 – constante de section de l'élément comprimé - Tableau 6.3.3</li>\n <li><em>k</em><sub>f</sub> = 1 – facteur de forme – Art. 6.2.2</li>\n <li>\\(r=\\sqrt{\\dfrac{I_s}{A_s}}\\) – rayon de giration</li>\n <li>\\(I_s=\\dfrac{1}{64}\\,\\pi d_s^{4}\\) – moment d'inertie</li>\n <li><em>A</em><sub>s</sub> – aire de contrainte en traction d'un boulon telle que définie dans AS 1275</li>\n <li>\\(d_s=\\sqrt{\\dfrac{4A_s}{\\pi}}\\) – diamètre réduit par les filetages</li>\n</ul>\n<p><br></p>\n<p><strong>Résistance en flexion de l'ancrage selon AS 4100 chap. 5.1</strong></p>\n<p>\\[\\phi M_s=\\phi\\,f_y\\,Z_e\\]</p>\n<p>où :</p>\n<ul>\n <li><em>ϕ</em><sub>a,b</sub> – facteur de capacité pour les boulons selon AS 4100 Tableau 3.4</li>\n <li><em>f</em><sub>y</sub> – limite d'élasticité de l'ancrage</li>\n <li>\\(Z_e=\\min\\left(S,\\,1.5\\,Z\\right)\\) – module de section efficace – Art. 5.2.3</li>\n <li>\\(S=\\dfrac{d^{3}}{6}\\) – module de section plastique ; si un filetage existe, le diamètre nominal <em>d</em> est remplacé par le diamètre réduit par les filetages, <em>d</em><sub>s</sub></li>\n <li>\\(Z=\\dfrac{1}{32}\\,\\pi d^{3}\\) – module de section élastique ; si un filetage existe, le diamètre nominal <em>d</em> est remplacé par le diamètre réduit par les filetages, <em>d</em><sub>s</sub></li>\n</ul>\n<p><br></p>\n<p><strong>Résistance au cisaillement de l'ancrage selon AS 4100 chap. 5.11</strong></p>\n<p>\\[\\phi V_w = 0.6\\,f_y\\,A_w\\]</p>\n<p>où :</p>\n<ul>\n <li><em>ϕ</em> – facteur de capacité pour les boulons selon AS 4100 Tableau 3.4</li>\n <li><em>f</em><sub>y</sub> – limite d'élasticité de l'ancrage</li>\n <li><em>A</em><sub>w</sub> = 0,844 <em>A</em><sub>s</sub> – aire de cisaillement</li>\n <li><em>A</em><sub>s</sub> – aire de contrainte en traction (réduite par le filetage)</li>\n</ul>\n<p><br></p>\n<p><strong>Interaction traction et flexion</strong> </p>\n<p>\\[\\frac{N_{tf}^{*}}{\\phi N_t}+\\frac{M^{*}}{\\phi M_s}\\le 1\\]</p>\n<p>où :</p>\n<ul>\n <li><em>N</em><em><sup>*</sup></em><em><sub>tf</sub></em> – effort de traction de calcul</li>\n <li><em>ϕN</em><sub>t</sub> – résistance en traction de calcul de l'ancrage</li>\n <li><em>M</em><em><sup>*</sup></em> – moment fléchissant de calcul dû au cisaillement sur un bras de levier</li>\n <li><em>ϕ</em><em><sub>M</sub></em><sub>s</sub> – résistance en flexion de calcul de l'ancrage</li>\n</ul>\n<p><br></p>\n<p><strong>Interaction compression et flexion</strong></p>\n<p>\\[\\frac{N^{*}}{\\phi N_c}+\\frac{M^{*}}{\\phi M_s}\\le 1\\]</p>\n<p>où :</p>\n<ul>\n <li><em>N</em><sup>*</sup> – effort de compression de calcul</li>\n <li><em>ϕN</em><sub>c</sub> – résistance en compression de calcul de l'ancrage</li>\n <li><em>M</em><sup>*</sup> – moment fléchissant de calcul dû au cisaillement sur un bras de levier</li>\n <li><em>ϕ</em><sub>Ms</sub> – résistance en flexion de calcul de l'ancrage</li>\n</ul>\n<p><br></p>\n<p><strong>Écrasement du béton à l'interface ancrage–béton</strong></p>\n<p>La résistance au cisaillement de l'ancrage est également limitée du point de vue de l'écrasement du béton à l'interface ancrage–béton. Les valeurs limites et la méthode pour les déterminer sont décrites en détail dans l'article - <strong>Comportement au cisaillement des ancrages dans le béton armé. </strong>Une fois que la force de contact atteint cette limite, le critère d'arrêt est déclenché et l'analyse est interrompue avant que la résistance ne soit dépassée. </p>\n<p><br></p>\n<p><strong>Vérification de l'arrachement pour les ancrages à tête (rondelles et goujons à tête)</strong></p>\n<p>Pour les ancrages à tête, un critère d'arrêt supplémentaire est mis en œuvre pour vérifier la portance du béton (écrasement) au-dessus de la tête de l'ancrage - arrachement. Au cours de l'analyse, l'effort de compression transmis par le contact tête-béton est surveillé et comparé à la valeur limite donnée par AS 5216:2021 Art. 6.3.4 (rupture par arrachement des éléments de fixation à tête).</p>\n<p>\\[N_{Rd,p} = \\Phi_{Mp} \\cdot k_{2} \\cdot A_{h} \\cdot f'_{c}\\]<br></p>\n<p>où :</p>\n<ul>\n <li>\\( \\Phi_{Mp}\\) est le facteur de réduction de résistance - Tableau 3.2.4</li>\n <li><em>A</em><sub>h</sub> est l'aire portante de la tête de l'élément de fixation (sans l'aire de la tige). </li>\n <li><em>f'</em><sub>c</sub> est la résistance à la compression spécifiée du béton</li>\n <li><em>k</em><sub>2</sub> est toujours pris égal à 7,5, c'est-à-dire la valeur pour le béton fissuré. Ceci est cohérent avec l'approche CSFM utilisée dans Detail, où la résistance en traction du béton est négligée et le béton est supposé fissuré en traction.</li>\n</ul>\n<p>Une fois que la force de contact atteint cette limite normative, le critère d'arrêt est déclenché et l'analyse est interrompue avant que la résistance à l'arrachement de calcul ne soit dépassée. </p>\n<h4>Ancrage - Contrainte d'adhérence</h4>\n<p>La <strong>contrainte de cisaillement d'adhérence</strong> est évaluée indépendamment comme le rapport entre la contrainte d'adhérence τ<sub>b</sub> calculée par l'analyse par éléments finis et la contrainte d'adhérence ultime de calcul <em>f</em><sub>bu</sub>.</p>\n<p>Pour la détermination de la contrainte d'adhérence ultime de calcul <em>f</em><sub>bu</sub>, la formule C13.1.2.2 définie dans AS3600:2018 Sup 1:2022 est prise en compte dans l'application.</p>\n<p>\\[f_{bu}=\\frac{k_{2}}{k_{1} \\cdot k_{3}} \\cdot (0.5 \\cdot \\sqrt{f'_{c}})\\]</p>\n<p>Où <em>f'</em><sub>c</sub><em> ≤ 65 MPa</em> (dans la formule est en MPa), et les facteurs <em>k</em> sont déterminés à partir de AS 3600 Art. 13.1.2.2 comme suit :</p>\n<p><em>k</em><sub>3</sub><em> = 0,7</em> (valeur conservative pour tout le ferraillage)<br><em>k</em><sub>2</sub><em> = (132 - d</em><em><sub>b</sub></em><em>) / 100</em> (<em>d</em><em><sub>b</sub></em> est le diamètre de l'armature en millimètres)<br>= 1,3 pour une barre horizontale avec plus de 300 mm de béton coulé en place sous la barre, ou 1,0 sinon</p>\n<p><em>k</em><em><sub>1</sub></em> est automatiquement dérivé de la position du ferraillage dans le modèle et de la direction de bétonnage qui peut être définie dans l'application pour chaque élément de projet comme suit.</p>\n<figure data-asset-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" data-image-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/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. 62\\qquad Direction of concreting}}}\\]</em></p>\n<p>La longueur de développement de base <em>L</em><sub>sy,tb</sub> est calculée selon la formule 13.1.2.2 de AS 3600 comme suit :</p>\n<p>\\[L_{sy,tb}=\\frac{0.5\\cdot k_{1}\\cdot k_{3}\\cdot f_{sy}\\cdot d_{b}}{k_{2}\\cdot \\sqrt{f'_{c}}}\\ge 29 \\cdot k_{1}\\cdot d_{b}\\]</p>\n<p>Comme on peut le voir dans la formule, la longueur de développement de base <em>L</em><sub>sy,tb</sub> est limitée par le bas, et par conséquent la contrainte d'adhérence ultime de calcul <em>f</em><sub>bu</sub> doit être limitée de la même manière dans l'application, de sorte que ce qui suit s'applique :</p>\n<p>\\[f_{bu}\\le \\frac{f_{sy}}{116 \\cdot k_{1}} \\]</p>\n<p>Où <em>f</em><sub>sy</sub> est en MPa.</p>\n<p>La dérivation de la limitation de <em>f</em><sub>bu</sub> est la suivante :</p>\n<p>\\[f_{bu}= \\frac{f_{sy}\\cdot A_{s}}{ \\pi \\cdot d_{b} \\cdot L_{sy,tb}}=\\frac{f_{sy}\\cdot \\pi \\cdot d_{b}^{2}}{4 \\cdot \\pi \\cdot d_{b} \\cdot 29 \\cdot k{1} \\cdot d_{b}} =\\frac{f_{sy}}{116 \\cdot k_{1}} \\]</p>\n<p><br></p>\n<p><strong>Force totale </strong><em><strong>F</strong></em><strong><sub>tot</sub></strong><strong> et force limite </strong><em><strong>F</strong></em><strong><sub>lim</sub></strong></p>\n<p>La force totale <em><strong>F</strong></em><strong><sub>tot</sub></strong> est un résultat de l'analyse par éléments finis et peut être définie de deux manières.</p>\n<p>\\[F_{tot}=A_{s} \\cdot f_{s}\\]</p>\n<p>où <em>A</em><sub>s</sub> est l'aire de la barre de ferraillage et <em>f</em><sub>s</sub> est la contrainte dans la barre.</p>\n<p>Ou comme la somme de la force d'ancrage <em>F</em><sub>a</sub><em><sub> </sub></em>et de la force d'adhérence <em>F</em><sub>bond</sub><em>.</em></p>\n<p>\\[F_{tot}=F_{a}+F_{bond}\\]</p>\n<p>où <em>F</em><sub>a</sub> est la force réelle dans le ressort d'ancrage et <em>F</em><sub>bond</sub> est la force d'adhérence qui peut être obtenue en intégrant la contrainte d'adhérence <em>τ</em><sub>b</sub> sur la longueur de la barre de ferraillage <em>l.</em></p>\n<p>\\[F_{bond}=C_{s} \\cdot \\int_{0}^{l}\\tau_{b}\\left( x \\right)dx\\]</p>\n<p><em>C</em><sub>s</sub> est le périmètre de la barre de ferraillage.</p>\n<p>La force limite <em><strong>F</strong></em><strong><sub>lim</sub></strong> est la force maximale dans l'élément de l'armature compte tenu de la <strong>résistance</strong> de l'armature et également des <strong>conditions d'ancrage </strong>(adhérence entre le béton et le ferraillage et crochets d'ancrage, boucles, etc.).</p>\n<p>\\[F_{lim}=min\\left( F_{lim,bond}+F_{au},F_{u} \\right)\\]</p>\n<p>\\[F_{u}=f_{y,lim}\\cdot A_{s}\\]</p>\n<p>\\[F_{au}=\\beta\\cdot f_{y,lim}\\cdot A_{s}\\]</p>\n<p>\\[F_{lim,bond}=C_{s}\\cdot l \\cdot f_{bu}\\]</p>\n<p>où <em>C</em><sub>s</sub> est le périmètre de la barre de ferraillage, et <em>l</em> est la longueur depuis le début de l'armature jusqu'au point d'intérêt.</p>\n<figure data-asset-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" data-image-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/1a6bbdca-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. 63\\qquad Definition of the limit force Flim}}}\\]</em></p>\n<p><br></p>\n<p>\\[F_{lim,2}=F_{lim,1}+F_{lim,add}\\]</p>\n<p>où <em>F</em><sub>lim,add</sub> est la force supplémentaire calculée à partir de l'amplitude de l'angle entre les éléments voisins. <em>F</em><sub>lim,2</sub> doit toujours être inférieure à <em>F</em><sub>u</sub>.</p>\n<p><br></p>\n<p>Les <strong>types d'ancrage</strong> disponibles dans le CSFM comprennent une barre droite (c'est-à-dire sans réduction d'extrémité d'ancrage), un crochet standard, un crochet standard, une adhérence parfaite et une barre continue. Tous ces types, ainsi que les coefficients d'ancrage β respectifs, sont présentés à la Fig. 64 pour le ferraillage longitudinal. Les valeurs des coefficients d'ancrage adoptés sont dérivées de AS 3600 Art. 13.1.2. Il convient de noter que le CSFM distingue trois types d'extrémités d'ancrage : (i) aucune réduction de la longueur d'ancrage, (ii) une réduction de 50 % de la longueur d'ancrage dans le cas d'un ancrage normalisé, et (iii) une adhérence parfaite.</p>\n<figure data-asset-id=\"ea687a47-41cc-487f-b7b9-2ed97bfb2932\" data-image-id=\"ea687a47-41cc-487f-b7b9-2ed97bfb2932\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/021688e6-24c8-441b-8210-9f0bb4377e75/Available%20anchorage%20types%20for%20longitudinal%20rebars_AUS.png\" data-asset-id=\"ea687a47-41cc-487f-b7b9-2ed97bfb2932\" data-image-id=\"ea687a47-41cc-487f-b7b9-2ed97bfb2932\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 64\\qquad Available anchorage types and respective anchorage coefficients for longitudinal reinforcing bars in CSFM:}}}\\]</em></p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{(a) straight bar; (b) Standard cog; (c) Standard hook; (d) perfect bond; (e) continuous bar}}}\\]</em></p>\n<p>Le coefficient d'ancrage pour les étriers est toujours - <em>β</em> = 1,0.</p>\n<p>Afin de se conformer à AS 3600, le ressort d'ancrage doit être utilisé dans le calcul. Le ressort d'ancrage est modifié par le coefficient <em>β</em>, de sorte que l'utilisateur doit utiliser l'un des types d'ancrage disponibles lors de la définition des conditions de début et de fin du ferraillage. </p>"
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href=\"#concrete-meshing-in-3D-CSFM\">2.4 Maillage dans le CSFM 3D</a><br><a href=\"#solution-method-and-load-control-algorithm-for-3D-CSFM\">2.5 Méthode de résolution et algorithme de contrôle de charge pour le CSFM 3D</a><br><a href=\"#presentation-of-3D-results\">2.6 Présentation des résultats 3D</a><br><a href=\"#model-imported-from-idea-statica-connection\">2.7 Modèle importé depuis IDEA StatiCa Connection</a></p>\n<h2>3 Vérification du modèle</h2>\n<p><a href=\"#limit-states\">3.1 États limites</a></p>\n<h2>4 Vérifications structurelles selon l'EUROCODE</h2>\n<p><a href=\"#material-models-in-3D-CSFM-EN\">4.1 Modèles de matériaux dans le CSFM 3D (EN)</a><br><a href=\"#partial-safety-factors\">4.2 Coefficients partiels de sécurité</a><br><a href=\"#ultimate-limit-state-checks\">4.3 Vérifications à l'état limite ultime</a></p>\n<h2>5 Vérifications structurelles selon ACI 318-19</h2>\n<p><a href=\"#material-models-in-3D-CSFM-ACI\">5.1 Modèles de matériaux dans le CSFM 3D 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Afin que le CSFM 3D satisfasse aux exigences de la section 6.8.1.2 de l'ACI 318-19, de nombreux essais de vérification ont été réalisés dans diverses universités. Des articles individuels résumant les résultats de vérification et de validation sont disponibles au lien suivant.</p>\n<ul>\n <li><a href=\"https://www.ideastatica.com/support-center-verifications?label=detail_3d\">Vérifications : Detail 3D</a></li>\n</ul>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n25940052_83af_01b9_90d3_6a60efbcf84f\"></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=\"n76d52ad3_dfc3_0156_3816_e024b669ba60\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail_3d___strength_reduct\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n5961842b_6e6c_010d_98f6_7ed811256395\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail_3d___strength_analys\"></object>\n<p><br></p>\n<p><br></p>\n<h1>6 Vérifications structurelles selon AASHTO</h1>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"fc4278bb_30c2_0180_d487_b7accbc3bcca\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail___material_models_3d_73d3d8b\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"acb7e27d_4349_01ef_9989_ade96844f767\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail_3d___strength_reduct_78b7841\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n00d2c3ad_02bb_0123_452f_81a7d1fc60b3\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail_3d___strength_limit_\"></object>\n<p><br></p>\n<h1>7 Vérifications structurelles selon la norme australienne AS 3600</h1>\n<p>Le CSFM est une méthode d'analyse structurelle qui satisfait aux règles générales des chapitres 6.1.1 et 6.1.2 et est définie comme (f) analyse non linéaire des contraintes au chapitre 6.1.3 - puis au chapitre 6.6. </p>\n<p>Afin de satisfaire aux exigences des sections 6.6.4 et 6.6.5 - des informations complémentaires sont disponibles dans AS3600:2018 Sup 1:2022 Section C6.6 - des vérifications et validations de la méthode ont été réalisées. Des articles individuels résumant les résultats de vérification et de validation sont disponibles au lien suivant.</p>\n<ul>\n <li><a href=\"https://www.ideastatica.com/support-center-verifications?label=detail_3d\">Vérifications : Detail 3D</a></li>\n</ul>\n<p>Étant donné qu'IDEA StatiCa Detail est un logiciel de calcul pratique, la résistance caractéristique pondérée à la compression sur cylindre à 28 jours <em>f'c</em> est utilisée pour les calculs, comme décrit dans le chapitre suivant.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"c511f1f3_9ed1_0134_2658_42f8c386f18a\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail_3d___material_models\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n4ba25740_57ee_0150_102b_dd59657e1b22\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail_3d__stress_reduction\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n25592c5e_6c98_01f1_9c47_39dc15d7d277\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background_detail_3d___strength_analys_f37d2d9\"></object>\n<p><br></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"take_idea_statica_24_0_for_a_test_drive_today\"></object>\n<h2>Vérifications et validations</h2>\n<ul>\n <li><a href=\"https://www.ideastatica.com/support-center-verifications?label=detail_3d\">Vérifications : Detail 3D</a></li>\n</ul>\n<h3>Références</h3>\n<ol>\n <li>Wu, D.; Wang, Y.; Qiu, Y.; Zhang, J.; Wan, Y.-K. Determination of Mohr–Coulomb Parameters from Nonlinear Strength Criteria for 3D Slopes. <em>Math. Probl. Eng.</em> <strong>2019</strong>, 6927654.</li>\n <li>Lelovic, S.; Vasovic, D.; Stojic, D. Determination of the Mohr-Coulomb Material Parameters for Concrete under Indirect Tensile Test. <em>Tech. Gaz.</em> <strong>2019</strong>, <em>26</em>, 412–419.</li>\n <li>Galic, M.; Marovic, P.; Nikolic, Ž. Modified Mohr-Coulomb—Rankine material model for concrete. <em>Eng. Comput.</em> <strong>2011</strong>, <em>28</em>, 853–887.</li>\n <li>Fan, Q.; Gu, S.C.; Wang, B.N.; Huang, R.B. Two Parameter Parabolic Mohr Strength Criterion Applied to Analyze The Results of the Brazilian Test. <em>Appl. Mech. Mater.</em> <strong>2014</strong>, <em>624</em>, 630–634.</li>\n</ol>"
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"value": "<h3>Introduction</h3>\n<p>En préambule, définissons l'objet de l'application. Dans la version actuelle, nous avons développé des outils et vérifié la solution uniquement pour <strong>l'ancrage de structures acier dans des blocs en béton armé simples</strong>. </p>\n<p>Le texte suivant est divisé en deux parties : les limitations de l'application et de la méthode elle-même, et les limitations de l'import depuis IDEA StatiCa Connection.</p>\n<h3>Limitations de l'application</h3>\n<h4>Béton armé</h4>\n<p>Le <strong>CSFM 3D n'est pas conçu pour le béton non armé ou le béton faiblement armé</strong>. Dans ce cas, le résultat du calcul peut conduire à des résultats trompeurs ou à une divergence du calcul non linéaire. </p>\n<p>Vous pouvez en savoir plus dans <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">les bases théoriques</a>.</p>\n<p>La principale raison pour laquelle <strong>seuls les éléments en béton armé</strong> doivent être modélisés dans l'application est que la résistance à la traction du béton est négligeable. Toutes les contraintes de traction doivent donc être reprises par le ferraillage.</p>\n<p>La deuxième raison est la suivante : dans IDEA StatiCa Detail 3D, la mécanique de la rupture n'est pas utilisée. Le modèle ne simule pas la propagation explicite des fissures et n'utilise pas les paramètres de mécanique de la rupture du béton (G_f, K_IC, forme de la surface de rupture). Le béton est modélisé comme un matériau ductile avec une branche plastique horizontale en compression — une fois que la contrainte limite de compression est atteinte, la contrainte reste constante et seules les déformations continuent d'augmenter jusqu'à une limite prescrite. En conséquence, Detail 3D peut capturer la redistribution plastique des contraintes et des déformations dans les régions D, mais ne modélise pas explicitement les mécanismes de rupture fragile régis par la mécanique de la rupture (par exemple, rupture par cisaillement pur du béton non armé, propagation instable d'une fissure dominante unique, etc.).</p>\n<figure data-asset-id=\"28eb5f80-45f6-4497-b319-314454d49641\" data-image-id=\"28eb5f80-45f6-4497-b319-314454d49641\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/8423cd38-726f-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>En résumé, vos modèles doivent être conformes à la définition du béton armé telle que présentée dans les normes internationales. <strong>Respectez les règles de ferraillage et obtenez des résultats corrects</strong>.</p>\n<h4>État Limite Ultime</h4>\n<p>Tous les calculs et vérifications normatives sont implémentés pour <strong>l'ELU uniquement</strong>. La définition des matériaux et la méthode de calcul elle-même doivent être différentes pour l'ELS. Vous pouvez observer cette différence dans Detail 2D. </p>\n<h4>Adoucissement en compression</h4>\n<p>Définissons d'abord ce qu'est l'adoucissement en compression : <strong>Le béton en compression perd sa résistance et sa rigidité lorsqu'il est simultanément fortement fissuré en traction, c'est-à-dire lorsque de grandes déformations principales de traction transversales sont présentes.</strong></p>\n<p>Dans les cas où la résistance est gouvernée par une bielle comprimée (diagonale comprimée) traversant un béton fortement fissuré, Detail 3D tend à surestimer la capacité (c'est-à-dire à être légèrement non conservateur) si le résultat est interprété directement comme la capacité ultime réelle.</p>\n<p>Pour ces raisons, le module 3D est adapté uniquement à la vérification de la résistance des ancrages dans des blocs en béton armé simples. </p>\n<p>Bien qu'il soit possible de modéliser, par exemple, un chevêtre de pieux à l'aide d'appuis sur une petite surface, la vérification n'est pas fiable car l'effet d'adoucissement devient significatif, notamment dans les problèmes liés au poinçonnement. La même situation peut se produire dans le cas d'une dalle mince avec un poteau posé dessus, et dans d'autres cas similaires.</p>\n<figure data-asset-id=\"23cbdc1a-c706-47f9-9e86-6d9372816c99\" data-image-id=\"23cbdc1a-c706-47f9-9e86-6d9372816c99\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/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>Pour ces situations, il est nécessaire d'implémenter l'adoucissement du béton, qui n'est actuellement disponible que dans le module 2D. <strong>Par conséquent, le module 3D ne peut être utilisé que pour la vérification des ruptures où cet effet n'a aucune influence.</strong></p>\n<h4>Vérification des ancrages</h4>\n<p>L'élément d'ancrage est défini comme étant capable de transférer des efforts normaux de traction ou de compression ainsi que des efforts de cisaillement, en tenant également compte de la rigidité en flexion, comme décrit dans les <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">bases théoriques</a>. </p>\n<p>Nous prenons en charge les vérifications normatives conformément aux normes applicables (<strong>EN uniquement</strong>), ainsi IDEA StatiCa Detail peut être utilisé de manière indépendante pour l'évaluation des ancrages (ancrages, ferraillage, béton). </p>\n<p>Normes implémentées : <strong>EN 1992-4, EN 1993-1-8, EN 1994-1-1 </strong></p>\n<p>Pour la vérification des autres composants de l'assemblage (soudures, platines, etc.), vous devez utiliser IDEA StatiCa Connection, où vous pouvez également effectuer la vérification complète des ancrages pour le béton non armé. L'ancrage dans Connection — avec les efforts appliqués — peut être exporté dans Detail pour la conception complémentaire du ferraillage.</p>\n<p><strong>Pour les codes ACI et australien</strong>, les vérifications normatives des ancrages en cisaillement et en cisaillement et traction <strong>ne sont pas encore implémentées</strong>, il est donc toujours nécessaire d'utiliser les deux applications pour des vérifications normatives complètes des ancrages.</p>\n<h4>Renversement</h4>\n<p>Si le chargement appliqué provoque le renversement du modèle, le calcul se poursuivra jusqu'à la divergence ou l'atteinte d'un critère. Cela prend généralement beaucoup de temps et vous obtenez le résultat suivant :</p>\n<figure data-asset-id=\"84491111-cc1f-4723-953a-509b892d8976\" data-image-id=\"84491111-cc1f-4723-953a-509b892d8976\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/2db19218-8483-49ec-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>Le pourcentage de la charge transférée est affiché. De plus, la déformation extrême est affichée dans les résultats auxiliaires.</p>\n<p>Solution de contournement : Il est recommandé de calculer d'abord tout modèle avec le multiplicateur de taille de maillage par défaut réglé sur une valeur élevée (4-5). Ce multiplicateur se trouve dans Paramètres -> Paramètres du maillage. Le calcul sera rapide et vous pourrez voir si le renversement est le problème ou non.</p>\n<p>Il est nécessaire de vérifier si le poids propre du bloc en béton est inclus, car il peut empêcher le renversement du modèle. Notez que lors de l'import depuis l'application Connection, le poids propre n'est <strong>pas</strong> automatiquement saisi dans le modèle — voir le texte ci-dessous pour plus de détails.</p>\n<h3>Limitations de l'import depuis Connection</h3>\n<h4>Contacts</h4>\n<p>En général, l'import des efforts agissant sur la platine de base par <strong>contact</strong> avec une autre platine acier n'est pas pris en charge. Cela s'applique aux deux types de contacts : bord-surface et surface-surface. En savoir plus <a href=\"https://www.ideastatica.com/support-center/10-most-important-questions-about-3d-anchoring-in-detail#contact-stress\" title=\"in this article\">dans cet article</a>.</p>\n<figure data-asset-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\" data-image-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/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>Ancrage par élément</h4>\n<p>Seuls les modèles ancrés via la platine de base peuvent être correctement importés dans l'application Detail. Pour les modèles où les éléments sont connectés directement aux blocs en béton, la platine de connexion de l'élément avec les ancrages est importée sans charges.</p>\n<figure data-asset-id=\"a6bc790a-51f0-4da8-a0ba-1af51e7a603d\" data-image-id=\"a6bc790a-51f0-4da8-a0ba-1af51e7a603d\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/8d3c9d76-58eb-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>Le poids propre n'est pas ajouté automatiquement</h4>\n<p>Le poids propre n'est pas calculé/ajouté automatiquement. Il doit être inclus manuellement dans le projet pour Detail. Cela peut principalement affecter la vérification de l'ancrage aux fondations, où le fait de ne pas prendre en compte le poids propre pourrait conduire au renversement de la fondation, comme mentionné dans le paragraphe ci-dessus.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n6f88336f_e742_01c9_5eb2_055c063d06e6\"></object>\n<h4>Types d'ancrage non pris en charge pour l'export</h4>\n<p>Les ancrages avec crochet ne sont pas pris en charge dans Detail. Une rondelle sera utilisée à la place dans le fichier exporté.</p>\n<p>La rondelle est modélisée comme un élément plaque-coque directement attaché à la tige d'ancrage, transférant la charge au béton exclusivement par contact en compression. La platine elle-même est modélisée de manière linéaire, sans plasticité, et n'est pas soumise à des vérifications de résistance. Étant donné que la tige possède une <strong>adhérence nulle</strong>, la totalité de la charge est transférée au béton par la rondelle. Plus d'informations sur les types d'ancrages sont disponibles dans l'article : <a data-item-id=\"10e87806-c370-4f36-97fd-c9eb0824350f\" href=\"\">Définition d'un ancrage unique</a>.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n63d50ba3_a451_013d_2193_aa527de47a1e\"></object>\n<h4>Combinaisons non prises en charge pour les types d'ancrages</h4>\n<p>L'application Detail ne prend pas en charge la combinaison de goujons à tête ou de ferraillage avec d'autres types d'ancrages. Ces types d'ancrages ne seront pas inclus dans le résultat. Plus d'informations sur les options de platines sont disponibles dans l'article : <a data-item-id=\"2a4f94ba-b8bb-4cab-abfc-d5c6d81e4f16\" href=\"\">Options des platines d'ancrage</a>.</p>\n<h4>Combinaison des charges importées et des charges saisies par l'utilisateur</h4>\n<p><strong>Les charges importées et les charges saisies par l'utilisateur ne peuvent pas être combinées dans un même modèle</strong>. En raison des raisons décrites dans les <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">bases théoriques</a>. Les ancrages sont importés déconnectés des platines de base. Si vous créez un cas de charge défini par l'utilisateur, il est évident que la charge ne sera pas transférée correctement.</p>\n<p>Solution de contournement : Copiez l'élément de projet importé, supprimez toutes les charges importées, interconnectez tous les ancrages avec la platine de base, puis vous pouvez saisir votre cas de charge défini par l'utilisateur.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"eb11b482_b017_01b1_fe03_0f78556b95ef\"></object>\n<h4>Plusieurs blocs en béton</h4>\n<p><strong>Un seul bloc en béton</strong> est pris en charge dans Detail. Cependant, le bloc en béton peut être modifié à l'aide du volume négatif, du plan de coupe et de l'opération de coupe. Il est donc possible de modéliser des formes plus complexes telles que des socles, des extensions de semelles filantes, des ancrages à proximité d'ouvertures, etc.</p>\n<p>Il est également possible d'importer deux blocs en béton indépendants depuis Connection, qui sont importés dans Detail comme deux entités de modèle pouvant être modifiées ultérieurement à l'aide de l'opération de coupe. </p>\n<figure data-asset-id=\"9f96c79c-33d3-4273-b411-1ad4e393715e\" data-image-id=\"9f96c79c-33d3-4273-b411-1ad4e393715e\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/356bd5ec-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=\"e07d1ec7_0a81_01ba_05ec_dd03775a13ee\"></object>\n<h4>Plus d'une platine de base dans un seul bloc </h4>\n<p>L'export de plusieurs platines de base dans un seul bloc est pris en charge, <strong>bien qu'il ne soit pas recommandé d'importer ce que l'on appelle l'ancrage en rive</strong>.</p>\n<figure data-asset-id=\"6169236b-b86e-4aa9-92c8-39b25fed9f8b\" data-image-id=\"6169236b-b86e-4aa9-92c8-39b25fed9f8b\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/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>Dans l'application Connection, le béton est modélisé de manière simplifiée à l'aide du modèle de Winkler. En revanche, le modèle de la partie acier au-dessus du bloc en béton est modélisé en détail, incluant la plasticité des matériaux. Pour une vérification plus détaillée du béton armé sous la platine de base, il est possible d'exporter la platine de base, les ancrages et les charges vers l'application Detail. Là, le béton est modélisé de manière plastique. </p>\n<p>Les ancrages sont exportés axialement déconnectés, et la charge entre eux est remplacée par une paire de forces égales et opposées (précisément en raison du manque de rigidité de la partie acier au-dessus de la platine de base). Par conséquent, il n'est pas possible que les efforts axiaux dans les ancrages changent si la couche de recouvrement dans le coin du bloc en béton devient plastique. De même, les soudures des platines de base sont exportées déconnectées, la connexion étant remplacée par des forces égales et opposées. Par conséquent, il ne peut y avoir aucun changement de contrainte sur la soudure en cas de plastification du coin en béton. </p>\n<p>Il s'ensuit qu'après l'export, bien que toutes les forces agissant sur les platines de base soient en équilibre, les conditions de déformation ne seront pas satisfaites. </p>\n<p><em>Ceci s'applique à la version actuelle 25.1.2. Cela peut différer dans les versions précédentes, car nous travaillons progressivement à la suppression de ces limitations. Vous pouvez trouver plus d'informations sur chaque version dans les </em><a data-item-id=\"e0447990-4817-41b4-8d3e-37393eb4b691\" href=\"\"><em>notes de version</em></a><em>.</em><br></p>"
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{
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{
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"url": "https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/4023796d-3e22-4772-9f4a-537bd486cf8b/Group%20of%20forces.png",
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"width": 862
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{
"description": null,
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"url": "https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/ba5a9ffc-b262-459d-8bf4-2b540e1d9a8a/Anchor%20forces.png",
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"width": 484
},
{
"description": null,
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"url": "https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/b9ef4c12-86e6-49a5-8ce6-0266bdba8290/import.png",
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"width": 1325
}
],
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"linkedItems": [
{
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},
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"elements": {
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},
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],
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},
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"value": "<p>Translation info:</p>\n<ul>\n <li>cs-CZ: Translated on 29.5.2026 12:02</li>\n <li>de-DE: Translated on 29.5.2026 12:40</li>\n <li>en-US: Never translated</li>\n <li>es-ES: Never translated</li>\n <li>fr-FR: Translated on 29.5.2026 13:18</li>\n <li>hu-HU: Never translated</li>\n <li>it-IT: Never translated</li>\n <li>ko-KR: Never translated</li>\n <li>nl-NL: Never translated</li>\n <li>pl-PL: Never translated</li>\n <li>pt-PT: Never translated</li>\n <li>ro-RO: Never translated</li>\n <li>ru-RU: Never translated</li>\n <li>th-TH: Never translated</li>\n <li>tr-TR: Translated on 25.5.2026 17:12</li>\n <li>vi-VN: Never translated</li>\n <li>zh-CN: Never translated</li>\n</ul>\n<p>Publish info:</p>\n<ul>\n <li>Publish info is available only in the main language</li>\n</ul>"
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"value": "<p>L'ancrage dans un bloc de béton simple peut être modélisé et vérifié dans IDEA StatiCa Connection. Parfois, il peut être utile ou nécessaire d'ajouter du ferraillage au bloc de béton. Bien que cette capacité ne soit pas disponible dans l'application Connection, nous avons 3D Detail. 3D Detail se concentre sur la résolution des ancrages dans les blocs de béton et sur l'analyse des éléments d'ancrage et du bloc de béton lui-même. De plus, un lien direct est mis en place entre les applications Connection et Detail pour simplifier le processus.</p>\n<figure data-asset-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\" data-image-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/6b232e1d-c718-4d2a-9df5-8f2c1ff3a967/import2.png\" data-asset-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\" data-image-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\" alt=\"\"></figure>\n<p>Les utilisateurs de Connection qui conçoivent des <strong>ancrages selon l'Eurocode</strong> peuvent <strong>importer leur modèle de Connection vers l'application avancée 3D Detail en cliquant sur un seul bouton</strong>.</p>\n<h3>Comment ça fonctionne ?</h3>\n<ul>\n <li>L'importation n'est autorisée que pour les ancrages. S'il n'y a pas de bloc de béton dans le modèle Connection, l'exportation vers Detail est désactivée (« Vérification de béton armé »).</li>\n <li>Il faut calculer le modèle dans Connection. Si les résultats ne sont pas disponibles, l'icône d'exportation (« Vérification de béton armé ») est désactivée.</li>\n <li>Un seul bloc de béton est autorisé pour l'importation/exportation.</li>\n</ul>\n<p>Pour une liste complète des limitations et des explications complémentaires, voir l'article <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">Limites connues de 3D Detail.</a></p>\n<h3>L'attache est importée, y compris</h3>\n<ul>\n <li>Bloc de béton</li>\n <li>Tiges</li>\n <li>Pied de poteau</li>\n <li>Charges</li>\n</ul>\n<p>Informations et paramètres supplémentaires définis en fonction des paramètres correspondants dans Connection :</p>\n<ul>\n <li>Transfert de cisaillement (par tiges, bêches et frottement)</li>\n <li>Matériau</li>\n <li>Type d'ancrage : <a data-item-id=\"28fda422-6776-422c-95fb-6a969235d0c0\" href=\"\">par adhérence</a> / encastré</li>\n <li>Type d'ancrage à l'extrémité : Rondelle/Droit/Crochet</li>\n <li>Coefficient de frottement</li>\n</ul>\n<h3>Comment exporter l'ancrage de Connection vers Detail</h3>\n<p>Tout d'abord, créez un modèle d'ancrage dans Connection selon l'Eurocode et cliquez sur le bouton Calculer.</p>\n<p>Lorsque les résultats existent, l'exportation des semelles est activée. En cliquant sur le bouton « <strong>Vérification de béton armé</strong> » au ruban, une boîte de dialogue demandant l'emplacement et le nom du fichier Detail nouvellement créé apparaît.</p>\n<figure data-asset-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\" data-image-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/1c03470b-eaad-464c-88cc-588cb1ccfa1c/release%20notes.png\" data-asset-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\" data-image-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\" alt=\"\"></figure>\n<p>Après une exportation réussie, le projet dans Detail est créé. La géométrie du bloc de béton et du pied de poteau, la position et les attributs des tiges et la charge sont automatiquement transférées vers Detail. L'appui superficiel situé sur la surface inférieure du bloc de béton est automatiquement créé.</p>\n<p>La partie la plus délicate de ce processus est l'importation de la charge. Pour chaque effet de charge calculé dans Connection, le cas de charge et la combinaison ELU correspondants sont automatiquement créés dans Detail.</p>\n<ul>\n <li>Le pied de poteau est chargé par des <strong>efforts dans les soudures</strong> qui sont modélisés comme un <strong>groupe d'efforts. </strong>Pour le chargement du pied de poteau lui-même, le chargement importé est représenté par un groupe d'efforts selon les contraintes dans les soudures entre le pied de poteau et les éléments en acier dans le modèle Connection.</li>\n</ul>\n<figure data-asset-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\" data-image-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/4023796d-3e22-4772-9f4a-537bd486cf8b/Group%20of%20forces.png\" data-asset-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\" data-image-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\" alt=\"\"></figure>\n<ul>\n <li>Les tiges sont modélisées et chargées indépendamment du pied de poteau et elles sont chargées axialement par des charges ponctuelles. Le chargement des tiges est représenté dans la scène par deux flèches dans les directions opposées. Une flèche représente l'effort de traction agissant uniquement sur la partie supérieure de la tige. L'autre représente l'effort de compression agissant sur le pied de poteau.</li>\n</ul>\n<figure data-asset-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\" data-image-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/ba5a9ffc-b262-459d-8bf4-2b540e1d9a8a/Anchor%20forces.png\" data-asset-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\" data-image-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\" alt=\"\"></figure>\n<p>La case à cocher « Transfert des efforts axiaux » est décochée par défaut parce que les tiges sont chargées par les efforts directement.</p>\n<figure data-asset-id=\"08317460-25d2-4a68-a94d-922ad2730096\" data-image-id=\"08317460-25d2-4a68-a94d-922ad2730096\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/b9ef4c12-86e6-49a5-8ce6-0266bdba8290/import.png\" data-asset-id=\"08317460-25d2-4a68-a94d-922ad2730096\" data-image-id=\"08317460-25d2-4a68-a94d-922ad2730096\" alt=\"\"></figure>\n<ul>\n <li>Le cisaillement est transféré selon le paramétrage dans Connection par l'une des options suivantes – tiges, bêches ou frottement. 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"value": "<h2>Qu'est-ce que Hilti PROFIS Engineering Suite ?</h2>\n<p>Hilti PROFIS Engineering Suite est un logiciel cloud destiné aux ingénieurs structure, spécialisé dans la conception et l'analyse des systèmes d'ancrage, des platines de base et des assemblages acier. Il prend en charge les normes de conception internationales telles que ACI et Eurocode, et s'intègre avec le matériel Hilti pour fournir des solutions d'ancrage optimisées.</p>\n<h3>Flux de travail FEA vers Checkbot vers PROFIS</h3>\n<figure data-asset-id=\"a1b3fafa-f348-49d5-bce1-ebf767a71370\" data-image-id=\"a1b3fafa-f348-49d5-bce1-ebf767a71370\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/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>Comment utiliser le plugin</h2>\n<p>Pour importer des données depuis un logiciel d'analyse globale vers Hilti PE, les informations sont d'abord importées dans <a data-item-id=\"caeb1a6c-2621-446f-8005-4d2799496a39\" href=\"\">Checkbot </a>via un <a data-item-id=\"4a9855d4-6081-4707-86d5-7f4ad2bb3a57\" href=\"\">lien BIM</a>. Un onglet « HILTI PROFIS » dans Checkbot facilite l'export vers le processus Hilti. En sélectionnant un nœud avec un élément ancré, les utilisateurs peuvent exporter les données directement vers Hilti PE à l'aide du bouton <strong>Exporter</strong>, garantissant un transfert précis des données structurelles pertinentes pour une analyse ultérieure.</p>\n<p>Le bouton <strong>Exporter </strong>dans Checkbot lance Hilti PE et, après connexion, crée automatiquement un nouveau projet portant le même nom que le projet Checkbot. Au sein de ce projet, une nouvelle conception est générée. </p>\n<p>L'ensemble de ce flux de travail est disponible même avec une <a data-item-id=\"b99cf334-1dde-43df-825c-71b676c3cdb5\" href=\"\">licence Basic</a> IDEA StatiCa, ce qui signifie qu'il est disponible gratuitement. La procédure d'utilisation du plugin est décrite étape par étape dans l'<a data-item-id=\"1b83d6d4-4559-40fc-b497-383d3a74494d\" href=\"\">article</a> suivant, également accessible depuis le bouton <strong>En savoir plus </strong>dans Checkbot. </p>\n<figure data-asset-id=\"640fd453-1dbc-4004-afd8-9dc8f92b56e9\" data-image-id=\"640fd453-1dbc-4004-afd8-9dc8f92b56e9\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/30cff0dd-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://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/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>Données importées dans PROFIS</h3>\n<ul>\n <li>Norme de conception internationale (code) </li>\n <li>Type de profilé et matériau </li>\n <li>Efforts internes issus des cas de charge et des combinaisons de charges</li>\n</ul>\n<h3>Limitations connues</h3>\n<ul>\n <li>La conception de l'assemblage n'est pas traitée par Hilti PE (disposition des ancrages, géométrie de la platine de base, raidisseurs, soudures)</li>\n <li>Uniquement les assemblages avec 1 élément (semelles simples)\n <ul>\n <li>Uniquement l'ancrage acier-béton</li>\n <li>Pas de conception complexe (semelle avec contreventements)</li>\n </ul>\n </li>\n <li>Hilti PE ne prend pas en charge le « miroir » des profilés pour le moment. Sur l'image ci-dessous, les cas mis en évidence montrent que la position du profilé dans PROFIS ne correspond pas à la position du profilé IDEA StatiCa par rapport à Connection au DÉBUT ou à la FIN (SCL de l'élément dans 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://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/8b9c93ea-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>En plus des <a data-item-id=\"d20b6ced-cb86-4b2c-9488-1788032ab730\" href=\"\">points forts de la version 24.0</a>, consultez la liste complète des nouvelles fonctionnalités :</p>\n<h2>Calcul des structures en acier</h2>\n<p><a data-item-id=\"07f0d4e0-790e-4ddc-82eb-6bff094488b3\" href=\"\">Modèles paramétriques dans la Connection Library</a> (patch 23.1.5)</p>\n<p><a data-item-id=\"987e0d3d-116f-47b8-8fea-cd8dde608cc3\" href=\"\">Croquis clairs définis par l'utilisateur dans le rapport</a></p>\n<p><a data-item-id=\"0248496a-4acc-4b33-8842-4afe0bd9e802\" href=\"\">Dimensionnement automatique des soudures à la ductilité</a> (patch 23.1.4)</p>\n<p><a data-item-id=\"b5fdc985-c8bd-41af-abf8-d6722fc84d43\" href=\"\">Dimensionnement automatique des soudures à l'estimation de la capacité</a></p>\n<p><a data-item-id=\"d65d8320-3860-4fbc-984c-a73163766798\" href=\"\">Soudures en rainure à pénétration partielle (PJP)</a></p>\n<p><a data-item-id=\"659f367d-2583-4cff-8e95-d103961e93bb\" href=\"\">Axes en acier</a></p>\n<p><a data-item-id=\"cc8f87c9-d20b-43dd-aa50-854bfddabc04\" href=\"\">Ancrages avec crochet/boulons en L selon AISC/ACI</a> </p>\n<p><a data-item-id=\"7e5fca20-7db7-41f7-a89f-a1bcdb4bbe67\" href=\"\">Vérification de la traction des ancrages comme option de traction des boulons (AS)</a></p>\n<p><a data-item-id=\"a22aefcd-b75f-4a55-a16e-0f1d664dd7e2\" href=\"\">Changer la langue du rapport</a></p>\n<p><a data-item-id=\"5e75040c-50fe-4c63-9b78-57ae7396de1d\" href=\"\">Option de glissement pour le bloc de fondation</a> (patch 23.1.1)</p>\n<p><a data-item-id=\"a6f88986-2d1f-4407-973c-9f1f382900ab\" href=\"\">Coupe de plaque dans des plans parallèles</a> (patch 23.1.1)</p>\n<p><a data-item-id=\"af78d64f-182b-4c58-ac7d-4f5e02505e9b\" href=\"\">Extension de l'élément par l'opération de coupe</a></p>\n<p><a data-item-id=\"e57e8357-eae9-4024-8feb-cd0ce202a389\" href=\"\">Nouvelle boîte de dialogue de modèle pour les conceptions de la Connection Library</a> (patch 23.1.2)</p>\n<p><a data-item-id=\"a0b76010-c894-49fe-9629-8ef7ed3e187c\" href=\"\">Cohérence entre les modèles Connection et Member</a></p>\n<p><a data-item-id=\"03ea11dc-fc23-454d-bda3-174d43e9cbe0\" href=\"\">Limitation des lignes courtes dans les fichiers DXF importés</a> (patch 23.1.2)</p>\n<p><a data-item-id=\"c5362247-bbd0-4f61-a0bf-d229ff2fa1aa\" href=\"\">Notifications pour les aciers à haute résistance</a></p>\n<p><a data-item-id=\"a812ce0d-b124-4e23-a47a-c23596542092\" href=\"\">Avertissement de charge hors surface dans Member</a> (patch 23.1.1)</p>\n<p><a data-item-id=\"5d596a87-216d-478c-9091-8e8f710ad06e\" href=\"\">Dimensionnement automatique des boulons au cisaillement</a></p>\n<p>La base de données de la Connection Library est passée de 400 000 à 1 000 000 d'entrées, avec de nouveaux filtres (AISC/EN,…) </p>\n<h2>Calcul des structures en béton</h2>\n<p><a data-item-id=\"382192dd-b0af-4352-b8e2-67196db3c59f\" href=\"\">Detail 3D - Semelles en béton armé</a> (BÊTA)</p>\n<p><a data-item-id=\"62787805-f419-46e2-a87d-5e9d938e10a3\" href=\"\">Detail 3D - Éléments voiles soumis à des charges générales</a> (BÊTA)</p>\n<p><a data-item-id=\"6ef53c71-e5ea-449b-86e5-e040904eac1d\" href=\"\">Import de l'ancrage depuis Connection vers Detail</a> (BÊTA)</p>\n<p><a data-item-id=\"c6a63f28-f703-4125-993e-8b2b00d61479\" href=\"\">Grille de propriétés Detail - Sélection multiple / Édition multiple</a></p>\n<p><a data-item-id=\"a1254395-e1e9-4f5f-9cb2-659d78636ef7\" href=\"\">Onglet de rapport personnalisable dans Detail</a> (patch 23.1.5)</p>\n<p><a data-item-id=\"ede447fe-7a31-421c-951b-b4b5d291ff2d\" href=\"\">API RCS pour des processus de conception rationalisés et efficaces</a> (patch 23.1.3)</p>\n<p><a data-item-id=\"9012b52a-b65e-4cfc-85a4-e9c162efad3a\" href=\"\">Insertion simplifiée des données tabulaires dans Detail</a> (patch 23.1.2)</p>\n<p><a data-item-id=\"6654c799-ecbd-4976-8353-eff77670b4fb\" href=\"\">Améliorations de l'interface utilisateur dans Detail</a> (patch 23.1.3)</p>\n<p><a data-item-id=\"95355659-ef2e-4d09-8b3c-5cc0c754a535\" href=\"\">Présentation des résultats de courbes pertinents dans des graphiques détaillés dans Detail</a> (patch 23.1.3)</p>\n<p><a data-item-id=\"fc697d71-bb97-4925-a4df-028ce07e4da4\" href=\"\">Onglet Matériaux unifié pour la gestion des sections transversales et des matériaux dans Detail</a> (patch 23.1.4)</p>\n<p><a data-item-id=\"26ad13f0-a9a6-4d9b-b4e0-2dfd6e751164\" href=\"\">SIA 262:2013 dans RCS et Beam</a></p>\n<p><a data-item-id=\"431204ff-fe93-46cb-ab0c-eb74dc6bff6d\" href=\"\">Calcul précis de la résistance au cisaillement des dalles</a> (patch 23.1.2)</p>\n<h2>BIM et Checkbot</h2>\n<p><a data-item-id=\"e6265d1f-5135-46de-91cf-05c783c4ffc8\" href=\"\">Checkbot Free - hub de conception structurelle pour tous les logiciels EF et CAO pris en charge</a></p>\n<p><a data-item-id=\"eaf4fb86-4078-4f47-8de7-162a1e35d871\" href=\"\">Checkbot prêt pour les grands projets</a></p>\n<p><a data-item-id=\"8e0407fe-f601-4810-b98b-3725be29d5e9\" href=\"\">Améliorations du Viewer</a></p>\n<p><a data-item-id=\"5f472db6-1854-4ad5-af58-135aebafeb08\" href=\"\">Interaction améliorée avec la scène 3D et gestion des propriétés dans Checkbot</a> (patch 23.1.4)</p>\n<p><a data-item-id=\"9084a334-04a2-467b-b4d1-e373b500fd15\" href=\"\">Lien Tekla BimApi disponible sur GitHub</a></p>\n<p><a data-item-id=\"c47fe8a4-faa9-45bd-9e52-346863674f26\" href=\"\">Versions prises en charge dans la version 24.0</a></p>\n<h2>Ergonomie et licences</h2>\n<p><a data-item-id=\"e9466502-2ceb-47a3-a609-499c9c072581\" href=\"\">Authentification unique (SSO)</a> </p>\n<p><a data-item-id=\"71c42530-7c6f-4d69-82ba-5848a74e0ba1\" href=\"\">Portail utilisateur - refonte & améliorations</a></p>\n<p><a data-item-id=\"eef900db-352e-4c9b-9a4c-4906627857ad\" href=\"\">Paramètres partagés pour l'ensemble de la gamme d'outils</a></p>\n<p><a data-item-id=\"681b748a-eb87-4148-8329-a31be6a2c184\" href=\"\">Gestion des erreurs avec intégration du centre de support</a> (patch 23.1.3)</p>\n<p><a data-item-id=\"27ac2cc3-d891-4fcd-af3f-ea3b93fbb440\" href=\"\">Info-bulles et liens vers le centre de support dans l'application</a></p>\n<p><a data-item-id=\"6a6fd072-8be0-48d4-9319-5a3ebf2ad0c7\" href=\"\">Raccourcis clavier dans les applications IDEA StatiCa</a></p>\n<p>Nouvelle langue portugaise (brésilien) dans les applications</p>\n<h2>Notes de version complètes</h2>\n<p>Ci-dessous, vous pouvez télécharger les <strong>Notes de version </strong>d'IDEA StatiCa 24.0 en PDF.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n4833fccc_4545_0100_9fdd_f287078dd792\"></object>"
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"value": "<h2>Points forts de la version 24.0</h2>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"d4d89e40_5709_01e0_e1c3_d63bc34af609\"></object>\n<h2>Conception d'assemblages acier</h2>\n<ul>\n <li><a data-item-id=\"07f0d4e0-790e-4ddc-82eb-6bff094488b3\" href=\"\"><strong>Modèles paramétriques</strong></a> réduisant jusqu'à 80 % les clics pour les assemblages courants. </li>\n <li><a data-item-id=\"987e0d3d-116f-47b8-8fea-cd8dde608cc3\" href=\"\"><strong>Les croquis</strong></a><strong> </strong>contiennent désormais<strong> </strong>toutes les données nécessaires aux dessinateurs (modifiables, lisibles). </li>\n <li>La base de données <strong>Connection Library</strong> est passée de 400 000 à 700 000 entrées, avec de nouveaux filtres (AISC/EN,…). </li>\n <li><a data-item-id=\"0248496a-4acc-4b33-8842-4afe0bd9e802\" href=\"\"><strong>Dimensionnement des soudures</strong></a><strong> </strong>en un clic à la pleine capacité de toutes les soudures de l'assemblage. </li>\n <li><a data-item-id=\"5d596a87-216d-478c-9091-8e8f710ad06e\" href=\"\"><strong>Dimensionnement automatique des boulons</strong></a> pour les assemblages en cisaillement.</li>\n <li><a data-item-id=\"d65d8320-3860-4fbc-984c-a73163766798\" href=\"\"><strong>Soudures PJP</strong></a> pour l'AISC</li>\n <li>Eurocode uniquement : Modélisation des <a data-item-id=\"659f367d-2583-4cff-8e95-d103961e93bb\" href=\"\"><strong>goupilles</strong></a>,<strong> </strong><a data-item-id=\"b5fdc985-c8bd-41af-abf8-d6722fc84d43\" href=\"\"><strong>optimisation des soudures</strong></a><strong> </strong>par apprentissage automatique. </li>\n <li><a data-item-id=\"cc8f87c9-d20b-43dd-aa50-854bfddabc04\" href=\"\"><strong>Ancrages avec crochet/boulons en L selon l'AISC</strong></a> (<strong>mise à jour de l'ancrage</strong> pour les codes australien/indien).</li>\n <li>Un ensemble de <a data-item-id=\"216f23aa-de26-43f7-bf03-59d5c905f88b\" href=\"\"><strong>fonctionnalités et améliorations</strong></a> pour le confort des routines de modélisation quotidiennes.</li>\n <li>Vous pouvez<strong> </strong><a data-item-id=\"a22aefcd-b75f-4a55-a16e-0f1d664dd7e2\" href=\"\"><strong>changer la langue du rapport</strong></a><strong> </strong>sans modifier la langue de l'application.</li>\n</ul>\n<h2>Conception de détails en béton</h2>\n<ul>\n <li><a data-item-id=\"382192dd-b0af-4352-b8e2-67196db3c59f\" href=\"\"><strong>Fondations</strong></a><strong> et </strong><a data-item-id=\"62787805-f419-46e2-a87d-5e9d938e10a3\" href=\"\"><strong>voiles</strong></a> utilisant le type de modèle 3D dans IDEA StatiCa Detail. Vous pouvez concevoir structurellement des fondations et des voiles chargés hors plan et observer leur comportement réel. Cette fonctionnalité est en version BÊTA et en accès anticipé, les vérifications étant encore en cours. </li>\n <li><a data-item-id=\"c6a63f28-f703-4125-993e-8b2b00d61479\" href=\"\"><strong>Modélisation intuitive</strong></a> avec modifications en masse, scène 3D plus rapide et vitesse de calcul améliorée.</li>\n <li><a data-item-id=\"a1254395-e1e9-4f5f-9cb2-659d78636ef7\" href=\"\"><strong>Rapport</strong></a><strong> </strong>entièrement personnalisable, avec<strong> </strong>base théorique et réorganisation des éléments. </li>\n <li><a data-item-id=\"6ef53c71-e5ea-449b-86e5-e040904eac1d\" href=\"\"><strong>Export</strong></a> d'une fondation depuis l'application Connection vers Detail.</li>\n <li>Quelques petites <a data-item-id=\"395f4930-13ed-462a-b2ba-1de744864390\" href=\"\"><strong>améliorations</strong></a> ayant un impact considérable sur l'application Detail.</li>\n <li>Utilisez l'<a data-item-id=\"ede447fe-7a31-421c-951b-b4b5d291ff2d\" href=\"\"><strong>API RCS pour des processus de conception rationalisés et efficaces</strong></a>.</li>\n</ul>\n<h2>BIM et Checkbot</h2>\n<ul>\n <li><a data-item-id=\"e6265d1f-5135-46de-91cf-05c783c4ffc8\" href=\"\"><strong>Version GRATUITE de Checkbot</strong></a> pour les ingénieurs, dessinateurs, ingénieurs responsables et autres utilisateurs sans licence commerciale d'IDEA StatiCa. Cela remplace les plugins CAO GRATUITS. </li>\n <li><a data-item-id=\"eaf4fb86-4078-4f47-8de7-162a1e35d871\" href=\"\"><strong>Checkbot prêt pour les grands projets</strong></a>, gérant de manière fiable les imports (<30 secondes) depuis des modèles comportant jusqu'à 1 000 nœuds et les ouvrant 50 % plus rapidement grâce à un rendu de fichiers amélioré. </li>\n <li>L'application cloud<strong> </strong><a data-item-id=\"8e0407fe-f601-4810-b98b-3725be29d5e9\" href=\"\"><strong>Viewer</strong></a> affiche désormais les effets de charge et bénéficie d'une disponibilité et d'un temps de chargement améliorés. </li>\n <li>Vérifiez la compatibilité avec votre logiciel dans la liste des <a data-item-id=\"c47fe8a4-faa9-45bd-9e52-346863674f26\" href=\"\"><strong>versions prises en charge dans la version 24.0</strong></a></li>\n</ul>\n<h2>Ergonomie et licences</h2>\n<ul>\n <li>Connexion via <a data-item-id=\"e9466502-2ceb-47a3-a609-499c9c072581\" href=\"\"><strong>Single Sign-On</strong></a> et <a data-item-id=\"71c42530-7c6f-4d69-82ba-5848a74e0ba1\" href=\"\"><strong>améliorations du portail utilisateur</strong></a> </li>\n <li><a data-item-id=\"6a6fd072-8be0-48d4-9319-5a3ebf2ad0c7\" href=\"\"><strong>Raccourcis clavier</strong></a> et <strong>une nouvelle langue</strong> (portugais brésilien) </li>\n <li><a data-item-id=\"eef900db-352e-4c9b-9a4c-4906627857ad\" href=\"\"><strong>Préférences partagées</strong></a> pour gérer les paramètres entre projets et applications </li>\n <li>Nouveaux <a data-item-id=\"681b748a-eb87-4148-8329-a31be6a2c184\" href=\"\"><strong>messages d'erreur</strong></a> et <a data-item-id=\"27ac2cc3-d891-4fcd-af3f-ea3b93fbb440\" href=\"\"><strong>info-bulles</strong></a> avec liens vers le centre d'assistance</li>\n</ul>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n094484ac_8562_012f_e23f_126cf7527c79\"></object>"
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"value": "<h2>News for Steel</h2>\n<p>What happened to all that user feedback about <strong>Tying forces </strong>and<strong> Fire design</strong>? We listened, we implemented. There are two brand new analysis types in the IDEA StatiCa Connection application.</p>\n<p>The first one looks into situations where the structural engineer has to prevent the possibility of progressive collapse of the structure. For these design states, we have developed the <strong>Horizontal tying analysis</strong>.</p>\n<p>Secondly, the designers are able to analyze steel connections and also the whole members connected together for stated temperatures, thanks to <strong>Fire design</strong> analysis present both in the IDEA StatiCa Connection and Member applications. </p>\n<p>Besides these, we have prepared many other enhancements, which will help with your everyday tasks. </p>\n<h3>IDEA StatiCa for Steel now provides:</h3>\n<ul>\n <li><a data-item-id=\"cfff8f1c-5411-4984-a448-e7868a33ac19\" href=\"\">Horizontal tying resistance</a></li>\n <li><a data-item-id=\"b0240d9a-db0c-4fb9-a633-5ac9c63ba259\" href=\"\">Fire design of steel connections</a> </li>\n <li><a data-item-id=\"102a323e-f663-4c3a-8a1e-1c95edec23c6\" href=\"\">Plate and weld clash check</a></li>\n <li><a data-item-id=\"ddfe7eda-4125-461a-b0f1-90de133d5cc6\" href=\"\">Contact can be set alongside weld </a></li>\n <li><a data-item-id=\"5f7b56de-fe8a-4896-b673-a40c966a9802\" href=\"\">Connection Browser: Properties, parameters, and filtering</a></li>\n <li><a data-item-id=\"4a6e440f-7270-4fa6-8183-6383afc8a081\" href=\"\">Operation Cut of plate redesigned</a></li>\n <li><a data-item-id=\"eed5a14c-0581-42b1-8a67-7181fb8d4fdf\" href=\"\">Timber connections: show angle to grains (since patch 22.0.1)</a></li>\n <li><a data-item-id=\"d8668cc4-a6fe-4eeb-8c1c-aa27f25400a8\" href=\"\">Dialogue redesign (since 22.0.3)</a></li>\n</ul>\n<figure data-asset-id=\"e5be481f-5e66-43a8-8573-fdbc4d74a541\" data-image-id=\"e5be481f-5e66-43a8-8573-fdbc4d74a541\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/4dd4d3e4-77f0-4c14-9801-e9183f26cca6/WaC.png\" data-asset-id=\"e5be481f-5e66-43a8-8573-fdbc4d74a541\" data-image-id=\"e5be481f-5e66-43a8-8573-fdbc4d74a541\" alt=\"\"></figure>\n<h2>News for Concrete and Prestressing</h2>\n<p>The <strong>advanced thermal analysis</strong> helps you with the fire resistance check of beams, columns, and frames subjected to the fire effects. You can now ensure an optimized and cost-effective structural design that provides the required fire safety.</p>\n<p>Is it your daily job to design and assess precast prestressed beams or walls with openings, dapped end beams, or even beams with haunches? IDEA StatiCa Detail brings<strong> the SLS code-check of prestressed concrete discontinuity regions</strong>.</p>\n<h3>IDEA StatiCa for Concrete and Prestressing now provides:</h3>\n<ul>\n <li><a data-item-id=\"33f131a1-5dc9-4467-9a54-5f2f6c65c65f\" href=\"\">Thermal analysis of members</a></li>\n <li><a data-item-id=\"28fd1c38-7b30-42ca-bcf1-b8346eb6c67d\" href=\"\">SLS checks of prestressed discontinuity regions</a></li>\n <li><a data-item-id=\"75939d40-03e9-4f66-a874-360f72207ee2\" href=\"\">Automatized mesh refinement around openings</a></li>\n <li><a data-item-id=\"d31f3bb4-0f45-4f77-85ba-0ddc387ac1ad\" href=\"\">Nonlinear analysis of tapered beams and columns</a></li>\n <li><a data-item-id=\"eac075cc-9e8a-4d0b-b678-e94b527863df\" href=\"\">Code-check of whole frames in IDEA StatiCa Member</a></li>\n</ul>\n<figure data-asset-id=\"49fef8a0-9905-4f0a-a274-2759941b3f32\" data-image-id=\"49fef8a0-9905-4f0a-a274-2759941b3f32\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/e0f972a7-ab14-4625-828c-81611d046bc6/Fire%20performance%20of%20concrete%20structures%20via%20advanced%20thermal%20analysis%20in%20IDEA%20StatiCa%20Member.png\" data-asset-id=\"49fef8a0-9905-4f0a-a274-2759941b3f32\" data-image-id=\"49fef8a0-9905-4f0a-a274-2759941b3f32\" alt=\"\"></figure>\n<h2>News for BIM links</h2>\n<p>In version 22.1 we focused on polishing the way how the information is coming to us from 3rd party applications resulting in a new <strong>BIMApi interface</strong>. This not only gives better stability and power of the <strong>Checkbot</strong> but also eases the job for other developers and companies willing to connect to IDEA StatiCa applications. </p>\n<p>Besides this major improvement, a whole package of <strong>useful enhancements</strong> for practical use of the Checkbot app is brought in version 22.1.</p>\n<h3>IDEA StatiCa Checkbot now provides:</h3>\n<ul>\n <li><a data-item-id=\"ea0b438a-e3a5-41df-98f0-2799b327367d\" href=\"\">Checkbot improvements in 3D Scene</a></li>\n <li><a data-item-id=\"4550e63c-184d-4f6c-a892-4e45aba41f33\" href=\"\">Structural model improvements</a></li>\n <li><a data-item-id=\"969fd0a6-9b68-499c-a9f2-c2c840fb7e30\" href=\"\">New BIM-Api workflow</a></li>\n</ul>\n<figure data-asset-id=\"50683879-9dcb-4b38-aeb3-bcce1644c767\" data-image-id=\"50683879-9dcb-4b38-aeb3-bcce1644c767\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/7b903ded-0a1d-4d1c-99a7-115d869398db/Checkbot%20BIMApi.png\" data-asset-id=\"50683879-9dcb-4b38-aeb3-bcce1644c767\" data-image-id=\"50683879-9dcb-4b38-aeb3-bcce1644c767\" alt=\"\"></figure>\n<h3>Webinar recording</h3>"
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"value": "<p>Publié le 9 mars 2026</p>\n<table><tbody>\n <tr><td><strong>Toutes les applications</strong></td><td> </td></tr>\n <tr><td><strong>Cas #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00066491</td><td>Un problème lié à des boutons manquants dans le portail utilisateur a été corrigé</td></tr>\n <tr><td><strong>Beam</strong></td><td> </td></tr>\n <tr><td><strong>Cas #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00068955</td><td>Le problème lié au ferraillage longitudinal minimal dans Beam/RCS lors de la sélection de l'Annexe Nationale néerlandaise est résolu</td></tr>\n <tr><td>00069166</td><td>Le problème lié à l'omission de la valeur fck définie par l'utilisateur dans l'analyse de déversement dans l'application Beam a été résolu</td></tr>\n <tr><td>00069251</td><td>Le problème lié à la présentation des résultats dans l'analyse de déversement dans l'application Beam a été résolu</td></tr>\n <tr><td><strong>Liens BIM / Checkbot</strong></td><td> </td></tr>\n <tr><td><strong>Cas #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00066108</td><td>Le problème de non-enregistrement a été corrigé</td></tr>\n <tr><td>00068841</td><td>Un problème lié à une affectation incorrecte d'excentricité dans Checkbot a été corrigé</td></tr>\n <tr><td>00069031</td><td>Correction d'un bug où les résultats de l'analyse de rigidité d'un modèle d'assemblage ouvert depuis l'application Checkbot différaient de ceux du même modèle d'assemblage créé depuis zéro dans l'application Connection</td></tr>\n <tr><td>00069165</td><td>Un problème lié à une affectation incorrecte d'excentricité dans Checkbot a été corrigé</td></tr>\n <tr><td>00069250</td><td>Correction d'un bug lors de l'exportation de plusieurs assemblages vers plusieurs fichiers</td></tr>\n <tr><td>00069413</td><td>Le message d'erreur « Object reference not set to an instance of an object » était causé par un paramètre de langue différent de l'anglais, mais le problème a désormais été résolu</td></tr>\n <tr><td>00069554</td><td>Le problème lié aux boulons manquants après une importation en masse depuis Advance Steel a été corrigé</td></tr>\n <tr><td>00069600</td><td>Le problème où les éléments surchargés en phase de conception étaient incorrectement affichés comme satisfaisants dans le tableau récapitulatif des résultats a été résolu</td></tr>\n <tr><td>00069819</td><td>Un problème lié à des excentricités différentes des éléments affichées dans l'application Checkbot et dans l'application Connection ouverte depuis le modèle Checkbot</td></tr>\n <tr><td>00069859</td><td>Le problème d'échec de l'exportation depuis l'application BIM a été corrigé</td></tr>\n <tr><td><strong>Connection</strong></td><td> </td></tr>\n <tr><td><strong>Cas #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00068425</td><td>Le problème lié à l'orientation du raidisseur et des chanfreins dans le profilé UNP est corrigé</td></tr>\n 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"value": "<p>Publié le 13 janvier 2026</p>\n<table><tbody>\n <tr><td><strong>Toutes les applications</strong></td><td> </td></tr>\n <tr><td><strong>Cas #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00067874</td><td>Un problème empêchant le démarrage de l'application a été corrigé</td></tr>\n <tr><td><strong>Beam</strong></td><td> </td></tr>\n <tr><td><strong>Cas #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00067589</td><td>Des erreurs dans le modèle Beam ont été résolues</td></tr>\n <tr><td>00068280</td><td>L'application RCS lancée depuis Beam ne pouvait pas enregistrer le projet RCS sur le disque dur via la fonction Enregistrer sous. Problème corrigé</td></tr>\n <tr><td>00068481</td><td>Une erreur dans l'analyse avancée du déversement a été résolue</td></tr>\n <tr><td><strong>BIM/Checkbot</strong></td><td> </td></tr>\n <tr><td><strong>Cas #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00066146</td><td>Lien BIM STAAD.Pro corrigé</td></tr>\n <tr><td>00066953</td><td>Un problème lors de l'importation d'assemblages depuis Advance Steel 2026 a été corrigé</td></tr>\n <tr><td>00067275</td><td>La rotation incorrecte des éléments lors du processus d'importation SAP2000/ETABS dans Checkbot a été corrigée</td></tr>\n <tr><td>00067291</td><td>Un problème lors de l'importation d'assemblages depuis Advance Steel 2025 a été corrigé</td></tr>\n <tr><td>00067562</td><td>Le problème de paramètres de rapport incorrects lors de l'ouverture de Connection depuis Checkbot après avoir défini les paramètres de rapport dans les paramètres du projet via le Launcher a été corrigé</td></tr>\n <tr><td>00067759</td><td>Le problème de paramètres de matériaux incorrects lors de l'ouverture de Connection depuis Checkbot après avoir défini les matériaux par défaut dans les paramètres du projet via le Launcher a été corrigé</td></tr>\n <tr><td>00068402</td><td>L'erreur de référence d'objet survenant lors de la tentative de modification du nom d'assemblage dans Checkbot a été corrigée</td></tr>\n <tr><td><strong>Connection</strong></td><td> </td></tr>\n <tr><td><strong>Cas #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00066145</td><td>L'image de déformation pour les sections transversales générales a été corrigée</td></tr>\n <tr><td>00066792</td><td>Une faute de frappe dans le rapport Connection pour les projets Eurocode (EN) dans la vérification de l'interaction des efforts de traction et de cisaillement dans le béton (VRd,cb au lieu de VRd,cp) a été corrigée</td></tr>\n <tr><td>00066829</td><td>Le bug provoquant des caractéristiques de section transversale incorrectes pour les sections mixtes a été résolu</td></tr>\n <tr><td>00066890</td><td>La cause principale a été identifiée et corrigée pour éviter l'échec à l'ouverture</td></tr>\n <tr><td>00067043</td><td>Un problème de modélisation des encoches pour les éléments inclinés a été corrigé</td></tr>\n <tr><td>00067163</td><td>Des défaillances aléatoires au démarrage de l'application dues à un conflit avec un logiciel tiers ont été corrigées</td></tr>\n <tr><td>00067174</td><td>Le problème a été corrigé en empêchant la soudure d'être créée 2 fois</td></tr>\n <tr><td>00067196</td><td>Le problème d'ordre des éléments dans le rapport a été résolu</td></tr>\n <tr><td>00067324</td><td>Un problème de positionnement des images dans le rapport a été corrigé</td></tr>\n <tr><td>00067369</td><td>Le problème d'édition d'une plaque DXF a été résolu</td></tr>\n <tr><td>00067395</td><td>L'erreur indiquant que la séquence ne contient aucun élément correspondant a été corrigée</td></tr>\n <tr><td>00067480</td><td>L'application du modèle d'éclisse en tête de profilé acier a été corrigée</td></tr>\n <tr><td>00067647</td><td>La lettre Ł est désormais activée</td></tr>\n <tr><td>00067769</td><td>Le problème d'échec de l'analyse de flambement pour l'assemblage articulé a été corrigé</td></tr>\n <tr><td>00067814</td><td>L'erreur indiquant que la séquence ne contient aucun élément correspondant a été résolue dans l'application Connection</td></tr>\n <tr><td>00067897</td><td>Le problème était causé par le même bug qui provoquait des caractéristiques de profil incorrectes pour les sections mixtes, et a été résolu. Le résultat de rigidité inattendu a également été résolu par la suite</td></tr>\n <tr><td>00067900</td><td>Le problème de tableau de résultats vide pour les boulons préchargés dans le code CSA a été résolu</td></tr>\n <tr><td>00068001</td><td>L'erreur lors de la génération du rapport a été résolue</td></tr>\n <tr><td><strong>Detail</strong></td><td> </td></tr>\n <tr><td><strong>Cas #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00067572</td><td>Le rapport détaillé dans Detail 2D ne se générait pas ; le problème est corrigé</td></tr>\n <tr><td>00067730</td><td>Le problème de différence entre VRd,s dans Connection et Detail 3D est corrigé</td></tr>\n <tr><td>00067871</td><td>Le problème d'une erreur de non-conformité indiquant que le diamètre de la tête doit être au moins 1,2 fois le diamètre de la tige, alors que ce n'était pas le cas, a été corrigé</td></tr>\n <tr><td>00068014</td><td>La cause était un bug dans l'enregistrement des résultats. 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"value": "<p>Publié le 21 octobre 2025</p>\n<table><tbody>\n <tr><td><strong>Toutes les applications</strong></td><td> </td></tr>\n <tr><td><strong>Cas #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00059985</td><td>Le problème d'impression PDF via l'API a été corrigé</td></tr>\n <tr><td>00064739</td><td>Correction d'un problème qui empêchait d'enregistrer une goupille dans la bibliothèque MPRL avec un matériau défini par l'utilisateur assigné à la goupille</td></tr>\n <tr><td><strong>Beam</strong></td><td> </td></tr>\n <tr><td><strong>Cas #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00064818</td><td>Le problème empêchant le lancement du calcul dans un projet Beam a été corrigé</td></tr>\n <tr><td>00065001</td><td>Le problème avec le rapport détaillé dans Beam a été résolu</td></tr>\n <tr><td>00065066</td><td>Le problème avec les combinaisons non assignées dans l'application Beam a été résolu</td></tr>\n <tr><td>00065205</td><td>Le rapport ne se générait pas avec certains paramètres spécifiques, ce qui a été corrigé</td></tr>\n <tr><td>00065212</td><td>Problème de calcul des pertes par relaxation pour un matériau modifié par l'utilisateur résolu</td></tr>\n <tr><td>00065317</td><td>Le bug avec le récapitulatif et les vérifications manquants pour l'analyse de déversement a été corrigé</td></tr>\n <tr><td>00065560</td><td>Les résultats pour la méthode simplifiée d'analyse du déversement ont été clarifiés</td></tr>\n <tr><td><strong>Liens BIM</strong></td><td> </td></tr>\n <tr><td><strong>Cas #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00063524</td><td>Import Tekla Structures - problème d'orientation inversée du profil en T corrigé</td></tr>\n <tr><td>00063736</td><td>Le lien BIM avec Autodesk Revit 2024.3.3 est fonctionnel</td></tr>\n <tr><td>00064330</td><td>Un problème avec le menu inactif après un calcul par lot a été corrigé</td></tr>\n <tr><td>00064374</td><td>Correction de l'ouverture d'un projet Checkbot avec une configuration béton au lieu d'une configuration acier</td></tr>\n <tr><td>00064600</td><td>Un problème de synchronisation des données avec RFEM a été corrigé</td></tr>\n <tr><td>00064608</td><td>Le problème avec les liens BIM entre IDEA et Robot a été résolu en envoyant les enregistrements exportés du registre</td></tr>\n <tr><td>00064670</td><td>Un problème avec le statut de l'assemblage après un calcul par lot a été corrigé</td></tr>\n <tr><td>00065187</td><td>Le nouveau correctif d'AD 2026 est entièrement fonctionnel et compatible avec IDEA StatiCa 25.1</td></tr>\n <tr><td>00065322</td><td>La table de conversion convertit correctement les sections transversales</td></tr>\n <tr><td>00065503</td><td>Le problème d'importation des sections depuis Robot a été corrigé</td></tr>\n <tr><td>00065528</td><td>Le problème d'importation des sections depuis Robot a été corrigé</td></tr>\n <tr><td>00059739</td><td>Les modifications apportées aux boulons dans l'onglet Matériaux sont automatiquement appliquées à tous les assemblages du projet</td></tr>\n <tr><td>00064802</td><td>Le problème d'importation des sections RHS depuis SCIA a été résolu</td></tr>\n <tr><td>00065312</td><td>L'erreur d'exportation vers Checkbot depuis Staad est maintenant corrigée</td></tr>\n <tr><td>00065346</td><td>Le problème d'application d'un modèle depuis la bibliothèque d'assemblages personnelle a été corrigé</td></tr>\n <tr><td>00065447</td><td>Problème de groupement dans Checkbot corrigé</td></tr>\n <tr><td><strong>Connection</strong></td><td> </td></tr>\n <tr><td><strong>Cas #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00062711</td><td>Le problème de transfert incorrect du nom de l'élément lors de la création d'un nouvel assemblage a été résolu</td></tr>\n <tr><td>00062822</td><td>Un problème avec les paramètres de langue après l'export IFC a été corrigé</td></tr>\n <tr><td>00063084</td><td>La vérification incomplète des ancrages en crochet a été corrigée</td></tr>\n <tr><td>00063376</td><td>L'erreur lors de l'enregistrement des assemblages dans la Connection Library a été résolue</td></tr>\n <tr><td>00063500</td><td>Le problème où toutes les plaques dans l'éditeur de section transversale générale portaient le même nom a été résolu</td></tr>\n <tr><td>00063715</td><td>Ajout d'une non-conformité d'erreur d'analyse pour les modèles où la soudure n'est pas créée correctement</td></tr>\n <tr><td>00063995</td><td>Correction de la méthode d'alignement de la plaque de raidissement Élément LCS / Par angles</td></tr>\n <tr><td>00064062</td><td>Correction de l'affichage des trous oblongs dans l'éditeur</td></tr>\n <tr><td>00064121</td><td>Les divergences entre les températures dans les versions 24 et 25.1 ont été corrigées</td></tr>\n <tr><td>00064160</td><td>L'erreur avec l'opération d'éclissage et les sections en cornière est corrigée</td></tr>\n <tr><td>00064612</td><td>La coupe d'un élément continu par un élément NVOL produisait une erreur, corrigée pour tous les types d'éléments</td></tr>\n <tr><td>00064667</td><td>Le problème avec l'opération de coupe dans l'opération de platine d'extrémité décalée a été corrigé</td></tr>\n <tr><td>00064906</td><td>Le problème avec les soudures en angle a été corrigé</td></tr>\n <tr><td>00065134</td><td> </td></tr>\n <tr><td>00065135</td><td>Correction du détaillage des boulons (distances minimales aux bords) dans les codes de calcul AISC et CSA</td></tr>\n <tr><td>00065197</td><td>Le facteur de réduction de la plaque de remplissage dans le code de calcul IS a été corrigé</td></tr>\n <tr><td>00065406</td><td>Message explicatif « interaction de la vérification traction et cisaillement » dans AISC amélioré</td></tr>\n <tr><td>00065437</td><td>Le problème de contact entre les plaques dans la poutre SFB a été résolu par une solution de contournement utilisant des définitions de contact supplémentaires</td></tr>\n <tr><td>00065513</td><td>Le problème avec les conditions aux limites incorrectes après l'import depuis RFEM vers Checkbot a été résolu</td></tr>\n <tr><td>00065638</td><td>L'opération PCUT coupe l'extrémité libre (où se trouvent les bords appuyés et où la charge est appliquée) de l'élément M6. 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"value": "<p>Publiée le 13 juin 2025</p>\n<table><tbody>\n <tr><td><strong>Toutes les applications</strong></td><td> </td></tr>\n <tr><td><strong>Cas #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00059938</td><td>Le problème avec la suppression de matériau pas utilisé a été résolu</td></tr>\n <tr><td><strong>Beam</strong></td><td> </td></tr>\n <tr><td><strong>Cas #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00060278</td><td>Les données manquantes dans le tableau de conception de tendon marchent encore une fois</td></tr>\n <tr><td><strong>Liens BIM</strong></td><td> </td></tr>\n <tr><td><strong>Cas #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00059655</td><td>Le problème d'importation des éléments de RFEM5 est corrigé</td></tr>\n <tr><td>00060124</td><td>Regroupement de nœuds identiques mais symétriques dans Checkbot importés par XML a été corrigé</td></tr>\n <tr><td>00060566</td><td>Le problème d'importation de bloc de béton a été corrigé</td></tr>\n <tr><td>00060570</td><td>Combinaisons d'enveloppe dans SCIA Engineer contenant des cas de charge avec un « cas de charge maître » ne sont pas combinées correctement après l'importation vers IDEA StatiCa Checkbot à cause d'information manquante dans le fichier SAF. Informations ajoutées dans l'article Limites connues</td></tr>\n <tr><td>00060575</td><td>Le problème d'importation d'élément précontraint a été corrigé</td></tr>\n <tr><td>00060733</td><td>Les excentricités n'étaient pas transférées de Checkbot vers Connection. Le problème a été corrigé</td></tr>\n <tr><td>00060854</td><td>Le problème des boulons manquants dans le fichier d'importation unique de Tekla a été corrigé</td></tr>\n <tr><td>00060865</td><td>Le problème des boulons manquants dans le fichier d'importation unique de Tekla a été corrigé</td></tr>\n <tr><td>00061564</td><td>Le problème de rotation incorrecte de profil a été corrigé</td></tr>\n <tr><td>00061664</td><td>Le problème d'importation d'effet de charge a été corrigé</td></tr>\n <tr><td><strong>Connection</strong></td><td> </td></tr>\n <tr><td><strong>Cas #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00058960</td><td>Un problème avec voilement a été identifié quand le modèle de pied de poteau contient une articulation et une bêche. Cela a été résolu</td></tr>\n <tr><td>00059189</td><td>Une singularité causée par la définition des soudures a été corrigée</td></tr>\n <tr><td>00059264</td><td>La coupe de platine n'était pas effectuée correctement. Il y avait un problème avec la soudure bout à bout entre le raidisseur et l'arc de l'élément. L'opération COUPE a été corrigée</td></tr>\n <tr><td>00059429</td><td>Un problème avec la vérification des éléments surchargés dans Connection a été corrigé</td></tr>\n <tr><td>00059972</td><td>Dans les assemblages préqualifiés, la vérification des principes de construction de plaque de doublure n'a pas été identifiée. 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Le comportement est causé par les changements dans la v25 où la longueur du superélément change. À cause de cela, la rigidité rotationnelle de la poutre est beaucoup plus petite, ce qui influence le calcul de rigidité</td></tr>\n <tr><td>00061160</td><td>Un problème avec l'affichage des trous a été corrigé</td></tr>\n <tr><td>00061352</td><td>Pas un bogue, la cause de ce comportement est visible dans le schéma axial où le diagramme de moment pour le cas de charge est affiché</td></tr>\n <tr><td>00061354</td><td>Les élargisseurs dans l'opération avec le même nom n'ont pas été formés correctement. Le bogue a été corrigé</td></tr>\n <tr><td>00061450</td><td>L'unité de 'taille de soudure' dans l'onglet Paramètres recalcule la taille de la soudure. L'utilisateur doit alors définir l'épaisseur de soudure s'il utilise le type d'unité 'taille de soudure'.</td></tr>\n <tr><td>00061508</td><td>Un problème avec la publication de modèle dans Connection Library a été corrigé</td></tr>\n <tr><td>00061697</td><td>Une erreur en publiant des modèles d'assemblage avec un ancrage par bêche dans Connection Library a été corrigée</td></tr>\n <tr><td>00061751</td><td>Une remarque sur les types de soudures changés dans le Résumé a été corrigé</td></tr>\n <tr><td><strong>Detail</strong></td><td> </td></tr>\n <tr><td><strong>Cas #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00059066</td><td>Aucune charge n'a été appliquée à un modèle inhabituel dans Detail 3D et le calcul s'est arrêté sans informations. L'exportation des efforts de Connection a été modifiée</td></tr>\n <tr><td>00059668</td><td>La grille des attributs n'a pas fonctionné correctement et le modèle n'était pas appliqué aux changements des diamètres des tiges. 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Le problème était lié au bouton manquant de contrainte initiale dans la grille des attributs</td></tr>\n <tr><td>00061245</td><td>Les attributs incorrects du béton 65MPa dans la norme australienne ont été corrigés</td></tr>\n <tr><td>00061312</td><td>Un problème d'impossibilité d'exporter un pied de poteau à l'application 3D Detail de Connection a été résolu</td></tr>\n <tr><td>00061784</td><td>Un problème de définition de distance de ferraillage dans Detail a été corrigé</td></tr>\n <tr><td><strong>Member</strong></td><td> </td></tr>\n <tr><td><strong>Cas #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00060284</td><td>Un problème avec le changement de matériau après enregistrement et réouverture du projet a été corrigé</td></tr>\n <tr><td>00061138</td><td>Un problème avec des appuis non fonctionnels sur les éléments associés par des nœuds intermédiaires d'un élément continu analysé dans Member pour béton a été corrigé</td></tr>\n <tr><td><strong>RCS</strong></td><td> </td></tr>\n <tr><td><strong>Cas #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00060047</td><td>Un message d'avertissement a été ajouté dans RCS quand l'annexe national néerlandais est choisi + élément de compression + méthode de courbure nominale pour le calcul des effets de second ordre que cette méthode n'est pas autorisée selon l'annexe néerlandais</td></tr>\n <tr><td>00061593</td><td>L'erreur en essayant de changer les attributs de matériaux dans RCS est corrigée</td></tr>\n <tr><td>00061868</td><td>Il n'était pas possible de démarrer API RCS pour la licence de béton. 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"value": "<p>Released June 26, 2024</p>\n<table><tbody>\n <tr><td><strong>All applications</strong></td><td> </td></tr>\n <tr><td><strong>Case #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00048129</td><td>Pasting of coordinates from clipboard when creating cold-formed profile has been fixed</td></tr>\n <tr><td>00048890</td><td>Improved the smallest distance of nodes for DXF import</td></tr>\n <tr><td><strong>Beam</strong></td><td> </td></tr>\n <tr><td><strong>Case #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00048373</td><td>Fixed random crash during the calculation of a concrete beam</td></tr>\n <tr><td>00049576</td><td>The issue with dxf import has been fixed</td></tr>\n <tr><td><strong>BIM links</strong></td><td> </td></tr>\n <tr><td><strong>Case #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00047358</td><td>The patch of SAP 2000 25.2.0 has been tested and is compatible with the latest version of IDEA StatiCa</td></tr>\n <tr><td>00047796</td><td>Corrected import of internal forces from RFEM 6.06.0002 causing unbalanced forces in connection models</td></tr>\n <tr><td>00048050</td><td>An issue with the import of members from RFEM6 has been fixed</td></tr>\n <tr><td>00048249</td><td>An issue with starting Checkbot from Tekla has been fixed</td></tr>\n <tr><td>00048623</td><td>An issue with the import of members from SAFthe file has been fixed</td></tr>\n <tr><td>00049183</td><td>An issue with incorrect rotation of the angle profile imported from Tekla has been fixed</td></tr>\n <tr><td>00049251</td><td>Fixed ability to calculate connection directly from Checkbot</td></tr>\n <tr><td><strong>Connection</strong></td><td> </td></tr>\n <tr><td><strong>Case #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00045359</td><td>The difference between models could be explained; 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"value": "<p>Released November 21, 2023</p>\n<table><tbody>\n <tr><td><strong>All applications</strong></td><td> </td></tr>\n <tr><td><strong>Case #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00042379</td><td>Crashes of the reinforcement editor during material edit were fixed</td></tr>\n <tr><td><strong>Beam</strong></td><td> </td></tr>\n <tr><td><strong>Case #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00041323</td><td>Additional information about how increments R(i) are converted into internal forces were provided</td></tr>\n <tr><td>00042090</td><td>The problem with wrong deformations and internal forces in TDA analysis when changing the position of supports was fixed</td></tr>\n <tr><td><strong>BIM links</strong></td><td> </td></tr>\n <tr><td><strong>Case #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00029824</td><td>Orientation of cross-section type AEP/AUP is now imported correctly from Robot </td></tr>\n <tr><td>00039574</td><td>Fix in reading the correct load into Connection from Checkbot</td></tr>\n <tr><td>00039989</td><td>Fixed labels of combinations in Results</td></tr>\n <tr><td>00040308</td><td>The issue with importing combinations from Checkbot to Connection has been fixed</td></tr>\n <tr><td>00041378</td><td>The problem with the SFK error message when exporting Checkbot has been solved</td></tr>\n <tr><td>00041812</td><td>Incorrect display of bolts and welds corrected</td></tr>\n <tr><td>00041847</td><td>An issue with a disconnected network drive has been identified and the error trapped</td></tr>\n <tr><td>00041963</td><td>Improved warning message in Checkbot, when exporting to SAF file in Scia Engineer fails</td></tr>\n <tr><td>00042017</td><td>An issue with missing bolts in a connection import from Advance Steel has been fixed</td></tr>\n <tr><td>00042056</td><td>The issue with the BIM link for Axis7 has been fixed</td></tr>\n <tr><td><strong>Connection</strong></td><td> </td></tr>\n <tr><td><strong>Case #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00040605</td><td>The ACI code check for the concrete sideface blowout was fixed. 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More transparent code-check for the users</td></tr>\n <tr><td>00034627</td><td>Automatic numbering of added subregions was fixed</td></tr>\n <tr><td>00035016</td><td>The issue with the specific length of corbel has been fixed</td></tr>\n <tr><td><strong>Member</strong></td><td> </td></tr>\n <tr><td><strong>Case #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00033084</td><td>Support options for analyzed members that do not have any effect hidden and left only for the related members</td></tr>\n <tr><td>00035162</td><td>The bug with switching inter foces values of Vy and Vz when importing load effects from one connection project to another for members with channel sections resolved</td></tr>\n <tr><td><strong>RCS</strong></td><td> </td></tr>\n <tr><td><strong>Case #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00034121</td><td>The parameteres of the steel were corrected. 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"value": "<p>Released 20-12-2021</p>\n<table><tbody>\n <tr><td><strong>Beam</strong></td><td> </td></tr>\n <tr><td><strong>Case #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00020200</td><td>The application displayed an incorrect value of maximal compressive stress. Fixed.</td></tr>\n <tr><td>00020345</td><td>The precision of iteration was increased for RCS application and also for bridge load rating analysis. </td></tr>\n <tr><td>00020639</td><td>The report of bridge load rating was fixed for selected design groups in IDEA StatiCa BIM.</td></tr>\n <tr><td>00020724</td><td>The trouble with the Support button in the Italian language. 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"urlSlug": "gmnia-solver-extended-to-shear-and-torsion-effects",
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},
{
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"urlSlug": "notes-de-publication-idea-statica-22-1",
"type": "support_center_article"
},
{
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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": "superelements-condenses-invisibles-mais-essentiels",
"type": "blog_post"
},
{
"codename": "differences_in_results_between_version_21_and_olde",
"linkId": "d6b52773-3d62-47c6-b200-ea5d94f669b8",
"urlSlug": "analysis-model-improvements-in-idea-statica-version-21-0",
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{
"codename": "release_notes_idea_statica_21_0_d5c25f3",
"linkId": "d5c25f3a-9cbb-47f7-b5a8-57d34bfb7e50",
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{
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{
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{
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"linkId": "26804761-f112-4709-a9a5-4f54410ddc34",
"urlSlug": "bolt-bearing-distances-for-eurocode",
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{
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"urlSlug": "connecting-plate-eccentricity",
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{
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"linkId": "28c5e551-7dcf-4aed-93a1-97e001d6f3bc",
"urlSlug": "release-notes-idea-statica-steel-20-1",
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{
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"urlSlug": "release-notes-idea-statica-concrete-20-1",
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"urlSlug": "release-notes-idea-statica-steel-20",
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{
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"value": "<h2>Compatibilité des versions</h2>\n<p>La version du logiciel IDEA StatiCa (par exemple 22.1.3.0789) est décrite par un numéro composé de la version majeure (22), la version mineure (.1), le numéro de correctif (.3) et le numéro de build (.0789).</p>\n<p>Chaque version majeure et mineure des applications IDEA StatiCa modifie les données du projet et les rend impossibles à utiliser dans les versions précédentes. Cela signifie que si vous créez ou enregistrez un projet dans la version 22.1, vous ne pouvez pas l'ouvrir dans la version 22.0.</p>\n<p>Cependant, les correctifs de la même version sont compatibles, donc si vous créez ou sauvegardez un projet dans le correctif 22.1.3, vous pouvez toujours l'ouvrir dans le correctif 22.1.0.</p>\n<p>Le <a data-item-id=\"5b39bcd0-4f5e-463d-9ef7-b6dd5cdf58ee\" href=\"\">Viewer</a> génère toujours des fichiers de projet dans la dernière version de IDEA StatiCa et le dernier correctif publié.</p>\n<h2>Ouvrir un ancien projet dans une version plus récente</h2>\n<p>Les modèles conçus dans des versions antérieures de IDEA StatiCa peuvent présenter des différences lorsque vous passez à la version la plus récente. Lors de la mise à jour vers une version plus récente du programme, vous pouvez rencontrer certaines différences associées à l'ouverture de modèles créés dans des versions antérieures.</p>\n<p>Pour vous tenir au courant, veuillez lire les <a href=\"https://www.ideastatica.com/support-center-release-notes\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">notes de publication</a> pour chaque version majeure et mineure publiée, ainsi que les mises à jour des correctifs et les <a data-item-id=\"26e29f8c-f439-430a-8ffd-f16af55d4c31\" href=\"\">listes des bogues résolus</a>.</p>\n<p>Vous trouverez ci-dessous une liste des principales modifications apportées à chaque nouvelle version du programme qui peuvent entraîner des changements des résultats :</p>\n<h3>Changements dans la version 25.0</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"19493ffb-f7cc-4070-8da9-7de73a4104fb\" href=\"\">Analyse géométrique non linéaire</a> (GMNA)</li>\n <li><a data-item-id=\"39838f72-2f1e-4385-9393-952efa63dc20\" href=\"\">Zone d'épandage de soudure</a></li>\n</ul>\n<p>Lire les <a data-item-id=\"4092856c-6824-4dcf-b42e-4a7a9b561c83\" href=\"\">points principaux</a> et la <a data-item-id=\"16ee2c44-5334-4be9-8cc8-5100e7211880\" href=\"\">liste complète des améliorations</a> dans les Notes de publication de IDEA StatiCa 25.0.</p>\n<h3>Changements dans la version 24.1</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"4788d48e-6df5-4028-b282-8699303315b0\" href=\"\">Sélection automatique de la norme pour la vérification d'ancrage</a></li>\n <li><a data-item-id=\"939df342-cb53-4862-aef6-f71038dcbd91\" href=\"\">Amélioration du maillage autour des trous de boulons et articulations</a></li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n <li><a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\">3D Detail est sorti de BETA</a> et vérifié pour l'ancrage</li>\n <li><a data-item-id=\"9cbe085e-7b89-4860-a28d-33fe19f1c4ae\" href=\"\">Transfert de cisaillement</a> à travers les tiges, bêches et frottement</li>\n <li><a data-item-id=\"d575da28-1aec-48ce-859e-9a977926e976\" href=\"\">Déversement</a> (Eurocode uniquement)</li>\n</ul>\n<p>Lire les <a data-item-id=\"2930d8aa-f173-4be0-a2eb-6142785d5361\" href=\"\">points principaux</a> et la <a data-item-id=\"17d58b3b-ad50-4d8b-9be5-8c387010e618\" href=\"\">liste complète des améliorations</a> dans les Notes de publication de IDEA StatiCa 24.1.</p>\n<h3>Changements dans la version 24.0</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"a812ce0d-b124-4e23-a47a-c23596542092\" href=\"\">Avertissement de charge hors surface dans Member</a> (correctif 23.1.1)</li>\n <li><a data-item-id=\"af78d64f-182b-4c58-ac7d-4f5e02505e9b\" href=\"\">Étendre l'élément à l'aide de l'opération de coupe</a></li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n <li><a data-item-id=\"431204ff-fe93-46cb-ab0c-eb74dc6bff6d\" href=\"\">Calcul précis de la résistance au cisaillement des dalles</a> (correctif 23.1.2)</li>\n</ul>\n<p>BIM et SERVICES CLOUD</p>\n<ul>\n <li><a data-item-id=\"e6265d1f-5135-46de-91cf-05c783c4ffc8\" href=\"\">Checkbot Centre de conception structurale gratuit pour tous les logiciels MEF et DAO autorisés</a> et arrêt des plugins Viewer gratuits</li>\n</ul>\n<p>Lisez les <a data-item-id=\"d20b6ced-cb86-4b2c-9488-1788032ab730\" href=\"\">points principaux</a> et la <a data-item-id=\"52afe115-4e0f-4c6a-be42-e82757fdb937\" href=\"\">liste complète des améliorations</a> dans les Notes de publication de IDEA StatiCa 24.0.</p>\n<h3>Changements dans la version 23.1</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"b4706514-8348-4710-918e-fd6b6e80c5f5\" href=\"\">Soudures - autoconception, saisie, avertissements, visualisation</a></li>\n <li><a data-item-id=\"a92ec89a-9706-46a2-9681-e08ce1a1cec9\" href=\"\">Saisie et visualisation de la position de l'effort de cisaillement</a> (depuis le correctif 23.0.5)</li>\n <li><a data-item-id=\"1352883b-0a63-4fa5-b379-7fa5536c9b4e\" href=\"\">Réduction de la limite d'élasticité pour les sections creuses en acier à grande résistance</a></li>\n <li><a data-item-id=\"139d124d-d3e0-463d-979a-86ae271d3e81\" href=\"\">Avertissement pour les soudures et boulons reliant les mêmes platines</a> (depuis le correctif 23.0.4)</li>\n <li><a data-item-id=\"1148f543-3884-4985-b774-b8cc13147689\" href=\"\">Reconnaissance des fourrures</a> (depuis le correctif 23.0.3)</li>\n <li><a data-item-id=\"5f4c7d1f-5145-4fa0-a9bf-535808187857\" href=\"\">Amélioration des principes de construction des boulons et soudures dans l'Eurocode</a> (depuis le correctif 23.0.2)</li>\n <li><a data-item-id=\"26962c6a-7395-4994-b91c-2f02923d157f\" href=\"\">Limites des vérifications des tiges</a> (depuis le correctif 23.0.2)</li>\n <li><a data-item-id=\"2cc695f0-16cc-40cf-87c4-c5f8c4ca6605\" href=\"\">Calcul détaillé des valeurs des matériaux de conception des assemblages affichées dans le tableau des résultats des platines</a></li>\n <li>Classes des matériaux d'acier et boulons selon AISC360-22 (depuis le correctif 23.0.4)</li>\n <li><a data-item-id=\"e9a04b3d-e2e6-4408-b09d-8403b233380f\" href=\"\">Détection des singularités dans Member</a> (depuis le correctif 23.0.3)</li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n <li><a data-item-id=\"808008d4-d25a-403f-a4cd-ed61e1c71203\" href=\"\">Amélioration de la vérification des interactions dans RCS</a> (depuis le correctif 23.0.2)</li>\n</ul>\n<p>Lire la liste complète des améliorations dans les <a data-item-id=\"068f049a-e99f-4d33-9148-692c33fad018\" href=\"\">Notes de publication de IDEA StatiCa 23.1.</a></p>\n<h3>Changements dans la version 23.0</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"b43e9a21-f95d-40c7-96be-62c96573bc3b\" href=\"\">Vérifications de qualification des assemblages sismiques préqualifiés pour AISC</a></li>\n <li><a data-item-id=\"20bea177-2a2e-4326-adb2-82c7e021cae7\" href=\"\">Mise à jour des normes ANSI/AISC 360-22, CSA S16:19 et des sections Taïwan</a></li>\n <li><a data-item-id=\"d4c5223a-47bd-4c4a-b3cf-041381232705\" href=\"\">Tiges détachées</a> (depuis le correctif 22.1.5)</li>\n <li><a data-item-id=\"1fa719d0-2d65-42bb-b892-7b1bdb540d77\" href=\"\">Mises à jour de l'Eurocode pour les éléments à voile mince et tiges</a></li>\n <li><a data-item-id=\"5f4c7d1f-5145-4fa0-a9bf-535808187857\" href=\"\">Amélioration des principes de construction pour les boulons et soudures dans l'Eurocode</a> (depuis le correctif 23.0.2)</li>\n <li><a data-item-id=\"26962c6a-7395-4994-b91c-2f02923d157f\" href=\"\">Limites des vérifications des tiges</a> (depuis le correctif 23.0.2)</li>\n <li><a data-item-id=\"ae8ec5d5-7aff-4dc1-9e94-a414912414c1\" href=\"\">Indexation des bords dans les modèles Member et Connection</a></li>\n <li><a data-item-id=\"f1af1623-b7a3-4b77-8562-18cddae30194\" href=\"\">Sélection des extrêmes de charge</a> (depuis le correctif 22.1.3)</li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n <li><a data-item-id=\"77cd8496-7dd0-44e8-8153-3f7498958c0c\" href=\"\">Fonctionnalité de vérification des contraintes limitée dans Detail</a></li>\n <li><a data-item-id=\"11765fc5-842e-4fe5-afed-c54104da47d5\" href=\"\">Implémentation des pertes à long terme dans Detail</a></li>\n <li><a data-item-id=\"b2f21cdf-2d85-4815-ad24-fbe41ac65093\" href=\"\">Améliorations pour ACI 318-19 dans Detail</a></li>\n <li><a data-item-id=\"358763b8-7373-444f-ab5f-d207d38e281b\" href=\"\">Améliorations de l'arrondissement impérial dans Detail</a></li>\n <li><a data-item-id=\"9e5fe158-5f4a-4be7-ad2b-63ccbd5b419e\" href=\"\">Temps équivalent pour la flèche dans Beam</a> (depuis le correctif 22.1.3)</li>\n <li><a data-item-id=\"fcf88cfa-ef51-4afa-a139-917a5f1f8cbb\" href=\"\">Maillage triangulaire en béton dans Member</a></li>\n <li><a data-item-id=\"808008d4-d25a-403f-a4cd-ed61e1c71203\" href=\"\">Amélioration de la vérification des interactions dans RCS</a> (depuis le correctif 23.0.2)</li>\n</ul>\n<p>Lire la liste complète des améliorations dans les <a data-item-id=\"9a275699-6cf5-48a3-ac7c-1154c4c1331a\" href=\"\">Notes de publication de IDEA StatiCa 23.0</a>.</p>\n<h3>Changements dans la version 22.1</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"eed5a14c-0581-42b1-8a67-7181fb8d4fdf\" href=\"\">Angle par rapport au grain des assemblages acier-bois</a></li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n <li><a data-item-id=\"eac075cc-9e8a-4d0b-b678-e94b527863df\" href=\"\">Solutionneur GMNIA étendu aux effets de cisaillement et de torsion</a></li>\n</ul>\n<p>Lire la liste complète des améliorations dans les <a data-item-id=\"8136efc3-3a87-48df-9cb2-890edbe4cfb2\" href=\"\">Notes de publication de IDEA StatiCa 22.1.</a></p>\n<h3>Changements dans la version 22.0</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"da6f80aa-abfd-4e64-b691-1dc7ea8e3d4c\" href=\"\">Charges en équilibre par défaut</a></li>\n <li><a data-item-id=\"a2f4a486-315f-4571-a9b3-abdcfff0b7a8\" href=\"\">Analyse de fatigue - comment les résultats sont affichés</a></li>\n <li><a data-item-id=\"f89307a5-4bac-4632-bb5f-1a2586f199a3\" href=\"\">Avertissement concernant les boulons traversants pour les sections creuses</a></li>\n <li>Mise à jour de Connection Lite</li>\n</ul>\n<p>CONCRETE</p>\n<ul>\n <li><a data-item-id=\"293fcced-8994-4a81-a805-88267657c66a\" href=\"\">Mise à jour de la définition de l'excentricité d'effort normal pour les poteaux en béton selon l'Eurocode</a></li>\n</ul>\n<p>Lire la liste complète des améliorations dans les <a data-item-id=\"29c317b9-212a-4207-8b4f-16d75c99ea4d\" href=\"\">Notes de publication de IDEA StatiCa 22.0</a>.</p>\n<h3>Changements dans la version 21.1</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"c3e0558d-c799-44e3-8961-57cdbc9434d9\" href=\"\">Options de type de pression diamétrale pour les boulons dans la version 21.1 et suivantes</a></li>\n <li><a data-item-id=\"6a1966e1-7905-4ced-a002-c8f568072d4c\" href=\"\">Vérifications spécifiques des soudures selon l'Eurocode (EN) et la norme indienne (IS)</a></li>\n <li><a data-item-id=\"7510a749-ad18-4a34-bacf-44b7b9647bde\" href=\"\">Mise à jour de vérification de résistance au glissement selon SP 16</a></li>\n</ul>\n<p>Pour les utilisateurs de <strong>Gestionnaire des modèles</strong>, utilisez la version 21.1 pour <a data-item-id=\"f15a7793-7b4f-4714-b8aa-13f6579d95e6\" href=\"\">transférer vos conceptions dans la nouvelle Connection Library</a>.</p>\n<p>Lisez la liste complète des améliorations dans les <a data-item-id=\"6e8b2b16-b334-4518-9317-cf64b8503410\" href=\"\">Notes de publication de IDEA StatiCa 21.1</a>.</p>\n<h3>Changements dans la version 21.0</h3>\n<p>Le changement le plus important depuis la version 21.0 concerne le modèle analytique des éléments dans Connection, veuillez lire l'article <a data-item-id=\"521c376f-96f7-4217-b0ee-29cc1d404d34\" href=\"\">Mise à jour du solutionneur CBFEM</a> et l'article de blogue <a data-item-id=\"2b6ef976-6002-4d3a-aea1-1d974d1b2599\" href=\"\">Super-éléments condensés - invisibles mais essentiels</a>. L'impact des changements est également décrit dans l'article <a data-item-id=\"d6b52773-3d62-47c6-b200-ea5d94f669b8\" href=\"\">Améliorations du modèle d'analyse dans IDEA StatiCa version 21.0</a>.</p>\n<p>Lisez la liste complète des améliorations dans les <a data-item-id=\"d5c25f3a-9cbb-47f7-b5a8-57d34bfb7e50\" href=\"\">Notes de publication de IDEA StatiCa 21.0</a>.</p>\n<h3>Changements dans la version 20.1</h3>\n<p>Nous indiquons ici les articles décrivant les principales différences entre l'ancienne et la nouvelle version.</p>\n<ul>\n <li><a data-item-id=\"8f9596de-f78e-4169-ad3a-79d88ef7bd6f\" href=\"\">Modèle amélioré des contacts</a></li>\n <li><a data-item-id=\"040fcb75-d544-4d75-bc49-182d150177d7\" href=\"\">Modèle amélioré pour les soudures bout à bout</a></li>\n <li><a data-item-id=\"26804761-f112-4709-a9a5-4f54410ddc34\" href=\"\">Distances d'appui des boulons pour l'Eurocode</a></li>\n <li><a data-item-id=\"16cdb752-6f79-408d-81b6-cc33f0b41778\" href=\"\">Excentricité de platine de raccordement</a></li>\n</ul>\n<p>Lisez la liste complète des améliorations dans les <a data-item-id=\"28c5e551-7dcf-4aed-93a1-97e001d6f3bc\" href=\"\">Notes de publication de IDEA StatiCa Steel 20.1</a> et <a data-item-id=\"79ff8a70-a79d-483c-8ce8-218a5f43cadc\" href=\"\">Notes de publication de IDEA StatiCa Concrete 20.1.</a></p>\n<h3>Changements dans la version 20</h3>\n<p><strong>Refonte de l'opération de fabrication des cornières</strong></p>\n<p>Dans la version précédente, l'opération de fabrication des cornières faisait parfois intervertir les ailes des sections en L, principalement lors de la rotation de l'élément autour de l'axe longitudinal. Désormais, les sections en L sont positionnées correctement et l'orientation des ailes est maintenue lors de l'introduction de rotation de l'élément. Le nouveau mécanisme est basé sur un nouveau positionnement de l'élément (par ses coordonnées locales - plutôt que par ses rotations).</p>\n<p><strong>Systèmes de coordonnées locales des éléments dans les applications MEF/DAO</strong></p>\n<p>Toutes les entités dans les applications MEF/DAO sont créées de manière à ce que leur axe de définition ait un début et une fin. Ces deux points sont pris comme vecteur pour définir le système de coordonnées locales de l'élément. Ces informations sont stockées dans chaque projet d'application MEF/DAO et peuvent être utilisées lors de l'importation. Nous en avons profité pour améliorer l'exactitude de l'importation de la géométrie par notre lien BIM. De l'autre côté, cela change les conditions et l'utilisateur doit faire attention à la façon dont le modèle est créé dans MEF/DAO parce que cela a un impact sur le modèle CBFEM dans Connection. Nous recommandons de faire attention lors de l'importation des projets MEF/DAO dans la version 20, le système de coordonnées locales des éléments peut changer avec le modèle et la différence par rapport au modèle importé dans les versions précédentes est éminente.</p>\n<figure data-asset-id=\"598f53c8-737d-4644-8ad8-b1803561fe51\" data-image-id=\"598f53c8-737d-4644-8ad8-b1803561fe51\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/8df14b81-7a90-42db-9b62-e7e511acf069/CleatRefactoring.png\" data-asset-id=\"598f53c8-737d-4644-8ad8-b1803561fe51\" data-image-id=\"598f53c8-737d-4644-8ad8-b1803561fe51\" alt=\"\"></figure>\n<p><strong>Compatibilité des projets d'application Member</strong></p>\n<p>L'application IDEA StatiCa Member passe par un développement agile, en particulier l'architecture de stockage des données et l'interface utilisateur guidée. Sur cette base, il est évident que les projets créés dans les anciennes versions peuvent ne pas être ouverts correctement dans la version 20 ou que l'application peut ne pas les ouvrir. Veuillez en tenir compte et excuser IDEA StatiCa pour la gêne occasionnée.</p>\n<p>Lisez la liste complète des améliorations dans les <a data-item-id=\"4ba1aea8-5819-4504-bfc7-717be84625d1\" href=\"\">Notes de publication de IDEA StatiCa Steel 20.0</a> et <a data-item-id=\"2c50b5cb-2dde-450d-89bd-989d1b561084\" href=\"\">Notes de publication de IDEA StatiCa Concrete 20.0</a>.</p>\n<h3>Changements dans la version 10.1 et antérieures</h3>\n<p>L'une des raisons de la nouvelle interface graphique est que beaucoup d'ingénieurs disaient : « IDEA StatiCa Connection doit être plus à l'abri des erreurs ». Ces « erreurs » sont généralement liées à :</p>\n<ul>\n <li>La définition correcte de la <strong>longueur</strong> <strong>des éléments</strong> – dans le cas d'éléments extrêmement courts ou longs, cela peut avoir une influence considérable sur les résultats. Depuis la version 9, IDEA StatiCa Connection définit automatiquement une longueur appropriée pour tous les éléments.</li>\n <li><strong>Soudures </strong>– la redistribution plastique des contraintes est de loin la méthode de conception la plus précise pour les soudures et a été introduite dans la version 7.1. Au cours de la version 8 – et pendant une période de transition – elle était la méthode par défaut et coexistait avec les autres méthodes d'évaluation. Depuis la version 9, cette méthode est la seule option disponible et les autres méthodes d'évaluation ont été supprimées afin d'éviter toute confusion parmi les utilisateurs, comme nous l'avons constaté par l'intermédiaire de notre service d'assistance. Cela permet de s'assurer que toutes les soudures du projet sont conçues en toute sécurité et qu'elles sont conformes à la norme.</li>\n</ul>\n<p>Nous avons mis en place plusieurs <strong>mécanismes de vérification</strong> pour IDEA StatiCa Connection depuis la version 9.0 – vérification automatique lorsque l'assemblage est modélisé d'une manière recommandée (vérification des singularités, longueurs des éléments, décalages...). Si l'assemblage n'est pas modélisé correctement, le calcul est interrompu ou un message d'erreur est affiché. Veuillez noter qu'en raison de toutes ces améliorations, l'ouverture de projets provenant de versions antérieures peut engendrer une géométrie de modèle différente qui peut nécessiter des modifications supplémentaires.</p>\n<p>Nous avons également amélioré le <strong>maillage </strong>des sections creuses – IDEA StatiCa Connection depuis la version 9.0 génère un maillage plus fin sur les éléments avec sections creuses, ce qui peut conduire à des résultats légèrement différents par rapport aux versions antérieures.</p>\n<p>Nous affichons l'avertissement de compatibilité à chaque ouverture d'un projet provenant des anciennes versions :</p>\n<figure data-asset-id=\"f0efb8d7-94e8-42aa-9603-c58548093a59\" data-image-id=\"f0efb8d7-94e8-42aa-9603-c58548093a59\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/4f3f50d3-c4a7-4a36-bcac-0314ba747522/Opening%20older%20models%20in%20current%20version.png\" data-asset-id=\"f0efb8d7-94e8-42aa-9603-c58548093a59\" data-image-id=\"f0efb8d7-94e8-42aa-9603-c58548093a59\" alt=\"\"></figure>"
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Les résultats de déversement </strong>de <a data-item-id=\"d575da28-1aec-48ce-859e-9a977926e976\" href=\"\"><strong>Beam sont reliés avec RCS</strong></a><strong>.</strong></li>\n</ul>\n<h2>Conception des assemblages en acier</h2>\n<ul>\n <li>L<a data-item-id=\"cc99ba50-ed96-445b-b357-96fbd857ba58\" href=\"\"><strong>'assistant a</strong> <strong>été refait</strong></a> pour <strong>prendre en charge</strong> <strong>plus de 200</strong> modèles paramétriques d'<strong>assemblages les plus typiques</strong>.</li>\n <li>Les <strong>bibliothèques personnelle et d'entreprise</strong> sont accessibles à partir de l'assistant par la boîte de recherche.</li>\n <li>Les <a href=\"https://www.ideastatica.com/support-center/parametric-templates-in-connection-library#Common-properties-in-parametric-template\"><strong>modèles paramétriques</strong></a> ont été améliorés, réduisant les données nécessaires à quelques paramètres. Une nouvelle possibilité de <a data-item-id=\"e8d3e9e8-0671-460a-bc80-22eb894538ca\" href=\"\"><strong>combiner des modèles paramétriques avec des opérations personnalisées</strong></a>.</li>\n <li><a data-item-id=\"60b0c9c3-2cd1-43b2-a025-3933402ec16b\" href=\"\"><strong>Sections transversales</strong></a> en acier personnalisées et <strong>partageables</strong><a data-item-id=\"60b0c9c3-2cd1-43b2-a025-3933402ec16b\" href=\"\"><strong>, stockées dans MPRL</strong></a>.</li>\n <li>Assemblages boulonnés avec <a data-item-id=\"ddb0faed-a5ef-477b-b2b0-7de0b09b1fc5\" href=\"\"><strong>ouvertures oblongues avec</strong> <strong>sélection de platines (en lot).</strong></a></li>\n <li><a data-item-id=\"b69964d5-581d-4184-bddd-80b58f80a902\" href=\"\"><strong>Améliorations régionales</strong></a><strong> </strong>– soudures PJP pour EC, version de la norme ACI 318-19 et ancrage pour la norme GB (Chine). La langue anglaise de nos outils est adaptée aux spécificités régionales des marchés britannique et américain.</li>\n <li>Partage du modèle structural par <a data-item-id=\"5152d8ac-d32e-4980-94a5-02c3192596a2\" href=\"\"><strong>Viewer directement à partir de Connection</strong></a>. 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Calcul et génération de rapports en un seul clic.</li>\n <li>Status clair des nœuds visible directement dans la scène 3D grâce à l'enregistrement automatique de Connection.</li>\n <li>Lien BIM avec <strong>Tekla Structures</strong> avec <a data-item-id=\"e6865842-1664-4015-aa16-70e79c700dba\" href=\"\">prise en charge complète des modèles d'ancrage</a>.</li>\n <li>Nouveau <a data-item-id=\"6fdde728-ceeb-4fdf-b42f-21f2fc86f40b\" href=\"\"><strong>lien BIM avec Midas NX</strong></a><strong> </strong>et <a data-item-id=\"4a748abe-c756-476c-a510-7a800fd062e7\" href=\"\"><strong>plug-in Grasshopper</strong></a> mis à jour avec la nouvelle Connection API.</li>\n <li>Vérifiez la compatibilité avec votre logiciel dans la liste des <a data-item-id=\"7b02dc99-b67b-4c35-8eef-c99b48e28860\" href=\"\"><strong>versions autorisées dans 25.0.</strong></a></li>\n</ul>\n<h2>Facilité d'utilisation et octroi de licences</h2>\n<ul>\n <li><a data-item-id=\"31249a64-d058-4a63-ae77-bdb65da4d67e\" href=\"\"><strong>La nouvelle application Launcher</strong></a>, la fenêtre initiale de la boîte à outils IDEA StatiCa, offre les informations et actualités les plus pertinentes pour chaque utilisateur.</li>\n <li>Le Portail d'utilisateur offre de nouvelles options en libre-service aux administrateurs de licences pour la <a href=\"https://preview.ideastatica.com/support-center/enhanced-user-portal#self-service\"><strong>gestion des comptes utilisateurs</strong></a><strong>,</strong> ainsi qu'un <a href=\"https://preview.ideastatica.com/support-center/enhanced-user-portal#activity-score\"><strong>score d'activité</strong></a> des utilisateurs et un tableau de bord de formation en ligne mis à jour.</li>\n</ul>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"f4c66408_e173_0187_758d_0b6acbcbbdff\"></object>"
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"value": "<h2>News for Steel</h2>\n<p>What happened to all that user feedback about <strong>Tying forces </strong>and<strong> Fire design</strong>? We listened, we implemented. There are two brand new analysis types in the IDEA StatiCa Connection application.</p>\n<p>The first one looks into situations where the structural engineer has to prevent the possibility of progressive collapse of the structure. For these design states, we have developed the <strong>Horizontal tying analysis</strong>.</p>\n<p>Secondly, the designers are able to analyze steel connections and also the whole members connected together for stated temperatures, thanks to <strong>Fire design</strong> analysis present both in the IDEA StatiCa Connection and Member applications. </p>\n<p>Besides these, we have prepared many other enhancements, which will help with your everyday tasks. </p>\n<h3>IDEA StatiCa for Steel now provides:</h3>\n<ul>\n <li><a data-item-id=\"cfff8f1c-5411-4984-a448-e7868a33ac19\" href=\"\">Horizontal tying resistance</a></li>\n <li><a data-item-id=\"b0240d9a-db0c-4fb9-a633-5ac9c63ba259\" href=\"\">Fire design of steel connections</a> </li>\n <li><a data-item-id=\"102a323e-f663-4c3a-8a1e-1c95edec23c6\" href=\"\">Plate and weld clash check</a></li>\n <li><a data-item-id=\"ddfe7eda-4125-461a-b0f1-90de133d5cc6\" href=\"\">Contact can be set alongside weld </a></li>\n <li><a data-item-id=\"5f7b56de-fe8a-4896-b673-a40c966a9802\" href=\"\">Connection Browser: Properties, parameters, and filtering</a></li>\n <li><a data-item-id=\"4a6e440f-7270-4fa6-8183-6383afc8a081\" href=\"\">Operation Cut of plate redesigned</a></li>\n <li><a data-item-id=\"eed5a14c-0581-42b1-8a67-7181fb8d4fdf\" href=\"\">Timber connections: show angle to grains (since patch 22.0.1)</a></li>\n <li><a data-item-id=\"d8668cc4-a6fe-4eeb-8c1c-aa27f25400a8\" href=\"\">Dialogue redesign (since 22.0.3)</a></li>\n</ul>\n<figure data-asset-id=\"e5be481f-5e66-43a8-8573-fdbc4d74a541\" data-image-id=\"e5be481f-5e66-43a8-8573-fdbc4d74a541\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/4dd4d3e4-77f0-4c14-9801-e9183f26cca6/WaC.png\" data-asset-id=\"e5be481f-5e66-43a8-8573-fdbc4d74a541\" data-image-id=\"e5be481f-5e66-43a8-8573-fdbc4d74a541\" alt=\"\"></figure>\n<h2>News for Concrete and Prestressing</h2>\n<p>The <strong>advanced thermal analysis</strong> helps you with the fire resistance check of beams, columns, and frames subjected to the fire effects. You can now ensure an optimized and cost-effective structural design that provides the required fire safety.</p>\n<p>Is it your daily job to design and assess precast prestressed beams or walls with openings, dapped end beams, or even beams with haunches? IDEA StatiCa Detail brings<strong> the SLS code-check of prestressed concrete discontinuity regions</strong>.</p>\n<h3>IDEA StatiCa for Concrete and Prestressing now provides:</h3>\n<ul>\n <li><a data-item-id=\"33f131a1-5dc9-4467-9a54-5f2f6c65c65f\" href=\"\">Thermal analysis of members</a></li>\n <li><a data-item-id=\"28fd1c38-7b30-42ca-bcf1-b8346eb6c67d\" href=\"\">SLS checks of prestressed discontinuity regions</a></li>\n <li><a data-item-id=\"75939d40-03e9-4f66-a874-360f72207ee2\" href=\"\">Automatized mesh refinement around openings</a></li>\n <li><a data-item-id=\"d31f3bb4-0f45-4f77-85ba-0ddc387ac1ad\" href=\"\">Nonlinear analysis of tapered beams and columns</a></li>\n <li><a data-item-id=\"eac075cc-9e8a-4d0b-b678-e94b527863df\" href=\"\">Code-check of whole frames in IDEA StatiCa Member</a></li>\n</ul>\n<figure data-asset-id=\"49fef8a0-9905-4f0a-a274-2759941b3f32\" data-image-id=\"49fef8a0-9905-4f0a-a274-2759941b3f32\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/e0f972a7-ab14-4625-828c-81611d046bc6/Fire%20performance%20of%20concrete%20structures%20via%20advanced%20thermal%20analysis%20in%20IDEA%20StatiCa%20Member.png\" data-asset-id=\"49fef8a0-9905-4f0a-a274-2759941b3f32\" data-image-id=\"49fef8a0-9905-4f0a-a274-2759941b3f32\" alt=\"\"></figure>\n<h2>News for BIM links</h2>\n<p>In version 22.1 we focused on polishing the way how the information is coming to us from 3rd party applications resulting in a new <strong>BIMApi interface</strong>. This not only gives better stability and power of the <strong>Checkbot</strong> but also eases the job for other developers and companies willing to connect to IDEA StatiCa applications. </p>\n<p>Besides this major improvement, a whole package of <strong>useful enhancements</strong> for practical use of the Checkbot app is brought in version 22.1.</p>\n<h3>IDEA StatiCa Checkbot now provides:</h3>\n<ul>\n <li><a data-item-id=\"ea0b438a-e3a5-41df-98f0-2799b327367d\" href=\"\">Checkbot improvements in 3D Scene</a></li>\n <li><a data-item-id=\"4550e63c-184d-4f6c-a892-4e45aba41f33\" href=\"\">Structural model improvements</a></li>\n <li><a data-item-id=\"969fd0a6-9b68-499c-a9f2-c2c840fb7e30\" href=\"\">New BIM-Api workflow</a></li>\n</ul>\n<figure data-asset-id=\"50683879-9dcb-4b38-aeb3-bcce1644c767\" data-image-id=\"50683879-9dcb-4b38-aeb3-bcce1644c767\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/7b903ded-0a1d-4d1c-99a7-115d869398db/Checkbot%20BIMApi.png\" data-asset-id=\"50683879-9dcb-4b38-aeb3-bcce1644c767\" data-image-id=\"50683879-9dcb-4b38-aeb3-bcce1644c767\" alt=\"\"></figure>\n<h3>Webinar recording</h3>"
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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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},
{
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{
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{
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"urlSlug": "unified-materials-tab-in-detail",
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{
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"urlSlug": "presentation-of-relevant-curve-results-in-detailed-graphs-in-idea-statica-detail",
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{
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{
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{
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{
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{
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"urlSlug": "bimapi-solution-for-axis-vm-7-robot-structural-analysis-2024",
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{
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{
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{
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{
"codename": "rn_23_1__supported_bim_links_in_version_23_1",
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},
{
"codename": "campus_2_0___landing_page",
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],
"name": "Content",
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"value": "<h2>Points forts de la version 23.1</h2>\n<p>Pour l'acier, nous avons beaucoup travaillé sur la <strong>prévention des erreurs et la génération de rapports</strong> – vérifications des soudures, de la position des charges et des détails constructifs. IDEA StatiCa Member dispose désormais d'un assistant de saisie et de la possibilité de sélectionner des appuis rigides, ce qui accélère considérablement la saisie et limite les erreurs. La <strong>vérification au feu</strong> des assemblages inclut également le calcul automatique des températures. </p>\n<p>IDEA StatiCa Connection <strong>génère désormais des fichiers IFC</strong>, incluant tous les boulons, soudures et matériaux. Les ingénieurs structure peuvent partager les conceptions d'assemblages avec les dessinateurs. Notre application cloud, <strong>Connection Library</strong>, la plus grande base de données en ligne d'assemblages acier au monde, permet de <strong>télécharger et de réutiliser</strong> des fichiers d'assemblages dans l'application de bureau.</p>\n<p><strong>IDEA StatiCa Detail</strong>, notre solution pour la conception structurelle des voiles et détails en béton, a fait l'objet d'une <strong>refonte complète de l'interface utilisateur</strong>. Nouveau design des icônes et du ruban, nouvelles commandes de modélisation, meilleure scène 3D et davantage d'options de rapport, tout cela rend votre travail beaucoup plus rapide.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"d92ae2bc_1944_0189_dd04_5d36bb3aefab\"></object>\n<h2>Conception d'assemblages acier</h2>\n<ul>\n <li><a data-item-id=\"fd5bef4c-e557-461f-83a9-e7895e4cb0e0\" href=\"\">Export d'un fichier IFC depuis IDEA StatiCa Connection</a></li>\n <li><a data-item-id=\"7b304893-2abe-4b0b-8ef2-5b0a4a55ac23\" href=\"\">Résistance au feu – calcul automatique des températures</a></li>\n <li><a data-item-id=\"b4706514-8348-4710-918e-fd6b6e80c5f5\" href=\"\">Soudures – dimensionnement automatique, saisie, avertissements, visualisation</a></li>\n <li><a data-item-id=\"acaf2460-d59c-48fa-b682-764610d63a22\" href=\"\">Icônes et ruban cohérents d'IDEA StatiCa Connection</a></li>\n <li><a data-item-id=\"37fb73bf-dfd3-46d7-ae57-ee0e9c4cdb75\" href=\"\">Connection Library – la plus grande base de données mondiale d'assemblages acier téléchargeables</a></li>\n <li><a data-item-id=\"a92ec89a-9706-46a2-9681-e08ce1a1cec9\" href=\"\">Saisie et visualisation de la position de l'effort tranchant</a> (depuis le patch 23.0.5)</li>\n <li><a data-item-id=\"1352883b-0a63-4fa5-b379-7fa5536c9b4e\" href=\"\">Réduction de la limite d'élasticité pour les profils creux en acier à haute résistance</a></li>\n <li><a data-item-id=\"139d124d-d3e0-463d-979a-86ae271d3e81\" href=\"\">Avertissement pour les soudures et boulons reliant les mêmes plaques</a> (depuis le patch 23.0.4)</li>\n <li><a data-item-id=\"1148f543-3884-4985-b774-b8cc13147689\" href=\"\">Reconnaissance des cales de remplissage (plaques de calage)</a> (depuis le patch 23.0.3)</li>\n <li><a data-item-id=\"5f4c7d1f-5145-4fa0-a9bf-535808187857\" href=\"\">Améliorations des détails constructifs pour les boulons et soudures selon l'Eurocode</a> (depuis le patch 23.0.2)</li>\n <li><a data-item-id=\"26962c6a-7395-4994-b91c-2f02923d157f\" href=\"\">Limitations aux vérifications des ancrages</a> (depuis le patch 23.0.2)</li>\n <li><a data-item-id=\"2cc695f0-16cc-40cf-87c4-c5f8c4ca6605\" href=\"\">Calcul détaillé des valeurs de calcul des matériaux d'assemblage affiché dans le tableau des résultats des plaques</a></li>\n <li>Matériaux acier et boulons AISC pour AISC360-22 (depuis le patch 23.0.4)</li>\n <li><a data-item-id=\"a6f88986-2d1f-4407-973c-9f1f382900ab\" href=\"\">Coupe de plaque dans des plans parallèles</a> (depuis le patch 23.1.1)</li>\n <li><a data-item-id=\"e57e8357-eae9-4024-8feb-cd0ce202a389\" href=\"\">Nouvelle boîte de dialogue de modèle pour les conceptions de la Connection Library</a> (patch 23.1.2)</li>\n <li><a data-item-id=\"03ea11dc-fc23-454d-bda3-174d43e9cbe0\" href=\"\">Limitation des lignes courtes dans les fichiers DXF importés</a> (patch 23.1.2)</li>\n <li><a data-item-id=\"0248496a-4acc-4b33-8842-4afe0bd9e802\" href=\"\">Dimensionnement automatique des soudures</a> (patch 23.1.4)</li>\n <li><a data-item-id=\"07f0d4e0-790e-4ddc-82eb-6bff094488b3\" href=\"\">Modèles paramétriques dans la Connection Library</a> (patch 23.1.5)</li>\n <li><a data-item-id=\"eef900db-352e-4c9b-9a4c-4906627857ad\" href=\"\">Cohérence des paramètres de code entre Checkbot, Connection et Member</a> (patch 23.1.5)</li>\n</ul>\n<h2>Conception d'éléments acier</h2>\n<ul>\n <li><a data-item-id=\"51f637a2-2c12-4e17-ba60-b4d4457f04f8\" href=\"\">Member – élément d'appui rigide (RSM)</a></li>\n <li><a data-item-id=\"4485e112-0800-43dd-aa97-a50c144d5d87\" href=\"\">Renforcement d'éléments acier existants</a></li>\n <li><a data-item-id=\"7c6e400b-9efb-4833-8cf7-66e95fc680cf\" href=\"\">Assistant de modélisation pour les cas d'utilisation typiques dans Steel Member</a></li>\n <li><a data-item-id=\"e9a04b3d-e2e6-4408-b09d-8403b233380f\" href=\"\">Détection de singularité dans Member</a> (depuis le patch 23.0.3)</li>\n <li><a data-item-id=\"a812ce0d-b124-4e23-a47a-c23596542092\" href=\"\">Avertissement de charge hors surface dans Member</a> (depuis le patch 23.1.1)</li>\n <li><a data-item-id=\"5e75040c-50fe-4c63-9b78-57ae7396de1d\" href=\"\">Option de glissement pour le bloc de fondation</a> (patch 23.1.1)</li>\n</ul>\n<h2>Conception de voiles, détails et sections transversales</h2>\n<ul>\n <li><a data-item-id=\"5679b927-4f44-4875-be28-5342542fef8e\" href=\"\">Ruban intuitif et système de navigation pour IDEA StatiCa Detail</a>, incluant,\n <ul>\n <li>Arborescence des entités, regroupant tous les éléments du modèle en un seul endroit</li>\n <li>Possibilité d'ajouter, copier, supprimer ou renommer facilement des entités</li>\n <li>Éléments de ferraillage spécifiques filtrables pour plus de clarté</li>\n <li>Entités triables dans l'arborescence selon la hiérarchie sélectionnée</li>\n <li>Des outils faciles à trouver pour vous aider à concevoir le ferraillage</li>\n </ul>\n </li>\n <li><a data-item-id=\"808008d4-d25a-403f-a4cd-ed61e1c71203\" href=\"\">Avancées de la vérification normative d'interaction dans RCS</a> (depuis le patch 23.0.2)</li>\n <li><a data-item-id=\"ee577133-34f8-4ce8-91f9-6f1c2b3c6dba\" href=\"\">Importation de ferraillages depuis des fichiers DXF dans IDEA StatiCa Detail</a></li>\n <li><a data-item-id=\"605deda1-c4b4-4050-9f9a-99dd7dcc89a1\" href=\"\">Modèle d'adhérence pour l'ELS dans Detail</a></li>\n <li><a data-item-id=\"9012b52a-b65e-4cfc-85a4-e9c162efad3a\" href=\"\">Insertion simplifiée de données tabulaires dans Detail</a> (patch 23.1.2)</li>\n <li><a data-item-id=\"431204ff-fe93-46cb-ab0c-eb74dc6bff6d\" href=\"\">Calcul précis de la résistance au cisaillement des dalles</a> (patch 23.1.2)</li>\n <li><a data-item-id=\"ede447fe-7a31-421c-951b-b4b5d291ff2d\" href=\"\">API RCS pour des processus de conception rationalisés et efficaces</a> (patch 23.1.3)</li>\n <li><a data-item-id=\"6654c799-ecbd-4976-8353-eff77670b4fb\" href=\"\">Améliorations de l'interface utilisateur dans Detail</a> (patch 23.1.3)</li>\n <li><a data-item-id=\"fc697d71-bb97-4925-a4df-028ce07e4da4\" href=\"\">Onglet Matériaux unifié pour la gestion des sections transversales et des matériaux dans Detail</a> (patch 23.1.3)</li>\n <li><a data-item-id=\"95355659-ef2e-4d09-8b3c-5cc0c754a535\" href=\"\">Présentation des résultats de courbes pertinents dans des graphiques détaillés dans Detail</a> (patch 23.1.4)</li>\n <li><a data-item-id=\"a1254395-e1e9-4f5f-9cb2-659d78636ef7\" href=\"\">Onglet de rapport personnalisable dans Detail</a> (patch 23.1.5)</li>\n</ul>\n<h2>Liens BIM et formation</h2>\n<p>Les liens BIM réduisent le temps de modélisation, diminuent le nombre d'erreurs de copier-coller et surmontent les problèmes de transfert de données. Dans la version 23.1, vous pouvez désormais accéder à notre nouveau lien BIM avec <strong>SDS2</strong> by Allplan ainsi qu'à un plugin IDEA StatiCa pour l'outil <strong>Rhino Grasshopper</strong>.</p>\n<ul>\n <li><a data-item-id=\"06245986-c2b4-418b-9cc4-4293cd8ef1bd\" href=\"\">Plugin IDEA StatiCa Grasshopper</a></li>\n <li><a data-item-id=\"27e518e3-63ef-4833-9697-67939922ccc8\" href=\"\">Lien BIM avec SDS2 by Allplan</a></li>\n <li><a data-item-id=\"43f3dfc4-bff8-464b-b284-da70ec8f5120\" href=\"\">Fonctionnalités UX dans la conception paramétrique</a> (depuis le patch 23.0.2)</li>\n <li><a data-item-id=\"3c53aabc-4cfb-4ede-b6c7-ce1f0426ed69\" href=\"\">Solution BimApi pour AXIS VM 7, Robot Structural Analysis</a> (depuis le patch 23.0.1)</li>\n <li><a data-item-id=\"32eee9f7-135f-46c5-8b98-19fa9d4b466c\" href=\"\">Site de documentation API/développeur</a></li>\n <li><a data-item-id=\"681b748a-eb87-4148-8329-a31be6a2c184\" href=\"\">Gestion des erreurs avec intégration du centre de support</a> (patch 23.1.3)</li>\n <li><a data-item-id=\"5f472db6-1854-4ad5-af58-135aebafeb08\" href=\"\">Amélioration de l'interaction avec la scène 3D et de la gestion des propriétés dans Checkbot</a> (patch 23.1.4)</li>\n <li>Vérifiez la compatibilité avec votre logiciel dans la liste des <a data-item-id=\"253fe4ea-28e8-425a-8ec3-73c43794ef66\" href=\"\">versions prises en charge dans la version 23.1</a></li>\n</ul>\n<p>Pour vous aider à <strong>maîtriser IDEA StatiCa, nous avons </strong><a data-item-id=\"9b649ffb-9cc1-48a3-b827-442f7cdd2af5\" href=\"\"><strong>repensé Campus</strong></a>, qui vous propose des cours d'e-learning à votre rythme, chacun offrant la possibilité d'obtenir une certification de niveau professionnel.</p>\n<h2>Notes de version complètes</h2>\n<p>Ci-dessous, vous pouvez télécharger les <strong>notes de version</strong> d'IDEA StatiCa 23.1 en PDF.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n571885cc_e0a9_015a_94af_ac7289cbdc87\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n6ed11636_2631_01b4_39dc_e4e1e41f2853\"></object>"
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"value": "<h2>Points principaux de la version 24.1</h2>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n8ab1ba7b_43b7_0196_2c06_f17ee13c51f7\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_b4723b2\"></object>\n<h2>Conception en béton</h2>\n<ul>\n <li><a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\"><strong>3D Detail est vérifié</strong></a> et prêt pour la conception des <strong>ancrages en 3D </strong>considérant le <strong>ferraillage réel</strong>, ce qui résout le problème des tiges près de bords de béton.</li>\n <li>La nouvelle analyse de <a data-item-id=\"d575da28-1aec-48ce-859e-9a977926e976\" href=\"\"><strong>déversement</strong></a> dans l'application <strong>Beam</strong> et des <a data-item-id=\"a1c57505-9977-49a8-a3fd-c6311e8e3910\" href=\"\"><strong>combinaisons ELS</strong></a> dans Detail <strong>pour la conception des éléments préfabriqués</strong>.</li>\n <li><a data-item-id=\"1c30d555-f7b5-472c-b450-e377385c0b46\" href=\"\"><strong>Modèles pour 2D Detail</strong></a> prêts à utiliser vous aident à démarrer avec le processus de modélisation en quelques secondes.</li>\n</ul>\n<h2>Conception d'assemblages en acier</h2>\n<ul>\n <li><a href=\"https://www.ideastatica.com/support-center/parametric-templates-in-connection-library#Common-properties-in-parametric-template\"><strong>Modèles paramétriques</strong></a><strong> </strong>pour des assemblages en acier typiques ou répétitifs. La série IDEA comprend 50 modèles et vous pouvez en créer d'autres vous-même.</li>\n <li><a data-item-id=\"1d9b89d5-be91-46c0-9463-87c60c0a42c3\" href=\"\"><strong>Accélération de l'application Connection</strong></a> avec le démarrage plus court, réponses plus rapides dans le menu Backstage et <strong>optimisation </strong>de la présentation des résultats et <strong>de l'usage de mémoire </strong>pour les grands projets.</li>\n <li><strong>Améliorations de l'interface utilisateur - </strong><a data-item-id=\"fb77fca1-385b-46a4-b900-6abfb43459f3\" href=\"\">Gestion d'élément du projet et matériau</a><strong>, </strong><a data-item-id=\"f45ea370-25e6-41b7-8b46-dcd1321357c7\" href=\"\">outil de mesure</a>, <a data-item-id=\"1a8ba6b6-dd01-41ef-88cd-8639573edc39\" href=\"\">sélection/édition multiple</a> et <a data-item-id=\"d0b73776-87a3-52b5-8aca-6fae3f08b94e\" href=\"\">importation des platines de DXF</a>.</li>\n <li><strong>Améliorations d'Eurocode </strong>comprennent la <a data-item-id=\"4788d48e-6df5-4028-b282-8699303315b0\" href=\"\">sélection de norme automatique entre 1993-1-8 et 1992-4</a>. <strong>Canada et Australie</strong> peuvent profiter de l'offre des <a href=\"https://www.ideastatica.com/support-center/regional-improvements-in-24-1#PJP-welds-for-CSA-and-AS\">soudures à pénétration partielle</a>, <a href=\"https://www.ideastatica.com/support-center/regional-improvements-in-24-1#Update-of-cross-section-and-material-databases\">base de données des formes actualisée de AISC v16.0</a> et <a href=\"https://www.ideastatica.com/support-center/regional-improvements-in-24-1#material-defaults-aisc-as\">paramétrage des matériaux par défaut</a>.</li>\n <li>Les<strong> </strong><a data-item-id=\"e89674ed-d5af-49c1-aa2b-31b486a16302\" href=\"\"><strong>capacités de Viewer</strong></a><strong> </strong>ont été renforcées pour la coopération en équipe par le partage des modèles avec les <strong>liens URL </strong>et <strong>gestion des liens. </strong>On a ajouté<strong> </strong>des <a href=\"https://www.ideastatica.com/support-center/the-ui-of-the-idea-statica-viewer-tool#The-right-Property-panel\">informations de modèle supplémentaires</a> - types et tailles de soudures, type de modèle, axes d'articulation, coordonnées spatiales des assemblages.</li>\n <li><a data-item-id=\"37fb73bf-dfd3-46d7-ae57-ee0e9c4cdb75\" href=\"\"><strong>Bibliothèque des assemblages</strong></a><strong> </strong>propose des conceptions précisément pour des modèles spécifiques dans le Viewer.</li>\n</ul>\n<h2>BIM et Checkbot</h2>\n<ul>\n <li>Le <a data-item-id=\"9a784358-0e6c-4525-8a9c-b675bd76931e\" href=\"\"><strong>plug-in Hilti PROFIS</strong></a> permet aux 200k+ utilisateurs actuels de Hilti d'exporter des charges, matériaux et sections depuis leur application MEF vers Hilti PROFIS Engineering via Checkbot.</li>\n <li>Conceptions des assemblages sont applicables aux <a data-item-id=\"4b69e0c2-0658-4549-93fe-00a12c4a7900\" href=\"\"><strong>groupes de nœuds dans Checkbot</strong></a> créés automatiquement selon la géométrie et section transversale ou définis par l'utilisateur. </li>\n <li>La <a data-item-id=\"eaf4fb86-4078-4f47-8de7-162a1e35d871\" href=\"\"><strong>vitesse de l'application a augmenté</strong></a><strong> </strong>par 60% et elle ouvre des projets avec jusqu'à 1000 nœuds en quelques secondes.</li>\n <li>Capacités d'exportation agrandies par l'<a href=\"https://www.ideastatica.com/support-center/exporting-an-ifc-file-from-idea-statica#IFC-export-from-Checkbot\"><strong>exportation IFC</strong></a><strong> </strong>pour des fichiers simples ou à plusieurs assemblages.</li>\n <li>Vérifiez la compatibilité de votre logiciel dans la liste des <a data-item-id=\"91e1b7d3-99d7-4a8a-81ee-8a65faf95b18\" href=\"\"><strong>versions autorisées dans 24.1</strong></a><strong>.</strong></li>\n</ul>\n<h2>Usage et licences</h2>\n<ul>\n <li><a data-item-id=\"e19f7ee2-b429-4cc4-9879-5c9bb8e42a1f\" href=\"\"><strong>Nouveau paramétrage de projet</strong></a> avec exportation et partage et la possibilité d'adapter aux annexes nationales.</li>\n <li>Type de licence <a data-item-id=\"e9466502-2ceb-47a3-a609-499c9c072581\" href=\"\"><strong>Authentification unique (SSO)</strong></a> est disponible pour tous les clients Enterprise.</li>\n <li>Les administrateurs de licence peuvent regarder les<strong> </strong><a href=\"https://www.ideastatica.com/support-center/license-usage-analytics-in-the-user-portal#User-usage-analytics\"><strong>rapports mensuels d'usage</strong></a><strong> </strong>des applications IDEA StatiCa.</li>\n</ul>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"e43d5746_5275_01bb_848f_37021cb2508a\"></object>"
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"value": "<p>IDEA StatiCa est un outil permettant de résoudre des tâches complexes en 3D et est entièrement vérifié pour l'ancrage dans des blocs de béton. Cette solution vous permet d'effectuer des conceptions sans simplifications excessives et fournit des vérifications basées sur l'état limite ultime (ELU). Nous disposons ainsi d'un outil permettant de saisir tous les types de <a data-item-id=\"a7ab6b2a-6a4d-4255-ac9a-59983cf145c5\" href=\"\">ruptures de béton</a> pour les fondements. Avec IDEA <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">Connection</a> pour la vérification des ancrages, nous proposons un ensemble complet pour tous ceux qui travaillent avec les assemblages acier-béton.</p>\n<p>L'amélioration du transfert de cisaillement, amélioration des résultats et intégration simplifiée entre <strong>IDEA StatiCa Connection</strong> et <strong>IDEA StatiCa Detail</strong>, ainsi que les vérifications, signifient que la solution est maintenant entièrement capable de traiter des exemples réels et pratiques de n'importe quel type d'ancrage.</p>\n<h3>Quelles sont les améliorations principales par rapport à la version BÊTA ?</h3>\n<ul>\n <li><strong>Appareils de transfert de cisaillement :</strong> Entités fondamentales qui permettent la conception générale de tous les types d'ancrage <strong>(tiges, bêches et frottement)</strong>. Tous les types correspondent aux options dans IDEA StatiCa Connection, ce qui permet une importation aisée. Lisez la note de publication séparée consacrée aux <a data-item-id=\"9cbe085e-7b89-4860-a28d-33fe19f1c4ae\" href=\"\">Appareils de transfert de cisaillement</a>.</li>\n</ul>\n<figure data-asset-id=\"283db786-2d15-4a67-98e2-d17a823af93d\" data-image-id=\"283db786-2d15-4a67-98e2-d17a823af93d\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/298423fa-cdb4-49b1-aa43-4564ebee08ae/shear.png\" data-asset-id=\"283db786-2d15-4a67-98e2-d17a823af93d\" data-image-id=\"283db786-2d15-4a67-98e2-d17a823af93d\" alt=\"\"></figure>\n<ul>\n <li><strong>Sections des résultats </strong>: Dans le cadre des améliorations pour mieux comprendre les résultats, Detail offre la possibilité de voir le comportement réel de la structure. Lire la note de publication séparée : <a data-item-id=\"853de83d-1111-46f4-a95d-4a21630613a9\" href=\"\">Amélioration de l'interprétation des résultats</a></li>\n</ul>\n<figure data-asset-id=\"a64a92dc-745e-4091-a978-19b0364e1194\" data-image-id=\"a64a92dc-745e-4091-a978-19b0364e1194\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/f3ac5961-2e50-43e5-b9b7-63fbda00d893/sections.png\" data-asset-id=\"a64a92dc-745e-4091-a978-19b0364e1194\" data-image-id=\"a64a92dc-745e-4091-a978-19b0364e1194\" alt=\"\"></figure>\n<ul>\n <li><strong>Exportation complète de Connection avec de nouvelles entités : </strong>L'importation est possible, y compris toutes les informations sur les matériaux, les types de tiges et leurs traitements finaux. Lire la note de publication séparée : <a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">Importation de l'ancrage de Connection vers Detail</a></li>\n <li><strong>Grille du plan de travail :</strong> Une nouvelle grille facilite l'identification des surfaces lors de la modélisation, ferraillage, création de sections, etc. Lire la note de publication séparée : <a data-item-id=\"a2cf325c-75de-43ad-a564-623204b11903\" href=\"\">Amélioration de la modélisation – Grilles et poids propre</a></li>\n <li><strong>Poids propre :</strong> L'application inclut un autre type de charge, le poids propre. Il est automatiquement calculé en fonction des dimensions et matériau sélectionné.</li>\n <li><strong>Maillage affiné autour des tiges :</strong> Le maillage autour des tiges a été localement affiné pour obtenir des résultats précis. Ce paramétrage ne peut pas être modifié. Le maillage est généré automatiquement.</li>\n</ul>\n<p><a data-item-id=\"ec8d6712-8602-4a36-8646-5c537fa19db8\" href=\"\">Description complète des fonctionnalités de 3D Detail.</a></p>\n<p><em>Note : Actuellement pour l'Eurocode (EN) seulement.</em></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"b335540c_7ff4_017f_4617_c09c66db4e89\"></object>\n<h3>Limites connues de 3D Detail</h3>\n<p>Comme Detail n'est qu'un outil qui ne peut pas remplacer le jugement des ingénieurs, il est nécessaire de bien comprendre ses fonctions, ses avantages et ses limites. Lisez les limites qui doivent être prises en compte :</p>\n<ul>\n <li>La solution ne convient qu'au<strong> béton armé.</strong></li>\n <li>L'application fournit des<strong> vérifications ELU</strong> conformément à la norme EN.</li>\n <li><strong>Un seul bloc de béton</strong> est autorisé dans Detail.</li>\n <li>Dans Detail, les tiges ne sont vérifiées que pour la résistance à la traction. Il est nécessaire d'<strong>utiliser Connection pour les vérifications de cisaillement et d'interaction</strong>.</li>\n <li>Seuls les modèles <strong>ancrés par un pied de poteau</strong> et <strong>seulement</strong> <strong>contact direct </strong>peuvent être importés dans Detail (à partir de Connection).</li>\n <li><strong>Les charges importées et saisies par l'utilisateur ne peuvent pas être combinées dans le même modèle.</strong></li>\n</ul>\n<p>Pour une liste complète des limites et des explications complémentaires, consultez l'article : <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">Limites connues de 3D Detail</a></p>\n<h3>Vérifications</h3>\n<p>Nous soulignons encore une fois que, bien que Detail 3D soit une solution générale pour modéliser n'importe quel détail, nous vérifions les exemples étape par étape. L'accent est actuellement mis sur la vérification des fonctionnalités liées à l'<a data-item-id=\"e51b8e5d-c8cc-4a7d-9127-f8e660574f10\" href=\"\">ancrage</a>. Vous trouverez ci-dessous une vue d'ensemble des cas d'utilisation possibles et projets de développement ultérieurs :</p>\n<table><tbody>\n <tr><td><strong>Cas d'utilisation</strong></td><td><strong>Fonctionnalité prête</strong></td><td><strong>Vérification fournie</strong></td><td><strong>Vérification dans la version</strong></td></tr>\n <tr><td>Fondements des poteaux en acier</td><td>OUI</td><td>OUI</td><td>24.1.0</td></tr>\n <tr><td>Ancrages généraux des éléments en acier<br>\n(poutres, contreventements, tiges de levage...)</td><td>OUI</td><td>OUI</td><td>24.1.0</td></tr>\n <tr><td>Utilisation générale de Detail 3D pour d'autres cas (têtes de pieux, têtes de piliers, etc.)</td><td>OUI</td><td>NON</td><td>en cours de développement</td></tr>\n <tr><td>Type de modèle de voile</td><td>NON</td><td>NON</td><td>en cours de développement</td></tr>\n</tbody></table>\n<p>Nous mettons continuellement à jour et ajoutons de nouvelles <a href=\"https://preview.ideastatica.com/support-center-verifications?product=concrete&label=detail_3d\">vérifications pour 3D Detail</a> où nous vérifions la fonctionnalité et les hypothèses. Pour une compréhension plus approfondie de la méthode, lisez la <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Base théorique</a> complète qui comprend les principales hypothèses, une description du modèle de matériau et plus encore.</p>\n<p>Publié dans IDEA StatiCa version 24.1</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"take_idea_statica_24_0_for_a_test_drive_today\"></object>"
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"value": "<h2>Modèles paramétriques pour tout utilisateur</h2>\n<p>Nous préconisons la création et l'utilisation de modèles paramétriques pour tous, qu'il s'agisse d'utilisateurs très expérimentés ou de ceux qui débutent. Divisons les utilisateurs d'IDEA StatiCa Connection en rôles et expliquons les différences entre eux et les options dont ils disposent.</p>\n<ul>\n <li><strong>Créateur</strong> : Le créateur est quelqu'un qui connaît les principes clés et les règles de modélisation dans IDEA StatiCa <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">Connection</a> et est capable de modéliser correctement un assemblage. Le créateur souhaite paramétrer un assemblage standard et créer un modèle pour d'autres utilisateurs. </li>\n <li><strong>Utilisateur de base : </strong>Un utilisateur de base peut être un ingénieur junior ou quelqu'un qui n'utilise pas souvent IDEA StatiCa, ou quelqu'un qui n'a tout simplement pas encore développé des compétences suffisantes. Il souhaite principalement utiliser les modèles paramétriques et comprendre ce qui se passe plutôt que de les créer lui-même.</li>\n</ul>\n<figure data-asset-id=\"cbe665bc-55ae-414d-8af8-a73865ed575b\" data-image-id=\"cbe665bc-55ae-414d-8af8-a73865ed575b\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/4102c563-cf28-4744-bc09-7f88e522e3cb/parametres.png\" data-asset-id=\"cbe665bc-55ae-414d-8af8-a73865ed575b\" data-image-id=\"cbe665bc-55ae-414d-8af8-a73865ed575b\" alt=\"\"></figure>\n<p>Les deux utilisateurs remarqueront dans l'interface utilisateur et dans l'expérience utilisateur qu'elles offrent une fonctionnalité intuitive et une logique simplifiée. </p>\n<h2>Fonctionnalités clés de l'interface utilisateur</h2>\n<ul>\n <li>Composants d'interface utilisateur standard pour les paramètres </li>\n <li>Accès au matériau du projet et à la section transversale via l'onglet de conception de l'interface utilisateur</li>\n <li>Sélection par liste déroulante </li>\n <li>Conversion entre types de propriétés entre différentes applications telles que Tekla ou Revit (celles utilisant des types de propriétés spécifiques)</li>\n</ul>\n<h4>Composants d'interface utilisateur standard pour les paramètres </h4>\n<p>Des valeurs d'unités spécifiques sont incluses en tant que types de valeurs, et les unités sont liées à ces types de valeurs selon les paramètres d'unités. Le type de valeur générique permet de contenir tout type de données représentées au format chaîne. Voir l'image ci-dessous pour une meilleure compréhension :</p>\n<figure data-asset-id=\"779538d9-4ab1-492c-b772-c7bd8d38e0e1\" data-image-id=\"779538d9-4ab1-492c-b772-c7bd8d38e0e1\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/a0151669-2048-4b44-a12e-49d020e75255/24.0%20vs%2024.1.png\" data-asset-id=\"779538d9-4ab1-492c-b772-c7bd8d38e0e1\" data-image-id=\"779538d9-4ab1-492c-b772-c7bd8d38e0e1\" alt=\"\"></figure>\n<p>En activant les types de valeurs, nous pouvons sélectionner des <strong>composants d'interface utilisateur</strong> spécifiques pour chaque type de valeur. Voir tous les types de valeurs ci-dessous :</p>\n<figure data-asset-id=\"61296782-41c9-4e4a-a07b-d46281ba8506\" data-image-id=\"61296782-41c9-4e4a-a07b-d46281ba8506\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/a3a84f01-f1c1-4304-8598-cb27f31b2381/Value%20types.png\" data-asset-id=\"61296782-41c9-4e4a-a07b-d46281ba8506\" data-image-id=\"61296782-41c9-4e4a-a07b-d46281ba8506\" alt=\"\"></figure>\n<p> Seuls certains types de valeurs ont été ajoutés à l'interface Simple UI. D'autres peuvent être ajoutés selon les besoins.</p>\n<h4>Sélection par liste déroulante</h4>\n<p>L'inclusion d'un sélecteur déroulant se reflète dans le travail des deux rôles. Le créateur bénéficie d'une saisie plus facile dans l'onglet développeur, tandis que l'utilisateur de base profite d'un travail simplifié dans l'onglet de conception.</p>\n<ul>\n <li><strong>Type de valeur liste déroulante (onglet Développeur)</strong></li>\n</ul>\n<figure data-asset-id=\"c1e1fe16-37c4-4a8b-b6f7-904fcbde64a6\" data-image-id=\"c1e1fe16-37c4-4a8b-b6f7-904fcbde64a6\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/8ee2eb40-bc40-4ecc-a033-f872dca5195c/Drop-down%20value%20type-Developer.png\" data-asset-id=\"c1e1fe16-37c4-4a8b-b6f7-904fcbde64a6\" data-image-id=\"c1e1fe16-37c4-4a8b-b6f7-904fcbde64a6\" alt=\"\"></figure>\n<ul>\n <li> <strong>Type de valeur liste déroulante (onglet Conception)</strong></li>\n</ul>\n<figure data-asset-id=\"aec2414c-3433-49e3-8f6d-923aef40b9a3\" data-image-id=\"aec2414c-3433-49e3-8f6d-923aef40b9a3\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/6a40ca28-621e-4552-8849-dcc251fa45b9/Drop-down%20value%20type-Design.png\" data-asset-id=\"aec2414c-3433-49e3-8f6d-923aef40b9a3\" data-image-id=\"aec2414c-3433-49e3-8f6d-923aef40b9a3\" alt=\"\"></figure>\n<h4>Accès au matériau du projet et à la section transversale</h4>\n<p>L'accès aux sections transversales et aux matériaux fonctionne de manière très similaire, et cela se reflétera à nouveau lors des processus de création et d'utilisation.</p>\n<ul>\n <li><strong>Type de valeur section transversale (onglet Développeur)</strong></li>\n</ul>\n<figure data-asset-id=\"df2ed53f-6671-4190-a799-bbc7a8bb4ff6\" data-image-id=\"df2ed53f-6671-4190-a799-bbc7a8bb4ff6\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/c6f01a24-8b87-421f-8b8a-f5ba0fee8bd8/Cross-section%20value%20type-Developer.png\" data-asset-id=\"df2ed53f-6671-4190-a799-bbc7a8bb4ff6\" data-image-id=\"df2ed53f-6671-4190-a799-bbc7a8bb4ff6\" alt=\"\"></figure>\n<ul>\n <li><strong>Type de valeur section transversale (onglet Conception)</strong></li>\n</ul>\n<figure data-asset-id=\"b313b743-1a0f-4778-a4f3-03c534f4e3a0\" data-image-id=\"b313b743-1a0f-4778-a4f3-03c534f4e3a0\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/149accb1-8aa3-4bf2-a9b2-899da43d1a95/Cross-section%20value%20type.png\" data-asset-id=\"b313b743-1a0f-4778-a4f3-03c534f4e3a0\" data-image-id=\"b313b743-1a0f-4778-a4f3-03c534f4e3a0\" alt=\"\"></figure>\n<h2>Valeurs par défaut des paramètres</h2>\n<p>Les créateurs de modèles paramétriques peuvent attribuer des expressions de valeurs par défaut à tout paramètre visible dans l'interface des opérations simples. Lorsqu'elles sont appliquées, ces valeurs par défaut sont initialisées dans la Simple UI, guidant les utilisateurs juniors avec des valeurs présélectionnées qui restent ajustables. Les valeurs par défaut peuvent être définies à partir des paramètres de conception ou calculées à partir d'autres entrées de paramètres telles que les hauteurs de poutre.</p>\n<figure data-asset-id=\"44816256-a8e2-40f6-9719-d266d3fecfa5\" data-image-id=\"44816256-a8e2-40f6-9719-d266d3fecfa5\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/04d58107-c9e8-4516-b267-f4713db4dff3/Default%20expression.png\" data-asset-id=\"44816256-a8e2-40f6-9719-d266d3fecfa5\" data-image-id=\"44816256-a8e2-40f6-9719-d266d3fecfa5\" alt=\"\"></figure>\n<h2>Récupération des charges, saisie de chaînes et unités </h2>\n<p>La récupération des charges, la saisie de chaînes et les fonctions d'unités sont clairement définies pour assurer précision et facilité d'utilisation.</p>\n<h4>Récupération des charges </h4>\n<p>Avec la fonction <strong>GetLoadEffects</strong>, les utilisateurs peuvent récupérer les effets de charge pour ajuster l'épaisseur des plaques et d'autres paramètres d'assemblage.</p>\n<ul>\n <li>Recherchez GetLoadEffectEnvelope(Member, Action, Envelope, End) dans la <a href=\"https://developer.ideastatica.com/docs/api/api_parameter_reference_guide.html\">documentation</a>.</li>\n</ul>\n<h4>Chaînes </h4>\n<p>La fonction <strong>Strings</strong> peut être utilisée pour créer des chaînes permettant de définir les entrées d'espacement des boulons, les points et les vecteurs. </p>\n<ul>\n <li>Recherchez la fonction String dans la <a href=\"https://developer.ideastatica.com/docs/api/api_parameter_reference_guide.html\">documentation</a>.</li>\n</ul>\n<h4>Unités</h4>\n<p>Les entrées pour la longueur, la surface, la force, la contrainte, le moment, la température, l'angle et le temps peuvent être saisies dans diverses unités (autres que les unités SI de base), par exemple, la longueur peut être définie en unités 'm', 'dm', 'cm', 'mm', 'in' et 'ft'. </p>\n<ul>\n <li>Recherchez les fonctions d'importation et de conversion d'unités dans la <a href=\"https://developer.ideastatica.com/docs/api/api_parameter_reference_guide.html\">documentation</a>. </li>\n</ul>\n<h4>Récupération du diamètre des boulons </h4>\n<p>Les diamètres des boulons pour des entrées de boulons spécifiques dans des opérations définies peuvent être définis à l'aide de <strong>GetBoltDiameter</strong>. </p>\n<ul>\n <ul>\n <li>Recherchez GetBoltDiameter('operation_name', index) dans la <a href=\"https://developer.ideastatica.com/docs/api/api_parameter_reference_guide.html\">documentation</a>. </li>\n </ul>\n</ul>\n<h4>Lien vers une propriété du modèle </h4>\n<p>Les paramètres peuvent être liés à plusieurs propriétés du modèle en étendant la boîte de dialogue « Ajouter un lien vers une propriété du modèle » avec <strong>Appliquer</strong> et <strong>OK</strong>. Appliquer permet de lier plusieurs propriétés à la fois sans avoir à fermer la boîte de dialogue.</p>\n<figure data-asset-id=\"ec0aca1f-ab21-4bb5-b4ab-e5c8ee3eeb4f\" data-image-id=\"ec0aca1f-ab21-4bb5-b4ab-e5c8ee3eeb4f\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/b15f72bb-fa4f-42c2-9a0b-49d85fd7c49c/Add%20model%20property%20link.png\" data-asset-id=\"ec0aca1f-ab21-4bb5-b4ab-e5c8ee3eeb4f\" data-image-id=\"ec0aca1f-ab21-4bb5-b4ab-e5c8ee3eeb4f\" 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": "<h1>Regroupement dynamique dans Checkbot</h1>\n<p><a data-item-id=\"caeb1a6c-2621-446f-8005-4d2799496a39\" href=\"\">Checkbot</a> est optimisé pour gérer des modèles comportant des centaines d'assemblages, en fournissant des outils pour les opérations en masse. Les outils de regroupement permettent une gestion efficace des assemblages en les catégorisant selon la <strong>typologie</strong> et la <strong>disposition des sections transversales</strong>. Cette fonctionnalité simplifie la navigation, la sélection et permet d'effectuer la conception en masse de plusieurs assemblages.</p>\n<p>Le <strong>regroupement dynamique</strong> organise automatiquement les assemblages dans l'arborescence du projet en deux niveaux basés sur la <strong>typologie</strong> et la <strong>section transversale</strong> :</p>\n<ul>\n <li><strong>Typologie </strong>–<strong> </strong>prend en compte le nombre d'éléments et leurs positions relatives (par ex., poutre-poutre, poutre-poteau).</li>\n <li><strong>Typologie, section transversale (Disposition) </strong>– au sein d'une même typologie, les assemblages sont regroupés par type de section transversale. Il s'agit du niveau de similarité minimal requis pour permettre la recherche de conceptions similaires dans la <a data-item-id=\"0c7b66ab-0a1d-47cf-98f5-a050a39f5a62\" href=\"\"><strong>Connection Library</strong></a><strong>.</strong></li>\n</ul>\n<figure data-asset-id=\"fd88b1d6-7aaf-45cb-81e4-9bf717b262e5\" data-image-id=\"fd88b1d6-7aaf-45cb-81e4-9bf717b262e5\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/9ac71884-398b-4c81-a95d-cae50766c0c4/Typology%20and%20arrangement.png\" data-asset-id=\"fd88b1d6-7aaf-45cb-81e4-9bf717b262e5\" data-image-id=\"fd88b1d6-7aaf-45cb-81e4-9bf717b262e5\" alt=\"\"></figure>\n<p>Les utilisateurs peuvent ajouter un troisième niveau de regroupement, défini comme groupes de conception. Ces groupes permettent une personnalisation supplémentaire, permettant aux utilisateurs d'organiser des ensembles spécifiques d'assemblages en fonction de leurs besoins de projet. La seule condition est que les assemblages au sein d'un même groupe de conception doivent partager la même <strong>typologie</strong> et la même <strong>section transversale</strong>. L'arborescence des assemblages peut avoir quatre options d'ordonnancement différentes selon le niveau de regroupement.</p>\n<figure data-asset-id=\"4b33b631-a453-4a2c-af87-340f427181f9\" data-image-id=\"4b33b631-a453-4a2c-af87-340f427181f9\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/dd0bf2f3-733b-47d9-b232-39b5322aa6ae/tree_selection_1.png\" data-asset-id=\"4b33b631-a453-4a2c-af87-340f427181f9\" data-image-id=\"4b33b631-a453-4a2c-af87-340f427181f9\" alt=\"\"></figure>\n<p>La création de tous les niveaux de groupes, y compris le regroupement dynamique et les groupes de conception, est gérée par l'arborescence du projet. </p>\n<figure data-asset-id=\"b07d7b3a-497e-4f80-a8dc-7f5e28d8fe27\" data-image-id=\"b07d7b3a-497e-4f80-a8dc-7f5e28d8fe27\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/119bcca3-44a6-4085-afdb-0e2d7effc048/Tree%20sorting_1.png\" data-asset-id=\"b07d7b3a-497e-4f80-a8dc-7f5e28d8fe27\" data-image-id=\"b07d7b3a-497e-4f80-a8dc-7f5e28d8fe27\" alt=\"\"></figure>\n<h1>Arborescence des assemblages claire</h1>\n<p>L'arborescence et la grille de propriétés offrent aux utilisateurs une vue d'ensemble du projet plus claire et une gestion de la conception plus rapide. Ces améliorations permettent une navigation plus rapide et un contrôle plus efficace des propriétés de conception, simplifiant le processus et garantissant que les détails critiques sont facilement accessibles.</p>\n<p><strong>Le tri des assemblages </strong>dans l'arborescence est basé sur les éléments suivants : </p>\n<ul>\n <ul>\n <li><strong>Nœud </strong> - par ex. 12</li>\n <li><strong>Nom </strong>- par ex. A-1</li>\n <li><strong>Statut</strong> - À concevoir, À vérifier, Vérification normative réussie, Vérification normative échouée</li>\n </ul>\n</ul>\n<figure data-asset-id=\"927907fa-b501-4e37-9b81-19ec19bb563e\" data-image-id=\"927907fa-b501-4e37-9b81-19ec19bb563e\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/64743c51-d3a5-4ca2-aa3a-af0ea6cf8bcb/Tree%20sorting_2.png\" data-asset-id=\"927907fa-b501-4e37-9b81-19ec19bb563e\" data-image-id=\"927907fa-b501-4e37-9b81-19ec19bb563e\" alt=\"\"></figure>\n<h3>Informations générales sur les groupes d'assemblages : </h3>\n<p>Les utilisateurs peuvent désormais cliquer sur le groupe racine dans l'arborescence pour accéder instantanément à une vue d'ensemble des informations relatives au groupe sélectionné (Assemblages, Typologie, Disposition, Groupe de conception). Cette fonctionnalité offre un moyen centralisé de consulter les détails clés du projet :</p>\n<h4>Assemblages</h4>\n<ul>\n <li>Nombre total d'assemblages </li>\n <li>À concevoir</li>\n <li>À vérifier (conçus)</li>\n <li>Vérification normative réussie</li>\n <li>Vérification normative échouée</li>\n</ul>\n<figure data-asset-id=\"85688740-ce3e-4e3e-a7ed-addb0ff18d5e\" data-image-id=\"85688740-ce3e-4e3e-a7ed-addb0ff18d5e\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/efc8f705-9c3b-4857-a476-6d3850c0d5c2/property%20grid.png\" data-asset-id=\"85688740-ce3e-4e3e-a7ed-addb0ff18d5e\" data-image-id=\"85688740-ce3e-4e3e-a7ed-addb0ff18d5e\" alt=\"\"></figure>\n<h4> Typologie et Disposition </h4>\n<ul>\n <li>Nombre d'éléments</li>\n <li>Type de section transversale des éléments</li>\n</ul>\n<figure data-asset-id=\"97ecc591-2e30-4fe2-95ee-d9af30a7c303\" data-image-id=\"97ecc591-2e30-4fe2-95ee-d9af30a7c303\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/fae9368f-f439-4ab0-a0d9-e4003295d360/Typo%20and%20arrangement%20info.png\" data-asset-id=\"97ecc591-2e30-4fe2-95ee-d9af30a7c303\" data-image-id=\"97ecc591-2e30-4fe2-95ee-d9af30a7c303\" alt=\"\"></figure>\n<h4>Groupes de conception</h4>\n<ul>\n <li>Nom </li>\n <li>Assemblage de référence </li>\n <li>Nombre d'assemblages dans un groupe</li>\n <li>Nombre d'éléments dans la typologie</li>\n</ul>\n<figure data-asset-id=\"ba343341-96c1-42d4-b1ee-792ba16a78d7\" data-image-id=\"ba343341-96c1-42d4-b1ee-792ba16a78d7\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/86102960-417e-487d-b227-2ec5615754d6/group%20info.png\" data-asset-id=\"ba343341-96c1-42d4-b1ee-792ba16a78d7\" data-image-id=\"ba343341-96c1-42d4-b1ee-792ba16a78d7\" alt=\"\"></figure>\n<h1>Conception d'assemblages avec des groupes de conception</h1>\n<p>Un <strong>groupe de conception</strong> permet à une liste d'assemblages d'être pilotée à partir d'une conception de référence unique, ce qui signifie la propagation (ou la mise en modèle) d'un <strong>assemblage de référence</strong> vers tous les autres assemblages du groupe automatiquement. Les groupes sont traités comme des objets spécifiques avec des propriétés, et les utilisateurs peuvent leur attribuer des noms personnalisés. Cela permet aux utilisateurs de gagner un temps considérable lorsqu'ils traitent de grands ensembles d'assemblages en propagant automatiquement les modifications de conception et les opérations à tous les <strong>assemblages enfants</strong> du groupe.</p>\n<h3>Flux de travail utilisateur</h3>\n<p>La création standard d'un groupe est décrite ci-dessous : </p>\n<h4>1. Création du groupe </h4>\n<ul>\n <ul>\n <li>Les utilisateurs sélectionnent un ou plusieurs assemblages pour créer un groupe. Les assemblages doivent respecter une règle de similarité minimale : la même <strong>typologie</strong> et la même <strong>section transversale</strong>.</li>\n <li>Le premier assemblage sélectionné devient automatiquement l'<strong>assemblage de référence </strong>(l'assemblage de référence est souligné dans l'arborescence), qui pilote la conception du groupe. Tous les autres assemblages sont considérés comme des <strong>assemblages enfants</strong>.</li>\n <li>Le nom du groupe de conception peut être défini selon les besoins. </li>\n </ul>\n</ul>\n<figure data-asset-id=\"6d6bd679-52b7-466e-b83c-067b2a452b06\" data-image-id=\"6d6bd679-52b7-466e-b83c-067b2a452b06\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/775e7a16-ea30-4473-9eb0-f45c9e368d1e/1.Group%20creation.png\" data-asset-id=\"6d6bd679-52b7-466e-b83c-067b2a452b06\" data-image-id=\"6d6bd679-52b7-466e-b83c-067b2a452b06\" alt=\"\"></figure>\n<h4>2. Conception de l'assemblage de référence</h4>\n<ul>\n <ul>\n <li>L'<strong>assemblage de référence</strong> peut être conçu manuellement ou en appliquant un <a data-item-id=\"e57e8357-eae9-4024-8feb-cd0ce202a389\" href=\"\"><strong>modèle</strong></a><strong> </strong>prédéfini dans l'application Connection. Pour identifier l'assemblage de référence, utilisez le symbole « sniper ». </li>\n <li>Toutes les opérations de conception et les paramètres de l'assemblage de référence, y compris les <a data-item-id=\"987e0d3d-116f-47b8-8fea-cd8dde608cc3\" href=\"\">vues en coupe</a>, sont automatiquement propagés aux assemblages enfants.</li>\n </ul>\n</ul>\n<figure data-asset-id=\"b0424df5-9fca-4cd3-9df6-6c3e57fce0c3\" data-image-id=\"b0424df5-9fca-4cd3-9df6-6c3e57fce0c3\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/c9d05473-176b-44bb-a671-79f37f742dac/Reference%20design.png\" data-asset-id=\"b0424df5-9fca-4cd3-9df6-6c3e57fce0c3\" data-image-id=\"b0424df5-9fca-4cd3-9df6-6c3e57fce0c3\" alt=\"\"></figure>\n<h4>3. Propagation automatique vers les assemblages enfants</h4>\n<ul>\n <ul>\n <li>Toute modification apportée à l'assemblage de référence sera automatiquement appliquée à tous les <strong>assemblages enfants</strong> du groupe de conception, garantissant ainsi l'uniformité.</li>\n </ul>\n</ul>\n<figure data-asset-id=\"471cfb7b-8f5f-4b63-ba8e-dd92488a652a\" data-image-id=\"471cfb7b-8f5f-4b63-ba8e-dd92488a652a\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/5d53b53e-c50a-4ce0-9345-8eae52e5de61/child%20items%20designed.png\" data-asset-id=\"471cfb7b-8f5f-4b63-ba8e-dd92488a652a\" data-image-id=\"471cfb7b-8f5f-4b63-ba8e-dd92488a652a\" alt=\"\"></figure>\n<h4>4. Calcul du groupe</h4>\n<ul>\n <ul>\n <li>Les assemblages au sein du <strong>groupe de conception</strong> sont calculés collectivement.</li>\n </ul>\n</ul>\n<figure data-asset-id=\"1f4636dc-2d26-4689-90e3-7c0fdecc744b\" data-image-id=\"1f4636dc-2d26-4689-90e3-7c0fdecc744b\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/079dd4d5-bfd8-42e5-84fb-5c73bb0e1d3e/Calculate.png\" data-asset-id=\"1f4636dc-2d26-4689-90e3-7c0fdecc744b\" data-image-id=\"1f4636dc-2d26-4689-90e3-7c0fdecc744b\" alt=\"\"></figure>\n<h3>Synchronisation et validation</h3>\n<ul>\n <ul>\n <li>Lors de la synchronisation ou de la mise à jour du modèle structurel, tous les assemblages enfants sont validés par rapport à l'assemblage de référence.</li>\n <li>Si un assemblage enfant ne satisfait plus les paramètres de l'assemblage de référence, il est signalé comme <strong>invalide</strong> dans le groupe.</li>\n </ul>\n</ul>\n<figure data-asset-id=\"60899d83-5e13-4d4b-ba21-99e1aaafc366\" data-image-id=\"60899d83-5e13-4d4b-ba21-99e1aaafc366\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/5db7083a-926a-4ffd-b6ad-59360709bcdc/Invalid.png\" data-asset-id=\"60899d83-5e13-4d4b-ba21-99e1aaafc366\" data-image-id=\"60899d83-5e13-4d4b-ba21-99e1aaafc366\" alt=\"\"></figure>\n<h3>Gestion des groupes de conception</h3>\n<ul>\n <ul>\n <li>Les utilisateurs peuvent ajouter, supprimer ou déplacer des <strong>assemblages enfants</strong> entre les <strong>groupes de conception</strong>, à condition que les assemblages respectent toujours les règles de validation du groupe (même typologie et même section transversale).</li>\n <li>Un groupe peut être dissous. </li>\n <li>Les <strong>assemblages enfants</strong> peuvent être retirés d'un groupe sans dissoudre le groupe.</li>\n <li>Les <strong>assemblages enfants</strong> invalides peuvent être supprimés ou corrigés, et les groupes peuvent être reconfigurés si nécessaire.</li>\n <li>Les <strong>assemblages de référence</strong> ne peuvent pas être déplacés entre les groupes ; la seule façon de supprimer ou de modifier l'assemblage de référence est de dissoudre le groupe et de le recréer. <strong>Lorsqu'un assemblage est marqué comme référence, il ne peut pas être supprimé du modèle structurel</strong>. </li>\n </ul>\n</ul>\n<figure data-asset-id=\"0fc80cd1-f019-4e20-b2e3-88e627fec2c3\" data-image-id=\"0fc80cd1-f019-4e20-b2e3-88e627fec2c3\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/601b2c94-bb7e-47fb-bdbc-c20e90ef8c72/Change%20group%20for%20child%20item.png\" data-asset-id=\"0fc80cd1-f019-4e20-b2e3-88e627fec2c3\" data-image-id=\"0fc80cd1-f019-4e20-b2e3-88e627fec2c3\" alt=\"\"></figure>\n<h3>Légende des icônes dans l'arborescence des assemblages</h3>\n<figure data-asset-id=\"5b126423-649b-4a39-9857-304d5385f8f8\" data-image-id=\"5b126423-649b-4a39-9857-304d5385f8f8\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/a58c6e5b-690d-42a6-9347-8ffbebe7e56f/Legenda.png\" data-asset-id=\"5b126423-649b-4a39-9857-304d5385f8f8\" data-image-id=\"5b126423-649b-4a39-9857-304d5385f8f8\" alt=\"\"></figure>\n<h1>Limitations connues</h1>\n<ul>\n <li>Le type de modèle des éléments dans l'assemblage de référence n'est pas propagé aux assemblages enfants.</li>\n <li>La position des forces des éléments dans l'assemblage de référence n'est pas propagée aux assemblages enfants.</li>\n</ul>\n<p><em>Publié dans la version 24.1</em></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_1085ffa\"></object>"
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"value": "<p>Dans IDEA StatiCa <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">Connection</a>, les utilisateurs ont la possibilité de créer des modèles d'assemblage en utilisant des paramètres (relations définies entre des entités individuelles). La conception paramétrique permet aux utilisateurs de concevoir des assemblages standardisées de manière efficace - <strong>lisez comment travailler avec les paramètres</strong> <a data-item-id=\"e5982961-3fb7-424b-9b44-dfd731b836d4\" href=\"\">dans cet article.</a></p>\n<p>L'intégration de <strong>modèles paramétriques</strong> dans <a data-item-id=\"d462d4fd-c84f-4b3b-8111-c248b270291b\" href=\"\">Connection Library</a> offre une approche transformationnelle des flux de travail des concepteurs d'assemblage. <strong>Elle permet aux utilisateurs de créer et d'utiliser une collection universelle de modèles qui peuvent être facilement personnalisés et déployés dans différents contextes de conception.</strong></p>\n<h2>Comment cela fonctionne-t-il ?</h2>\n<p>L'utilisateur peut télécharger lassemblage créé vers son entreprise ou son ensemble personnel, comme pour n'importe quelle conception, et il peut même le faire <strong>avec les paramètres définis</strong>. Une fois que la même géométrie est présente dans le projet et que la solution peut être répétée, l'utilisateur peut appliquer cette conception préparée à l'avance (modèle) avec tous les paramètres.</p>\n<figure data-asset-id=\"6359b9fa-158a-4310-b5da-045f09457bf6\" data-image-id=\"6359b9fa-158a-4310-b5da-045f09457bf6\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/f0a53fd0-929f-4053-9c8c-37b522604485/parametric_template_3.png\" data-asset-id=\"6359b9fa-158a-4310-b5da-045f09457bf6\" data-image-id=\"6359b9fa-158a-4310-b5da-045f09457bf6\" alt=\"\"></figure>\n<p>En outre, après avoir proposé le modèle, il est possible de <strong>modifier les paramètres directement</strong> <strong>dans la fenêtre de conception principale</strong> et il n'est pas nécessaire de passer en mode développeur. Cet environnement convivial permet aux utilisateurs moins expérimentés de travailler avec des paramètres prédéfinis en toute sécurité selon les préréglages des concepteurs seniors.</p>\n<figure data-asset-id=\"5de639e8-ed39-46ec-b976-8b542a884951\" data-image-id=\"5de639e8-ed39-46ec-b976-8b542a884951\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/21f4f5f7-4808-4e52-ad70-4c7446950a47/parametric_template_5.png\" data-asset-id=\"5de639e8-ed39-46ec-b976-8b542a884951\" data-image-id=\"5de639e8-ed39-46ec-b976-8b542a884951\" alt=\"\"></figure>\n<p>L'optimisation ultérieure est très simple, car il est possible d'éviter de modifier chaque entité une par une lors de l'utilisation des opérations.</p>\n<p>En modifiant un paramètre, <strong>plusieurs étapes</strong> peuvent être réalisées en même temps. Par exemple, lorsque l'on modifie la largeur de l'élargisseur, ce n'est pas seulement l'élargisseur lui-même qui est affecté, mais aussi toutes les soudures associées et l'emplacement du raidisseur :</p>\n<figure data-asset-id=\"b3f55ab2-d7c7-43a3-a143-e9b22dd2318c\" data-image-id=\"b3f55ab2-d7c7-43a3-a143-e9b22dd2318c\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/a920b12e-d9f6-4545-9616-2b4e45b7c256/parametric_template_4.png\" data-asset-id=\"b3f55ab2-d7c7-43a3-a143-e9b22dd2318c\" data-image-id=\"b3f55ab2-d7c7-43a3-a143-e9b22dd2318c\" alt=\"\"></figure>\n<p>Les modifications verrouillées dans la liste des propriétés de certaines opérations de fabrication sont désactivées dans de tels cas. Cependant, si l'utilisateur le souhaite, il peut casser les paramètres à l'aide du bouton<strong>\"exploser</strong>\" et continuer à modifier les opérations.</p>\n<p>Les modèles auxquels les paramètres sont liés sont marqués d'un {p} minuscule. Plusieurs modèles paramétriques ont déjà été préparés et mis à disposition dans le <strong>jeu de modèles prédéfinis par l'équipe IDEA StatiCa</strong>.</p>\n<figure data-asset-id=\"088d4e9e-2275-4a46-ba2c-563cd28ba6c3\" data-image-id=\"088d4e9e-2275-4a46-ba2c-563cd28ba6c3\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/1f541105-3c13-4356-9547-4495dfdbfdce/parametric_template_1.png\" data-asset-id=\"088d4e9e-2275-4a46-ba2c-563cd28ba6c3\" data-image-id=\"088d4e9e-2275-4a46-ba2c-563cd28ba6c3\" alt=\"\"></figure>\n<h2>Quels sont les avantages des modèles paramétriques ?</h2>\n<ul>\n <li><strong>Modèles universels</strong>: Les concepteurs peuvent accéder à une large collection de modèles paramétriques à partir de Connection Library. Ces modèles sont conçus pour être universellement applicables et constituent une base solide pour un large éventail de projets.</li>\n <li><strong>Personnalisation paramétrique</strong>: Grâce à l'onglet Développeur, les utilisateurs peuvent définir des paramètres spécifiques pour chaque modèle, ce qui permet un haut degré de personnalisation et de flexibilité dans la conception.</li>\n <li><strong>Identification des modèles</strong>: Les modèles paramétriques sont facilement identifiables par le symbole {p}, ce qui permet aux utilisateurs de les reconnaître et de les sélectionner rapidement pour leurs projets.</li>\n <li><strong>Filtrage amélioré de la bibliothèque</strong>: Le filtre de la fenêtre de proposition de Connection Library permet aux utilisateurs de trouver efficacement des modèles paramétriques parmi l'offre étendue de la bibliothèque.</li>\n <li><strong>Contrôle de la publication</strong>: Lorsqu'un assemblage contient des paramètres, les concepteurs ont la possibilité de publier ces modèles paramétriques dans Connection Library. Cette fonctionnalité permet de partager des modèles personnalisés avec l'ensemble de la communauté des utilisateurs ou de les garder confidentiels pour un usage individuel ou interne.</li>\n</ul>\n<h2>Impact sur le flux de travail</h2>\n<p>L'inclusion de modèles paramétriques dans Connection Library représente une avancée significative dans le processus de conception pour les concepteurs d'assemblage. Cette fonctionnalité simplifie le processus de conception en fournissant :</p>\n<ul>\n <li><strong>Efficacité</strong>: L'utilisation de modèles accélère la phase de conception, ce qui permet des itérations et des modifications plus rapides.</li>\n <li><strong>Cohérence</strong>: Les modèles paramétriques garantissent la cohérence de la conception d'un projet à l'autre, ce qui est essentiel pour maintenir les normes et la qualité.</li>\n <li><strong>Collaboration</strong>: La possibilité de partager des modèles personnalisés améliore la collaboration entre les équipes et avec l'ensemble de la communauté des concepteurs.</li>\n <li><strong>Personnalisation</strong>: Les concepteurs peuvent adapter les modèles aux exigences spécifiques d'un projet, ce qui améliore la précision et l'efficacité de la conception.</li>\n</ul>\n<p><em>Disponible dans le </em><a data-item-id=\"52afe115-4e0f-4c6a-be42-e82757fdb937\" href=\"\"><em>patch 23.1.5 d'IDEA StatiCa</em></a>.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n698fc8a8_25b1_016d_9bfc_52f86a474d95\"></object>\n<h2>Jeux de contrôle par défaut dans les opérations</h2>\n<p>La conception d'un assemblage par paramètres consiste à définir des paramètres uniques spécifiques à chaque type d'assemblage d'une part. D'autre part, il y a des paramètres qui sont utilisés presque toujours en raison des pratiques d'ingénierie courantes, telles qu'un ensemble de soudures, de fixations et de matériaux.</p>\n<p>Pour simplifier la création de modèles paramétriques et accéder à ces paramètres à tout moment, nous incluons ces contrôles en tant qu'ensembles par défaut dans la racine de l'opération.</p>\n<p>Lorsque vous sélectionnez Opérations, les paramètres suivants sont disponibles par défaut :</p>\n<ul>\n <li>Réglage de la soudure : <strong>Méthode de dimensionnement</strong> et <strong>matériau de</strong> la soudure (24.0.5)</li>\n <li>Paramètres du boulon : <strong>Type</strong>, <strong>plan de cisaillement dans le filetage</strong> et <strong>transfert de l'effort de cisaillement</strong> (24.1.0)</li>\n <li>Paramétrage des platines: <strong>Matériau </strong>(24.1.0)</li>\n</ul>\n<figure data-asset-id=\"2a3a3db4-b18c-4e2c-a09d-5774aa412487\" data-image-id=\"2a3a3db4-b18c-4e2c-a09d-5774aa412487\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/23570977-6342-4a3e-adc8-2563c3e0028f/common%20properties%201.png\" data-asset-id=\"2a3a3db4-b18c-4e2c-a09d-5774aa412487\" data-image-id=\"2a3a3db4-b18c-4e2c-a09d-5774aa412487\" alt=\"\"></figure>\n<p>Ces commandes définissent la propriété spécifique pour l'ensemble du modèle d'assemblage à toutes les opérations et sont affichées dans la racine des opérations par défaut. Ils ne modifient pas les propriétés des éléments de structure, mais uniquement les opérations de fabrication.</p>\n<p>Si l'une des propriétés liées au contrôle <strong>est utilisée dans un paramètre</strong> du modèle paramétrique, le contrôle est automatiquement désactivé. Ce comportement permet d'éviter d'influencer la même propriété à partir de deux endroits et, par conséquent, de gâcher les détails de l'assemblage par des boucles dans les paramètres.</p>\n<p>En outre, ces contrôles sont également affichés sans modèle paramétrique, ce qui permet d'effectuer des modifications rapides et d'unifier les propriétés de n'importe quel modèle d'assemblage.</p>\n<h2>Quels sont les avantages ?</h2>\n<ul>\n <li>Pour l'<strong>utilisateur du modèle paramétrique</strong> (par exemple, l'utilisateur junior), toutes les opérations sont désactivées (en lecture seule). Cependant, la <strong>modification du matériau, de la classe de boulons ou du matériau de la platine</strong> reste une action couramment attendue. Toutefois, si un seul paramètre manque dans le modèle paramétrique, celui-ci devient inutilisable. Les propriétés communes telles que les soudures, les boulons et les matériaux peuvent désormais être contrôlées dans chaque modèle paramétrique à l'aide des commandes par défaut affichées sous les paramètres.</li>\n <li>L'ajout de ces contrôles <strong>simplifie le travail du créateur du modèle</strong> (par exemple, l'utilisateur principal) <strong>lors de la préparation des modèles paramétriques</strong>. Désormais, il n'est plus nécessaire de créer manuellement des paramètres spéciaux pour modifier des propriétés communes telles que les soudures, les boulons et les matériaux.</li>\n <li>Parfois, vous souhaitez <strong>unifier les nuances de boulons ou de platines et les matériaux de soudure</strong> dans l'ensemble du détail de l'assemblage, même si le <strong>modèle paramétrique n'est pas utilisé</strong>. 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"value": "<p>Dans IDEA StatiCa, il existe trois domaines possibles pour travailler efficacement avec la conception paramétrique.</p>\n<h2>Paramètres dans IDEA StatiCa Connection</h2>\n<p>La première utilisation de la conception paramétrique est la plus simple. Chaque élément, comme un élément, une plaque, un boulon ou une soudure, peut être défini par sa forme, sa position et son matériau. </p>\n<p>À cet effet, vous devrez activer le <strong>Mode développeur</strong> dans Projet / Préférences / Paramètres avancés. </p>\n<figure data-asset-id=\"e93a1b75-bc75-444b-9fe3-d5962e57d6cf\" data-image-id=\"e93a1b75-bc75-444b-9fe3-d5962e57d6cf\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/859245fb-d6ee-4d79-ad1f-2228306e1088/parameters.png\" data-asset-id=\"e93a1b75-bc75-444b-9fe3-d5962e57d6cf\" data-image-id=\"e93a1b75-bc75-444b-9fe3-d5962e57d6cf\" alt=\"\"></figure>\n<p>Dans l'onglet <strong>Paramètres</strong>, vous pouvez ajouter des Nombres (le séparateur décimal est le point), du Texte (veuillez utiliser des guillemets simples), et même des Équations. </p>\n<p>Pour lier ce paramètre aux éléments définis par les opérations, cliquez simplement sur l'icône <strong>Lien</strong>. </p>\n<figure data-asset-id=\"bfb209b9-eaf3-43e2-a9ca-156e319a9af2\" data-image-id=\"bfb209b9-eaf3-43e2-a9ca-156e319a9af2\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/3fc7c719-63a1-4bfe-bf4f-5eb9605165d3/link-par.png\" data-asset-id=\"bfb209b9-eaf3-43e2-a9ca-156e319a9af2\" data-image-id=\"bfb209b9-eaf3-43e2-a9ca-156e319a9af2\" alt=\"\"></figure>\n<p>Le bouton <strong>Appliquer au modèle</strong> vous permet d'écraser les valeurs initiales par les valeurs des paramètres.</p>\n<p>Pour vous familiariser avec toutes les possibilités concernant les paramètres, veuillez consulter le <a href=\"https://github.com/idea-statica/ideastatica-public/wiki/Reference-Guide-Expression-Parameters\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">Guide de référence</a>.</p>\n<p>Plus d'informations sur ce thème sont également disponibles dans les articles <a data-item-id=\"43f3dfc4-bff8-464b-b284-da70ec8f5120\" href=\"\">Fonctionnalités UX dans la conception paramétrique</a> et <a data-item-id=\"be1bc111-ddd8-4cca-b85c-a479c3dde877\" href=\"\">Mise en place de la conception paramétrique avec l'onglet Développeur</a>.</p>\n<h2>Plugin pour Rhino/Grasshopper</h2>\n<p>Grasshopper3d est un environnement de programmation visuelle intégré au puissant logiciel de modélisation CAO <a href=\"https://www.rhino3d.com/\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">Rhino3d</a>.</p>\n<p>La combinaison de Grasshopper avec l'Open Model et les API d'IDEA StatiCa crée une plateforme extrêmement puissante pour la définition paramétrique de géométries d'assemblages complexes, ainsi que pour l'automatisation et l'optimisation des assemblages.</p>\n<figure data-asset-id=\"2dbb51db-5611-4e2c-8a8e-6fb5ab054c8c\" data-image-id=\"2dbb51db-5611-4e2c-8a8e-6fb5ab054c8c\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/a070a736-1da4-4e4f-a22f-baaad9dc2506/GH.png\" data-asset-id=\"2dbb51db-5611-4e2c-8a8e-6fb5ab054c8c\" data-image-id=\"2dbb51db-5611-4e2c-8a8e-6fb5ab054c8c\" alt=\"\"></figure>\n<p>Le plugin peut être utilisé de plusieurs façons :</p>\n<ul>\n <li>il permet la création d'assemblages complexes, même sans licence IDEA Connection</li>\n <li>importation d'une structure (modèle SAF, modèle IOM) et calcul en masse des assemblages spécifiés</li>\n <li>optimisation des assemblages en termes de forme, de matériau, etc., à l'aide de paramètres </li>\n</ul>\n<p>Pour en savoir plus, veuillez consulter <a data-item-id=\"32829f8b-a27e-470c-b287-790c64805a9d\" href=\"\">Flux de travail Rhino vers IDEA StatiCa</a>.</p>\n<h2>API de conception</h2>\n<p>IDEA StatiCa fournit plusieurs API générales pour les différentes applications et services que nous proposons. C'est un excellent point de départ si vous êtes un concepteur computationnel ou un développeur logiciel souhaitant effectuer des tâches automatisées de conception structurelle et d'optimisation. Les API de conception sont destinées aux utilisateurs Python et C#/.Net. </p>\n<figure data-asset-id=\"d5031aac-2e03-4337-9140-af48d6c0560c\" data-image-id=\"d5031aac-2e03-4337-9140-af48d6c0560c\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/9b0fff41-e68a-482a-a613-5f638d9e46c4/api.png\" data-asset-id=\"d5031aac-2e03-4337-9140-af48d6c0560c\" data-image-id=\"d5031aac-2e03-4337-9140-af48d6c0560c\" alt=\"\"></figure>\n<p><a href=\"https://developer.ideastatica.com/docs/api/api_overview.html\">Vous pouvez commencer ici</a> ou visiter le <a href=\"https://github.com/idea-statica\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">GitHub IDEA StatiCa</a>. </p>"
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"value": "<p>Beaucoup de nœuds d'une structure réelle ne peuvent pas être couverts individuellement par un type d'assemblage standard. Les concepteurs divisent ces nœuds en assemblages distincts et les vérifient à l'aide d'outils simples ou de feuilles de calcul Excel sans tenir compte de leur interaction, ce qui peut entraîner des erreurs de conception.</p>\n<h3>Les modèles paramétriques peuvent être combinés avec d'autres opérations</h3>\n<p>Lors de l'utilisation d'un modèle paramétrique, il est toujours possible d'ajouter de nouvelles opérations. Il est donc possible d'ajouter une seule opération unique à un modèle paramétrique existant.</p>\n<p>De cette manière, il est facile d'ajouter, par exemple, plus de raidisseurs au modèle choisi.</p>\n<figure data-asset-id=\"6b40cd54-f6bd-48ae-bf27-3b80a5cca9b3\" data-image-id=\"6b40cd54-f6bd-48ae-bf27-3b80a5cca9b3\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/7898ecd8-9db8-455e-8747-f1724f0eaeac/Combination%20of%20parametric%20template%20and%20unrelated%20operations%201.png\" data-asset-id=\"6b40cd54-f6bd-48ae-bf27-3b80a5cca9b3\" data-image-id=\"6b40cd54-f6bd-48ae-bf27-3b80a5cca9b3\" alt=\"\"></figure>\n<p>Un autre exemple peut être un joint composé de différents assemblages - certains éléments ne sont pas pris en compte dans le modèle choisi.</p>\n<figure data-asset-id=\"057ed665-6c69-4289-a73f-e6f1a1ec2eab\" data-image-id=\"057ed665-6c69-4289-a73f-e6f1a1ec2eab\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/ad580407-b098-495d-8783-6fda3a80577a/Combination%20of%20parametric%20template%20and%20unrelated%20operations%202.png\" data-asset-id=\"057ed665-6c69-4289-a73f-e6f1a1ec2eab\" data-image-id=\"057ed665-6c69-4289-a73f-e6f1a1ec2eab\" alt=\"\"></figure>\n<p>La connexion de cet élément supplémentaire avec une opération standard est facile à réaliser.</p>\n<figure data-asset-id=\"469133e6-02f2-4633-a6bb-13c9a60b90ca\" data-image-id=\"469133e6-02f2-4633-a6bb-13c9a60b90ca\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/baee32da-a7c8-4884-b460-cff867b1c5a4/Combination%20of%20parametric%20template%20and%20unrelated%20operations%203.png\" data-asset-id=\"469133e6-02f2-4633-a6bb-13c9a60b90ca\" data-image-id=\"469133e6-02f2-4633-a6bb-13c9a60b90ca\" alt=\"\"></figure>\n<p><em>Disponible dans </em><a data-item-id=\"16ee2c44-5334-4be9-8cc8-5100e7211880\" href=\"\"><em>IDEA StatiCa version 25.0</em></a><em>.</em></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n429cfc7e_7ebf_0119_b91d_f4cc9164e2bf\"></object>\n<h2>Combinez plusieurs modèles paramétriques dans un seul modèle</h2>\n<p>Pour connecter plusieurs éléments dans un nœud, vous pouvez appliquer plusieurs modèles paramétriques. Créez vos assemblages standards en tant que modèle paramétrique, puis combinez-les efficacement pour obtenir la conception d'assemblage souhaitée pour l'ensemble de la structure.</p>\n<figure data-asset-id=\"a19c95a5-5ea2-4547-b285-93c567b3756f\" data-image-id=\"a19c95a5-5ea2-4547-b285-93c567b3756f\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/d59211a9-a119-42c4-a207-c0aa1509eca3/Multiple%20templates%201.png\" data-asset-id=\"a19c95a5-5ea2-4547-b285-93c567b3756f\" data-image-id=\"a19c95a5-5ea2-4547-b285-93c567b3756f\" alt=\"\"></figure>\n<p>Chaque modèle appliqué est désormais représenté par un <strong>entête de modèle</strong> distinct (Modèle 1, Modèle 2, etc.) dans l'arbre des opérations. La sélection d'un modèle affiche ses paramètres et contrôles spécifiques, ce qui permet aux utilisateurs de modifier les propriétés locales, telles que la disposition des boulons, les matériaux ou l'épaisseur de platine, indépendamment pour chaque modèle.</p>\n<figure data-asset-id=\"a1447ded-0c67-4159-a0e9-4dc6f2191680\" data-image-id=\"a1447ded-0c67-4159-a0e9-4dc6f2191680\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/3c987a69-d44b-4644-a40c-c807fb119c4f/Multiple%20templates%202.png\" data-asset-id=\"a1447ded-0c67-4159-a0e9-4dc6f2191680\" data-image-id=\"a1447ded-0c67-4159-a0e9-4dc6f2191680\" alt=\"\"></figure>\n<p>Les propriétés globales restent accessibles sous l'<strong>entête Opérations</strong>, ce qui permet à l'utilisateur d'appliquer des paramètres de matériau ou de la norme communs à l'ensemble de l'assemblage. 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"value": "<p>La capacité de lier les applications IDEA StatiCa à des dizaines d'outils différents implique la nécessité de créer des approches spécifiques à chaque éditeur. Le transfert de données via les liens BIM est optimisé et simplifié pour rendre les processus aussi fluides et rapides que possible.</p>\n<p>Grâce à cela, le temps nécessaire pour obtenir les données de différentes sources est court. Voici quelques comparaisons pour différentes métriques.</p>\n<h4>Imports plus rapides pour un assemblage unique depuis les liens AEF</h4>\n<p>Nous avons amélioré les processus lors de l'import d'un assemblage unique et d'un élément dans les imports AEF en réduisant les appels API inutiles utilisés lors de l'import. Cela se traduit par des temps d'import significativement plus rapides pour des liens BIM spécifiques.</p>\n<figure data-asset-id=\"89f6e003-9931-4fad-b5a4-878743bc3258\" data-image-id=\"89f6e003-9931-4fad-b5a4-878743bc3258\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/ce20acd2-4bcd-4324-90c6-0db8cdc69bf9/Comparison%20table_1.png\" data-asset-id=\"89f6e003-9931-4fad-b5a4-878743bc3258\" data-image-id=\"89f6e003-9931-4fad-b5a4-878743bc3258\" alt=\"\"></figure>\n<h4>Ouverture plus rapide des projets existants</h4>\n<p>De plus, les temps d'ouverture des projets déjà existants dans Checkbot ont été améliorés d'environ 50 % par rapport à la version 23.1.5.</p>\n<figure data-asset-id=\"680c60f2-5072-4a20-ab21-3d7e3833b3af\" data-image-id=\"680c60f2-5072-4a20-ab21-3d7e3833b3af\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/b781cf9b-5ca7-4cee-a240-a5b4e842c389/Comparison%20table_2.png\" data-asset-id=\"680c60f2-5072-4a20-ab21-3d7e3833b3af\" data-image-id=\"680c60f2-5072-4a20-ab21-3d7e3833b3af\" alt=\"\"></figure>\n<h4>Imports AEF plus rapides de 60 %</h4>\n<p>La vitesse d'import a été améliorée en différant la création des assemblages (.ideacon) jusqu'au moment où ils sont réellement nécessaires. Le gain de vitesse à l'import varie d'un lien AEF à l'autre.</p>\n<p>Lors de l'import, nous avons supprimé l'étape où tous les assemblages importés étaient écrits sur le disque dur dans le dossier Connections du projet Checkbot, car cela représentait la majeure partie du temps d'import. À partir de la version 24.0.2, les fichiers Ideacon sont créés au moment où l'utilisateur souhaite interagir avec eux :</p>\n<ul>\n <li>Calculer les assemblages dans IDEA StatiCa Connection </li>\n <li>Exporter les assemblages vers <a data-item-id=\"509c9953-7d08-4da3-9b0e-1651eb8053ea\" href=\"\">Viewer</a> ou vers des fichiers Ideaconn depuis Checkbot </li>\n <li>Calculer les assemblages dans l'application <a data-item-id=\"e2fb6b14-f5e4-4b81-8322-71acd2cdf487\" href=\"\">Member</a></li>\n</ul>\n<figure data-asset-id=\"151d237c-fa25-442c-8e07-ef97bdd53b70\" data-image-id=\"151d237c-fa25-442c-8e07-ef97bdd53b70\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/9a66022f-26a2-4048-8b32-7e217f5f565a/Checkbot.png\" data-asset-id=\"151d237c-fa25-442c-8e07-ef97bdd53b70\" data-image-id=\"151d237c-fa25-442c-8e07-ef97bdd53b70\" alt=\"\"></figure>\n<p>La génération d'un sous-ensemble de fichiers Ideacon uniquement lorsque cela est nécessaire réduit considérablement le temps impliqué par rapport à la création de centaines de fichiers lors du processus d'import. Cette approche accélère notamment l'import de modèles volumineux, permettant aux utilisateurs de bénéficier de meilleures performances et d'un flux de travail plus efficace dans IDEA StatiCa Checkbot.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_1085ffa\"></object>"
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{
"codename": "etabs_bim_link_for_reinforced_concrete_wall_design",
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"value": "<p>IDEA StatiCa Checkbot gère vos <a data-item-id=\"48d2251b-1818-4c19-bfa8-f89955c2e64a\" href=\"\">flux de travail BIM</a> et vous offre :</p>\n<ul>\n <li>Une liste claire de tous les éléments importés, incluant le statut vérifié/non vérifié</li>\n <li>Un rapport pour tous les éléments analysés et vérifiés</li>\n <li>Une visualisation 3D des éléments et charges importés</li>\n <li>Un tableau de conversion pour les matériaux et les sections transversales</li>\n <li>La gestion des combinaisons de charges</li>\n</ul>\n<p>Checkbot est disponible avec la licence commerciale payante ainsi qu'avec la <a data-item-id=\"e6265d1f-5135-46de-91cf-05c783c4ffc8\" href=\"\">licence Basic gratuite</a>. La seule différence est que Checkbot Free ne vous permet pas de concevoir et de calculer des éléments de conception dans les autres applications, telles que Connection, Member ou Detail.</p>\n<p>Le principal avantage de cet outil est qu'il comprend non seulement la géométrie de la structure d'origine, mais surtout les charges et les efforts internes résultant de l'analyse. Tout ingénieur qui transforme des efforts internes d'une analyse à une autre comprend à quel point il peut être délicat de maintenir tous les efforts dans le bon système de coordonnées. Checkbot peut le faire pour des centaines de combinaisons de charges et des dizaines d'outils différents provenant de n'importe quel logiciel pris en charge.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n8528d7b5_f8cd_01d4_e30b_16bdad943ae9\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n72c1d589_32aa_01a9_0b1b_72a76f13294a\"></object>\n<h2>Importation des données dans Checkbot</h2>\n<h3>1) Liens BIM</h3>\n<p>Checkbot fonctionne comme une application autonome, permettant aux utilisateurs d'ouvrir n'importe quelle conception structurelle à l'aide de <strong>liens BIM </strong>directement dans des logiciels tiers. La barre de commandes d'importation diffère légèrement selon que le programme source est de type CAO ou EF (logiciel d'analyse par éléments finis). Vous pouvez toujours consulter les <a data-item-id=\"4a9855d4-6081-4707-86d5-7f4ad2bb3a57\" href=\"\">intégrations prises en charge</a> pour les logiciels CAO/EF acier, ainsi que leurs limitations connues, et voir la liste des <a data-item-id=\"eeb85fd1-4708-4f88-ad36-cbe30ac41eb7\" href=\"\">versions prises en charge des applications tierces</a>. </p>\n<p>En suivant des tutoriels étape par étape, vous apprendrez à concevoir et à effectuer la vérification normative de vos assemblages et éléments à l'aide du lien BIM entre IDEA StatiCa et d'autres logiciels.</p>\n<ul>\n <li><a data-item-id=\"93e6da26-6f3d-5f69-9780-f5519b55cf62\" href=\"\">SCIA Engineer</a></li>\n <li><a href=\"https://www.ideastatica.com/support-center-tutorials?label=sap2000\">SAP2000</a></li>\n <li><a data-item-id=\"3c5964b1-3da4-5b01-8541-d3c4644add03\" href=\"\">Tekla Structures</a></li>\n <li><a href=\"https://www.ideastatica.com/support-center-tutorials?label=revit\">Revit</a></li>\n <li><a href=\"https://www.ideastatica.com/support-center-tutorials?label=robot_structural_analysis_professional\">Robot Structural Analysis</a></li>\n <li><a href=\"https://www.ideastatica.com/support-center-tutorials?label=rfem&label=rstab\">Dlubal</a></li>\n <li><a href=\"https://www.ideastatica.com/support-center-tutorials?label=etabs\">ETABS</a></li>\n <li>... et plus encore</li>\n</ul>\n<p>Lorsqu'un projet Checkbot est créé à l'aide du lien BIM, il s'ouvre avec un écran vide et les nœuds, éléments ou voiles doivent être importés.</p>\n<figure data-asset-id=\"3206b684-edb0-48a6-baeb-d2f3ccff86c1\" data-image-id=\"3206b684-edb0-48a6-baeb-d2f3ccff86c1\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/4bb666e6-9eaf-44ba-9f49-9a3197603953/Checkbot_start%20from%20BIM%20link2.png\" data-asset-id=\"3206b684-edb0-48a6-baeb-d2f3ccff86c1\" data-image-id=\"3206b684-edb0-48a6-baeb-d2f3ccff86c1\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"ceb6b5a2_884e_0153_8191_b94673de1914\"></object>\n<h4>Importation des assemblages/éléments</h4>\n<p>Utilisez les commandes suivantes pour importer les données depuis votre logiciel EF ou CAO en cours d'exécution. Vous pouvez importer un élément, une partie de la structure ou la structure entière en une seule fois. Il est possible d'importer ultérieurement des parties de la structure qui n'avaient pas été sélectionnées initialement.</p>\n<ul>\n <li><strong>Connection </strong>– importe uniquement un nœud sélectionné et les éléments qui y sont connectés</li>\n <li><strong>Member</strong> (logiciel EF uniquement)<strong> </strong>– importe l'élément sélectionné, ses nœuds et les éléments environnants</li>\n <li><strong>Wall </strong>(<a data-item-id=\"61fd4dab-49d4-4208-8898-3cd36efde79e\" href=\"\">ETABS/SAP2000</a> uniquement) - importe les éléments 2D en béton (voiles)</li>\n</ul>\n<figure data-asset-id=\"71edfb87-e12c-4658-ae08-734e7aea77f8\" data-image-id=\"71edfb87-e12c-4658-ae08-734e7aea77f8\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/bba358e6-e7a9-4a03-926b-ee9f1123c899/Import%20to%20Checkbot.png\" data-asset-id=\"71edfb87-e12c-4658-ae08-734e7aea77f8\" data-image-id=\"71edfb87-e12c-4658-ae08-734e7aea77f8\" alt=\"\"></figure>\n<h3>2) SAF/IOM</h3>\n<p>Une autre façon d'importer des données depuis des logiciels CAO/EF est fournie via <strong>IDEA Open Model</strong> (<a href=\"https://developer.ideastatica.com/docs/iom/iom_getting_started.html\">IOM</a>). Il permet également l'importation et le traitement du <strong>Structural Analysis Format</strong> (SAF) largement utilisé. Un fichier SAF peut être exporté depuis SCIA Engineer, les logiciels Dlubal, FEM-Design, SOFiSTiK, Risa 3D, FRILO, Allplan, AxisVM, ConSteel et <a href=\"https://www.saf.guide/en/stable/getting-started/who-supports-saf.html\">bien d'autres.</a></p>\n<figure data-asset-id=\"724d1961-0355-4f4f-a74e-bbe088b80fef\" data-image-id=\"724d1961-0355-4f4f-a74e-bbe088b80fef\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/e7b25c0e-da92-4848-816f-aabaafed2e22/Checkbot_start%20from%20scratch2.png\" data-asset-id=\"724d1961-0355-4f4f-a74e-bbe088b80fef\" data-image-id=\"724d1961-0355-4f4f-a74e-bbe088b80fef\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n03f0809c_c4ce_013b_5f97_c02d93d53dfd\"></object>\n<h3>Conversion</h3>\n<p>Lorsqu'une section transversale ou un matériau n'est pas reconnu automatiquement lors de l'importation, un nouvel onglet de conversion apparaît pour l'assigner manuellement depuis notre bibliothèque de sections/matériaux. Ces correspondances sont ensuite enregistrées pour une utilisation future dans votre compte utilisateur et n'ont donc pas besoin d'être redéfinies.</p>\n<figure data-asset-id=\"9e9b2ba9-58d8-424a-a60c-74f48be07db7\" data-image-id=\"9e9b2ba9-58d8-424a-a60c-74f48be07db7\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/ffe7c63c-0c0c-45a1-8d63-7ea88443412f/Conversion%20window.png\" data-asset-id=\"9e9b2ba9-58d8-424a-a60c-74f48be07db7\" data-image-id=\"9e9b2ba9-58d8-424a-a60c-74f48be07db7\" alt=\"\"></figure>\n<p>Si la correspondance de section transversale a été créée incorrectement ou nécessite un ajustement, vous pouvez ajouter une nouvelle correspondance en cliquant sur le <strong>bouton plus</strong> ou en supprimer une existante en faisant un clic droit et en sélectionnant <strong>Supprimer</strong>.</p>\n<figure data-asset-id=\"51499dce-d86a-40e5-ad40-35da187d85c6\" data-image-id=\"51499dce-d86a-40e5-ad40-35da187d85c6\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/62f0828f-7301-4008-8d4d-6767730a8e90/Checkbot%20-%20conversion%20table.png\" data-asset-id=\"51499dce-d86a-40e5-ad40-35da187d85c6\" data-image-id=\"51499dce-d86a-40e5-ad40-35da187d85c6\" alt=\"\"></figure>\n<p>Tous les matériaux utilisés dans Checkbot sont répertoriés dans l'onglet <strong>Matériaux</strong>. Tous les matériaux et sections transversales importés sont désactivés pour toute modification. Pour modifier leurs paramètres, une copie doit être créée ou un nouveau matériau entièrement ajouté.</p>\n<figure data-asset-id=\"a2c2e427-4416-4686-9fc0-6ccd866f0e34\" data-image-id=\"a2c2e427-4416-4686-9fc0-6ccd866f0e34\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/8084f89e-a06c-45c7-8935-5c3042ca833c/Material%20modification2.png\" data-asset-id=\"a2c2e427-4416-4686-9fc0-6ccd866f0e34\" data-image-id=\"a2c2e427-4416-4686-9fc0-6ccd866f0e34\" alt=\"\"></figure>\n<p>L'onglet de conversion est enregistré pour chaque code de calcul dans un fichier .XML séparé dans le dossier suivant :<br>C:\\Users\\YOURUSERNAME\\AppData\\Local\\IdeaStatiCa<br>Ici, les fichiers de conversion peuvent être modifiés manuellement, supprimés entièrement, sauvegardés ou partagés avec d'autres utilisateurs.</p>\n<h3>Numérotation et système de coordonnées local</h3>\n<p>La numérotation et le système de coordonnées local des éléments dans Checkbot et dans les logiciels tiers peuvent être différents. Étant donné que Checkbot est basé sur un algorithme de correspondance des charges, il n'y a pas lieu de s'inquiéter. Checkbot reconnaît et identifie les éléments correspondants et leur attribue de manière fiable les effets de charge corrects.</p>\n<h2>Comment travailler avec Checkbot</h2>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n3dd4550a_0b9e_019b_cd49_529848a8348d\"></object>\n<p>Pour effectuer une sélection par zone, faites simplement <strong>glisser de gauche à droite</strong> – seuls les éléments à l'intérieur de la zone de sélection sont inclus, ou <strong>glissez de droite à gauche</strong> – les éléments qui intersectent la zone de sélection sont également inclus. Ajoutez des éléments en maintenant la touche <strong>Ctrl</strong> enfoncée et supprimez-les avec la touche <strong>Shift</strong>. Désélectionnez avec la touche <strong>Esc</strong>. <strong>Ctrl+A</strong> sélectionne tous les éléments dans la scène 3D.</p>\n<p>Le menu contextuel est accessible via un clic droit et fournit des actions pour les entités sélectionnées et survolées. Il permet l'exécution d'opérations courantes directement dans la scène 3D, telles que la suppression d'éléments.</p>\n<p>Les contrôles de visibilité – <strong>Masquer</strong>, <strong>Isoler</strong> et <strong>Réinitialiser</strong> permettent aux utilisateurs de gérer l'affichage des entités dans la scène 3D. Ces contrôles sont accessibles via le menu clic droit, les icônes du ruban de la scène 3D, ou les raccourcis clavier <strong>Ctrl+H</strong>, <strong>Ctrl+I</strong> et <strong>Ctrl+R</strong>.</p>\n<p>Lorsque plusieurs entités sont sélectionnées, la grille de propriétés affiche des onglets avec ces entités regroupées par type (Connection, élément de conception, etc.). Chaque onglet fournit une vue d'ensemble des entités correspondantes et permet une gestion rapide de la sélection par clic droit sur l'onglet - <strong>Sélectionner uniquement...</strong> et <strong>Retirer de la sélection</strong>.</p>\n<figure data-asset-id=\"89b2900a-4442-42bf-a47d-4ae9cd3684c4\" data-image-id=\"89b2900a-4442-42bf-a47d-4ae9cd3684c4\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/b0774f7a-86f6-4634-a1c2-a43eef1fa8a2/New%203D%20Scene%20in%20Checkbot.png\" data-asset-id=\"89b2900a-4442-42bf-a47d-4ae9cd3684c4\" data-image-id=\"89b2900a-4442-42bf-a47d-4ae9cd3684c4\" alt=\"\"></figure>\n<p>La scène 3D fonctionne mieux avec le paramètre « Standard pour les graphiques 3D » défini sur « Direct3D » dans les Préférences.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"d56fb94c_64eb_017a_a7c8_cb22b3f77995\"></object>\n<h3>Configuration des charges</h3>\n<p>Le <strong>configurateur de charges</strong> affiche les cas de charge et les combinaisons de charges importés. La première colonne liste tous les cas de charge et combinaisons importés depuis le modèle EF lié. La deuxième colonne affiche les cas de charge et les combinaisons de charges dans les classes de résultats utilisées pour les calculs dans le projet Checkbot. Par défaut, une classe de résultats avec toutes les combinaisons de charges est utilisée. De plus, la troisième colonne affiche des descriptions détaillées de l'entité actuellement sélectionnée.</p>\n<figure data-asset-id=\"17aac798-49b0-43bc-a4f7-1699d097ce3c\" data-image-id=\"17aac798-49b0-43bc-a4f7-1699d097ce3c\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/38b1005f-d911-4610-81bb-41ff65bc78d8/Load%20factors.png\" data-asset-id=\"17aac798-49b0-43bc-a4f7-1699d097ce3c\" data-image-id=\"17aac798-49b0-43bc-a4f7-1699d097ce3c\" alt=\"\"></figure>\n<p>Les effets de charge importés peuvent être réassignés manuellement aux <strong>Classes de résultats</strong>. Les classes de résultats sont destinées à trier les effets de charge en groupes spécifiques, ce qui peut simplifier et accélérer le processus de conception. Les classes de résultats peuvent être ajoutées à l'aide de l'icône « <strong>+</strong> » et supprimées par un clic droit de la souris. Les cas de charge et les combinaisons peuvent être assignés à une classe de résultats en les faisant glisser depuis la première colonne sous la classe de résultats appropriée dans la deuxième colonne. </p>\n<figure data-asset-id=\"95dd4a87-b5d2-41f9-afe7-d274fd01e34a\" data-image-id=\"95dd4a87-b5d2-41f9-afe7-d274fd01e34a\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/69e52010-53ba-4fb9-b628-39f0bbdd0b0d/Checkbot%20configuration%202.png\" data-asset-id=\"95dd4a87-b5d2-41f9-afe7-d274fd01e34a\" data-image-id=\"95dd4a87-b5d2-41f9-afe7-d274fd01e34a\" alt=\"\"></figure>\n<p>Checkbot visualise également les efforts internes des combinaisons importées. Sélectionnez la partie de la structure en faisant glisser ou en cliquant avec le bouton droit sur la liste des éléments - <strong>Tout sélectionner</strong>, puis cliquez sur <strong>Dessiner</strong> pour afficher les efforts internes.</p>\n<figure data-asset-id=\"3edd953a-9a8b-4199-8b10-ace671e83902\" data-image-id=\"3edd953a-9a8b-4199-8b10-ace671e83902\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/306177d6-abdb-4083-af3f-1ac68f875362/Displaying%20results2.png\" data-asset-id=\"3edd953a-9a8b-4199-8b10-ace671e83902\" data-image-id=\"3edd953a-9a8b-4199-8b10-ace671e83902\" alt=\"\"></figure>\n<p>Veuillez noter que toutes les combinaisons de charges ne sont pas compatibles avec Checkbot (par exemple, les combinaisons dynamiques, les combinaisons non linéaires), selon le logiciel EF. Certaines combinaisons peuvent être importées comme cas de charge, ce qui n'affecte cependant pas les résultats. Vérifiez toujours les limitations connues de chaque lien BIM :</p>\n<ul>\n <li><a data-item-id=\"7651b517-6865-47d3-aa63-bbee23149934\" href=\"\">STAAD.Pro</a></li>\n <li><a data-item-id=\"23f90428-5f0a-4417-8aa1-46c62eb1a2da\" href=\"\">Scia Engineer</a></li>\n <li><a data-item-id=\"c1df61f4-bcf8-4296-adac-04d685cf8dcc\" href=\"\">ETABS/SAP2000</a></li>\n <li><a data-item-id=\"027f8e99-e08a-46e6-86c8-795418c3d4d7\" href=\"\">RFEM/RSTAB</a></li>\n <li><a data-item-id=\"98665feb-2189-4fd0-a165-050ded58d1af\" href=\"\">Robot Structural Analysis</a></li>\n <li><a data-item-id=\"09c51b0c-3403-53a8-9df0-a5cf039e1b3b\" href=\"\">Advance Steel</a></li>\n</ul>\n<p>Le configurateur de charges vous permet d'activer l'<strong>évaluation des effets critiques</strong>* dans les structures complexes. Cette fonctionnalité sélectionne les cas de charge et les combinaisons avec les effets de charge maximaux et minimaux, en filtrant les autres. Elle prend en compte les contraintes dans les fibres supérieures et inférieures de la section transversale pour accélérer les calculs de vérification normative.<em><br>* La fonction </em><em><strong>Évaluer les effets critiques</strong></em><em> a été supprimée et remplacée par la fonction </em><a data-item-id=\"7ba21733-7480-4d32-8a69-19128290b53a\" href=\"\"><em><strong>Calculer les extrêmes de charge</strong></em></a><em> depuis la version 25.1.2.</em></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n4da94b27_95c2_019d_a041_bfcd8d1b3c7a\"></object>\n<h3>Fonction Calculer les extrêmes de charge</h3>\n<p>Dans les projets comportant de nombreux nœuds et combinaisons de charges, des assemblages similaires avec des effets de charge très proches sont analysés de manière répétée. Pour accélérer le processus de calcul, vous pouvez utiliser le <strong>bouton Calculer les extrêmes de charge</strong> pour définir uniquement les <a data-item-id=\"f1af1623-b7a3-4b77-8562-18cddae30194\" href=\"\">extrêmes de charge</a> contenant les effets de charge critiques. Cela réduira le nombre d'effets de charge examinés ainsi que le temps de calcul. En savoir plus dans <a data-item-id=\"7ba21733-7480-4d32-8a69-19128290b53a\" href=\"\">cet article</a>. </p>\n<figure data-asset-id=\"47d1078a-4dcc-46b3-8fbc-19c2dc4ea55d\" data-image-id=\"47d1078a-4dcc-46b3-8fbc-19c2dc4ea55d\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/162bc3f9-750b-4106-9efc-e265135324e8/Calculate%20load%20extremes%2001.png\" data-asset-id=\"47d1078a-4dcc-46b3-8fbc-19c2dc4ea55d\" data-image-id=\"47d1078a-4dcc-46b3-8fbc-19c2dc4ea55d\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"d80ed43b_d105_018b_88d0_86744a7ffea4\"></object>\n<h3>Groupement dynamique </h3>\n<p>La <a data-item-id=\"4b69e0c2-0658-4549-93fe-00a12c4a7900\" href=\"\">fonctionnalité de groupement</a> crée automatiquement des groupes basés sur la typologie et/ou les sections transversales. Les groupes sont ensuite ordonnés du moins complexe au plus complexe en fonction du nombre d'éléments connectés. Chaque groupe est représenté par l'<strong>assemblage de référence</strong> (souligné dans l'arborescence), qui fonctionne comme l'assemblage parent qui pilote la conception pour l'ensemble du groupe. Tous les autres assemblages sont traités comme des <strong>assemblages enfants</strong>.</p>\n<ul>\n <li><strong>Assemblage de référence</strong> (celui souligné) - c'est ici que vous créez la conception et les paramètres de l'assemblage</li>\n <li><strong>Assemblages enfants</strong> (tous les autres dans le groupe) - la modification est désactivée, la conception et les paramètres sont repris de l'assemblage de référence</li>\n</ul>\n<p>Toutes les opérations ajoutées à l'assemblage de référence seront automatiquement dupliquées vers les assemblages enfants pour éviter les travaux répétitifs, y compris les paramètres du projet, la position de la charge et le type de modèle. L'ajustement de l'assemblage enfant est désactivé. Si des ajustements sont nécessaires, faites un clic droit sur l'assemblage et sélectionnez Retirer du groupe. Une fois qu'un assemblage est dissocié du groupe, toutes les opérations copiées depuis l'assemblage de référence seront également supprimées.</p>\n<p>L'assemblage de référence est choisi lors de l'importation comme le premier nœud sélectionné pour le groupe donné dans le modèle structurel global, et NON en fonction des charges les plus élevées au sein du groupe. Les assemblages enfants peuvent avoir des charges plus élevées que l'assemblage de référence.</p>\n<p>Pour modifier l'assemblage de référence, vous devez éclater le groupe, créer un nouveau groupe avec le seul assemblage souhaité comme référence, puis assigner les autres assemblages à ce groupe.</p>\n<h3>Groupes définis par l'utilisateur</h3>\n<p>De plus, les utilisateurs peuvent créer leurs propres groupes, permettant une personnalisation supplémentaire et une organisation basée sur les besoins spécifiques du projet.</p>\n<figure data-asset-id=\"214968b6-ae4c-4c90-87c2-5d630508ccab\" data-image-id=\"214968b6-ae4c-4c90-87c2-5d630508ccab\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/7493918e-cca3-4664-8d22-b6cd29076e2a/Checkbot_group%20creation.png\" data-asset-id=\"214968b6-ae4c-4c90-87c2-5d630508ccab\" data-image-id=\"214968b6-ae4c-4c90-87c2-5d630508ccab\" alt=\"\"></figure>\n<p>Pour définir un assemblage spécifique comme référence, commencez par créer un groupe qui inclut uniquement l'assemblage de référence souhaité. Une fois le groupe avec le seul assemblage de référence créé, ajoutez les autres assemblages au groupe. Vous pouvez sélectionner plusieurs assemblages et modifier leur groupe en un seul clic.</p>\n<h3>Groupement dans l'arborescence</h3>\n<p><strong>Aucun</strong> organise les assemblages uniquement selon les groupes.</p>\n<p>Le groupement par <strong>Typologie</strong> prend en compte le nombre d'éléments et leurs positions relatives (poutre-à-poutre, poutre-à-poteau). Il ne prend pas en compte la rotation des éléments. Les groupes dynamiques sont également pris en compte.</p>\n<p>Le groupement par <strong>Typologie, section transversale (Disposition)</strong> différencie les groupes de typologie selon les types de sections transversales conçues. Par exemple, un HEB 200 et un HEB 220 sont sous un même type de section transversale. Le groupement selon la typologie et la disposition est défini par défaut. Les groupes dynamiques sont également pris en compte.</p>\n<figure data-asset-id=\"aba07387-e8e7-46a7-8807-bd95c33cc688\" data-image-id=\"aba07387-e8e7-46a7-8807-bd95c33cc688\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/b224d301-b6fd-42ec-859a-2563eb201410/Checkbot%20-%20Grouping%20in%20the%20tree.png\" data-asset-id=\"aba07387-e8e7-46a7-8807-bd95c33cc688\" data-image-id=\"aba07387-e8e7-46a7-8807-bd95c33cc688\" alt=\"\"></figure>\n<p><em>Publié dans </em><a data-item-id=\"16ee2c44-5334-4be9-8cc8-5100e7211880\" href=\"\"><em>IDEA StatiCa version 25.0</em></a><em>.</em></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n833e1693_de4b_01d1_4b88_75454e38e3fa\"></object>\n<h3>Alignement des éléments par section transversale</h3>\n<p>Il s'agit d'une étape nécessaire entre le modèle global importé depuis un logiciel EF, où la géométrie est simplifiée, et le modèle de conception basé sur la CAO dans IDEA StatiCa Connection, où la géométrie correspond à la conception réelle.</p>\n<p>La sélection individuelle, multiple ou par zone permet aux utilisateurs de saisir efficacement les excentricités locales et globales et d'aligner les éléments pour faire correspondre leurs surfaces sur l'ensemble du modèle structurel importé dans Checkbot.</p>\n<figure data-asset-id=\"11faa177-380e-457e-b524-e1311cc38a3d\" data-image-id=\"11faa177-380e-457e-b524-e1311cc38a3d\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/5aa4fc42-23d2-4e3b-979c-f3779ccfcc4d/Alignment%20of%20members%20by%20cross-section%2002.png\" data-asset-id=\"11faa177-380e-457e-b524-e1311cc38a3d\" data-image-id=\"11faa177-380e-457e-b524-e1311cc38a3d\" alt=\"\"></figure>\n<p>Vous pouvez saisir des excentricités pour un ou plusieurs éléments à la fois. Sélectionnez le système de coordonnées <strong>Local</strong> ou <strong>Global</strong> et saisissez l'excentricité positive ou négative pour le point de départ et le point d'arrivée de l'élément dans la direction X, Y ou Z.</p>\n<figure data-asset-id=\"416a58b1-de8e-4bc0-8771-fa9f84035995\" data-image-id=\"416a58b1-de8e-4bc0-8771-fa9f84035995\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/3ae1a3ab-966c-44ef-ba44-947a75eb0478/Alignment%20of%20members%20by%20cross-section%2004.png\" data-asset-id=\"416a58b1-de8e-4bc0-8771-fa9f84035995\" data-image-id=\"416a58b1-de8e-4bc0-8771-fa9f84035995\" alt=\"\"></figure>\n<p>Pour aligner les éléments, sélectionnez les éléments à aligner ensemble et choisissez l'option <strong>Point d'insertion</strong>, pour aligner, par exemple, sur la surface supérieure, le centre de gravité, la surface gauche, etc.</p>\n<figure data-asset-id=\"b39e9748-9a32-4985-8182-282c9b58fb09\" data-image-id=\"b39e9748-9a32-4985-8182-282c9b58fb09\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/6a5984d7-9037-4fd6-90c8-a9b3ce8d0d74/Alignment%20of%20members%20by%20cross-section%2003.png\" data-asset-id=\"b39e9748-9a32-4985-8182-282c9b58fb09\" data-image-id=\"b39e9748-9a32-4985-8182-282c9b58fb09\" alt=\"\"></figure>\n<p>Le <strong>Point d'insertion</strong> permet la sélection de plusieurs points sur la section transversale de l'élément. Les logiciels EF utilisent généralement des abréviations pour les points d'insertion, qui sont traduites dans la liste Checkbot comme suit : </p>\n<table><tbody>\n <tr><td>G </td><td>Centre de gravité</td><td>Tr </td><td>Haut droite</td><td>C </td><td>Centre</td></tr>\n <tr><td>Gt </td><td>Haut</td><td>Tl </td><td>Haut gauche</td><td>C t </td><td>Centre haut</td></tr>\n <tr><td>Gb </td><td>Bas</td><td>Br </td><td>Bas droite</td><td>Cb </td><td>Centre bas</td></tr>\n <tr><td>Gl </td><td>Gauche</td><td>Bl </td><td>Bas gauche</td><td>Cl </td><td>Centre gauche</td></tr>\n <tr><td>Gr </td><td>Droite</td><td><br></td><td><br></td><td>Cr </td><td>Centre droite</td></tr>\n</tbody></table>\n<figure data-asset-id=\"bd5f772b-28c7-4807-92e0-53ee258884e8\" data-image-id=\"bd5f772b-28c7-4807-92e0-53ee258884e8\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/b2f954da-8df6-49d9-bd2b-277867bc1d35/Alignment%20of%20members%20by%20cross-section%2006.png\" data-asset-id=\"bd5f772b-28c7-4807-92e0-53ee258884e8\" data-image-id=\"bd5f772b-28c7-4807-92e0-53ee258884e8\" alt=\"\"></figure>\n<p><em>Remarque : Les efforts internes ne sont pas mis à jour avec l'alignement ou l'excentricité ajoutée. Cela peut entraîner la génération de moments fléchissants supplémentaires dans les éléments concernés en conséquence du changement de disposition géométrique. Pour éviter cela, l'alignement et les excentricités doivent être correctement définis dans le modèle global EF avant l'importation dans Checkbot.</em></p>\n<p>Cette fonctionnalité peut être limitée pour les logiciels EF où le lien BIM avec IDEA StatiCa est développé par le producteur du logiciel EF ou un tiers – consultez la <a data-item-id=\"4a9855d4-6081-4707-86d5-7f4ad2bb3a57\" href=\"\">liste des intégrations prises en charge</a>.</p>\n<p><em>Publié dans </em><a data-item-id=\"44b90fbb-8348-4643-8966-823b2c71587b\" href=\"\"><em>IDEA StatiCa version 25.1</em></a><em>.</em></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n36c82b10_e296_016e_0c34_ba85e2ea117a\"></object>\n<h3>Fusionner les éléments</h3>\n<p>Dans certains cas, dans le modèle du logiciel d'analyse, un élément peut être divisé en plusieurs éléments, mais en réalité, il s'agit d'un élément continu. Pour ces cas, la fonctionnalité <strong>Fusionner</strong> peut corriger cela. Faites un clic droit sur l'un des éléments divisés que vous souhaitez fusionner et cochez les autres éléments que vous souhaitez connecter. Veuillez noter que seuls les éléments alignés selon le même vecteur X peuvent être fusionnés.</p>\n<p>De plus, si vous devez annuler une fusion, le bouton <strong>Diviser</strong> vous permet de séparer les éléments déjà fusionnés pour les ramener à leur état d'origine.</p>\n<figure data-asset-id=\"eedc03bb-f751-4f4f-b2f4-9334aef4ec68\" data-image-id=\"eedc03bb-f751-4f4f-b2f4-9334aef4ec68\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/67f0abf1-5850-452c-9466-24944a1df695/Merge%20functionality.png\" data-asset-id=\"eedc03bb-f751-4f4f-b2f4-9334aef4ec68\" data-image-id=\"eedc03bb-f751-4f4f-b2f4-9334aef4ec68\" alt=\"\"></figure>\n<h3>Fusionner les assemblages</h3>\n<p>Les <a data-item-id=\"dfb6df2c-37af-40e5-bd91-a601e1d445b4\" href=\"\">configurations d'assemblage</a> avec plusieurs nœuds structurels proches les uns des autres qui devraient être analysés dans un seul modèle d'assemblage (un seul joint) peuvent être importées comme deux assemblages séparés, apparaissant typiquement pour les diagonales excentriques. </p>\n<figure data-asset-id=\"798d2851-f7db-4603-89f6-f6db6dd5ce4f\" data-image-id=\"798d2851-f7db-4603-89f6-f6db6dd5ce4f\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/37593552-6c5d-48db-81ec-7866328ffb08/Checkbot_merging%20connections.png\" data-asset-id=\"798d2851-f7db-4603-89f6-f6db6dd5ce4f\" data-image-id=\"798d2851-f7db-4603-89f6-f6db6dd5ce4f\" alt=\"\"></figure>\n<p>Via un clic droit sur la boîte dans la scène 3D ou en les sélectionnant dans la liste arborescente, supprimez tous les éléments d'assemblage (nœuds structurels) représentés par des boîtes vides, sauf un. Ajoutez tous les éléments appartenant à l'assemblage en utilisant l'icône de flèche à côté du paramètre <strong>Éléments de l'assemblage</strong> (sélection mise en évidence en rouge).</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"b27a3bb0_6b98_01ea_d242_8a769ec73e48\"></object>\n<h3>Gestionnaire d'assemblages</h3>\n<p>Pour une vue d'ensemble organisée du projet, Checkbot offre un statut de projet récapitulatif affichant le nombre total d'assemblages, combien doivent encore être conçus et le nombre qui a été vérifié. Il indique également combien d'assemblages ont réussi ou échoué la vérification normative, donnant aux utilisateurs une vue complète de l'avancement du projet en un coup d'œil.</p>\n<p>Pour accéder à la vue d'ensemble, cliquez sur <strong>Assemblages</strong> dans l'arborescence et toutes les données seront affichées.</p>\n<figure data-asset-id=\"49a26276-6bfa-406a-9143-751d233551b4\" data-image-id=\"49a26276-6bfa-406a-9143-751d233551b4\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/8b8b8f98-6aa9-4f79-aa53-3cea12ef8c9e/Connection%20manager%20-%20overview.png\" data-asset-id=\"49a26276-6bfa-406a-9143-751d233551b4\" data-image-id=\"49a26276-6bfa-406a-9143-751d233551b4\" alt=\"\"></figure>\n<p>De plus, chaque assemblage est marqué par les icônes suivantes pour fournir une vue d'ensemble rapide.</p>\n<figure data-asset-id=\"3be66109-f693-4419-9fa0-ca489c0129e5\" data-image-id=\"3be66109-f693-4419-9fa0-ca489c0129e5\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/a2cfb3bf-00c5-4a83-bb12-38056072ad99/Checkbot%20-%20legend.png\" data-asset-id=\"3be66109-f693-4419-9fa0-ca489c0129e5\" data-image-id=\"3be66109-f693-4419-9fa0-ca489c0129e5\" alt=\"\"></figure>\n<ul>\n <li>Roue dentée – non conçu</li>\n <li>Roue dentée avec coche – prêt pour les calculs</li>\n <li>Coche verte – calculé et vérifications normatives réussies</li>\n <li>Croix rouge – calculé mais vérifications normatives échouées</li>\n <li>Conception invalide – lors d'une synchronisation ou d'une mise à jour du modèle structurel, l'assemblage enfant ne satisfait plus les paramètres de l'assemblage de référence. Une mise à jour de la conception ou un regroupement potentiel est nécessaire.</li>\n</ul>\n<h3>Couleurs des boîtes dans la scène 3D</h3>\n<p>Un élément d'assemblage sélectionné est mis en évidence avec un cadre filaire orange dans la scène 3D. Tous les assemblages liés au même groupe que l'assemblage sélectionné sont mis en évidence avec un cadre filaire jaune.</p>\n<figure data-asset-id=\"efc7029b-164f-442e-b08f-a16a64484188\" data-image-id=\"efc7029b-164f-442e-b08f-a16a64484188\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/f7f0ca0b-6043-4a4c-a9a5-288872595911/Checkbot%20-%20coloring%20yellow.png\" data-asset-id=\"efc7029b-164f-442e-b08f-a16a64484188\" data-image-id=\"efc7029b-164f-442e-b08f-a16a64484188\" alt=\"\"></figure>\n<p>Le statut de l'assemblage est visible non seulement dans la liste arborescente, comme mentionné ci-dessus, mais aussi directement dans la scène 3D, et il est représenté par les couleurs suivantes :</p>\n<ul>\n <li><strong>aucune</strong> - à concevoir</li>\n <li><strong>bleu</strong> - prêt à être calculé</li>\n <li><strong>vert</strong> - calculé et vérifications normatives réussies</li>\n <li><strong>rouge</strong> - calculé mais vérifications normatives échouées</li>\n</ul>\n<figure data-asset-id=\"de4823ea-cac8-4e63-9ccc-a960e9b19727\" data-image-id=\"de4823ea-cac8-4e63-9ccc-a960e9b19727\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/369700dc-f4da-4239-9a26-c4e960e12a7c/Bulk%20workflows%20and%20critical%20load%20filter%20in%20Checkbot%2004a.png\" data-asset-id=\"de4823ea-cac8-4e63-9ccc-a960e9b19727\" data-image-id=\"de4823ea-cac8-4e63-9ccc-a960e9b19727\" alt=\"\"></figure>\n<p><em>Publié dans </em><a data-item-id=\"16ee2c44-5334-4be9-8cc8-5100e7211880\" href=\"\"><em>IDEA StatiCa version 25.0</em></a><em>.</em></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n3b23d9fb_213b_01df_c69b_a431c7185cd2\"></object>\n<h3>Calculer l'analyse de flambement pour tous les assemblages</h3>\n<p>L'analyse de flambement peut être calculée en masse pour les groupes d'assemblages sélectionnés. Par défaut, l'analyse de flambement est désactivée. Pour activer l'analyse de flambement, sélectionnez l'<strong>assemblage de référence</strong> et cochez la case <strong>Flambement</strong>.</p>\n<p>Le facteur de flambement le plus bas est affiché dans l'onglet des résultats globaux dans la fenêtre Checkbot et est également ajouté au rapport.</p>\n<figure data-asset-id=\"ccb96253-1092-43ac-aa22-c47c194f0088\" data-image-id=\"ccb96253-1092-43ac-aa22-c47c194f0088\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/e81b79ad-85ef-497a-8d56-a2b6a7ddb2db/Calculate%20buckling%20analysis%20for%20all%20connections%2001.png\" data-asset-id=\"ccb96253-1092-43ac-aa22-c47c194f0088\" data-image-id=\"ccb96253-1092-43ac-aa22-c47c194f0088\" alt=\"\"></figure>\n<p><em>Publié dans </em><a data-item-id=\"44b90fbb-8348-4643-8966-823b2c71587b\" href=\"\"><em>IDEA StatiCa version 25.1</em></a><em>.</em></p>\n<h3>Travailler simultanément avec Checkbot et la fenêtre Connection</h3>\n<p>En particulier lorsque vous travaillez sur des ordinateurs avec deux écrans, une fois que la fenêtre de l'application Connection est ouverte depuis Checkbot, ne la fermez pas. Revenez simplement à l'application Checkbot et ouvrez un autre élément d'assemblage. La fenêtre Connection se rechargera rapidement. C'est beaucoup plus rapide que de fermer et d'ouvrir la fenêtre Connection pour chaque élément d'assemblage examiné.</p>\n<figure data-asset-id=\"d9af4303-5ebf-4f8c-b7cc-23151099fef7\" data-image-id=\"d9af4303-5ebf-4f8c-b7cc-23151099fef7\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/898df2c7-bd0e-43be-83f0-ecd8edb95be0/Checkbot%20faster.png\" data-asset-id=\"d9af4303-5ebf-4f8c-b7cc-23151099fef7\" data-image-id=\"d9af4303-5ebf-4f8c-b7cc-23151099fef7\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n8f3a81aa_c966_01dc_f479_84157c10a7cd\"></object>\n<h3>Rapport en masse</h3>\n<p>Le rapport peut être généré pour tous les assemblages du projet à la fois ou uniquement pour les assemblages sélectionnés. Le niveau de détail, le nombre de chapitres inclus et les notes manuscrites supplémentaires avec des images peuvent être ajustés dans l'onglet <strong>Rapport</strong>. La façon d'ajuster le rapport en conséquence est expliquée dans <a data-item-id=\"7ba21733-7480-4d32-8a69-19128290b53a\" href=\"\">cet article</a>. </p>\n<figure data-asset-id=\"b92f8801-aad6-44ac-9c7d-800fe7ead59e\" data-image-id=\"b92f8801-aad6-44ac-9c7d-800fe7ead59e\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/512ba3a6-6856-490a-a373-ebc7d9cbdeb4/Bulk%20workflows%20and%20critical%20load%20filter%20in%20Checkbot%2001.png\" data-asset-id=\"b92f8801-aad6-44ac-9c7d-800fe7ead59e\" data-image-id=\"b92f8801-aad6-44ac-9c7d-800fe7ead59e\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"e76c8859_6047_01f7_4aee_d48691d6793d\"></object>\n<h3>Partage des projets Checkbot</h3>\n<p>Le partage de projets permet aux utilisateurs de distribuer des projets Checkbot directement par e-mail ou par lien URL.</p>\n<p>Un projet peut être partagé à l'aide de la commande <strong>Partager</strong> dans le ruban. Au cours du processus, les utilisateurs peuvent :</p>\n<ul>\n <li>Choisir d'inclure les résultats (affecte la taille du fichier)</li>\n <li>Ajouter un ou plusieurs destinataires</li>\n <li>Consulter le quota de stockage cloud disponible</li>\n</ul>\n<p>Une fois lancé, le téléchargement s'exécute en arrière-plan même si Checkbot est fermé. Le processus peut être suivi dans le Gestionnaire des tâches Windows (coin inférieur droit de la barre des tâches). Une fois le téléchargement terminé ou interrompu, une notification Windows apparaît. Les téléchargements incomplets peuvent être supprimés manuellement ou sont effacés automatiquement après une période définie. Tous les destinataires reçoivent un e-mail automatique avec accès au projet partagé.</p>\n<figure data-asset-id=\"da1b3e96-7b4e-4b80-8705-8f792c223ff4\" data-image-id=\"da1b3e96-7b4e-4b80-8705-8f792c223ff4\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/8124485f-2afd-4b3f-860c-01e36bfb2b84/Sharing%20of%20Checkbot%20projects.png\" data-asset-id=\"da1b3e96-7b4e-4b80-8705-8f792c223ff4\" data-image-id=\"da1b3e96-7b4e-4b80-8705-8f792c223ff4\" alt=\"\"></figure>\n<p>Les projets partagés sont téléchargés vers le stockage cloud et peuvent être gérés dans <a href=\"https://viewer.ideastatica.com/\" data-new-window=\"true\" title=\"IDEA StatiCa Viewer\" target=\"_blank\" rel=\"noopener noreferrer\">IDEA StatiCa Viewer</a> sous le menu <strong>Mes projets</strong> (sous la connexion dans le coin supérieur droit), qui fournit une vue d'ensemble de tous les fichiers téléchargés et partagés. Les utilisateurs peuvent rechercher et filtrer des projets, <strong>copier un lien URL</strong> vers des projets, consulter les détails de partage et supprimer des projets.</p>\n<p>L'interface affiche également l'utilisation actuelle du stockage et le quota disponible. Le quota dépend du type de licence - un compte avec licence standard dispose de 10 Go d'espace pour tous ses utilisateurs de licence, un compte avec licence Enterprise dispose de 100 Go, et les utilisateurs individuels Basic / Trial disposent de 500 Mo.</p>\n<h3>Export vers IFC</h3>\n<p>Le format Industry Foundation Classes (IFC) est un format de données ouvert et neutre vis-à-vis des fournisseurs qui permet le partage de données. Checkbot vous permet d'exporter tous les assemblages sélectionnés vers un seul modèle IFC ou d'exporter des assemblages vers des fichiers IFC individuels dans un dossier spécifique. </p>\n<p>L'export contient les coordonnées globales du point d'assemblage – l'emplacement réel d'un assemblage dans un projet.</p>\n<figure data-asset-id=\"8a4e8540-a6d6-4afb-8fee-0b08d539fb2f\" data-image-id=\"8a4e8540-a6d6-4afb-8fee-0b08d539fb2f\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/f1216b70-f51c-4276-bfcf-e8c96e93db3e/IFC%20export.png\" data-asset-id=\"8a4e8540-a6d6-4afb-8fee-0b08d539fb2f\" data-image-id=\"8a4e8540-a6d6-4afb-8fee-0b08d539fb2f\" alt=\"\"></figure>\n<h3>Export vers Connection</h3>\n<p>Lorsque Checkbot est lié à un logiciel tiers via un lien BIM, il ne vous permet pas de modifier la géométrie et les propriétés des éléments, la modification est désactivée. Si de telles modifications sont nécessaires, vous pouvez exporter n'importe quel élément d'assemblage depuis Checkbot vers un fichier IDEA StatiCa Connection unique et modifier chaque partie du modèle. Vous pouvez exporter un assemblage ou sélectionner plusieurs assemblages à la fois.</p>\n<p>Le fichier Connection unique exporté est indépendant du projet Checkbot. Par conséquent, aucune synchronisation ultérieure avec le modèle structurel EF ni sa gestion dans Checkbot n'est possible.</p>\n<figure data-asset-id=\"ec532e24-0c32-4b72-b442-7bb3d555b8af\" data-image-id=\"ec532e24-0c32-4b72-b442-7bb3d555b8af\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/89ff5083-cf9b-4ecf-a500-a7ff6349bff8/Checkbot%20-%20export%20to%20connection%20or%20member.png\" data-asset-id=\"ec532e24-0c32-4b72-b442-7bb3d555b8af\" data-image-id=\"ec532e24-0c32-4b72-b442-7bb3d555b8af\" alt=\"\"></figure>\n<p><em>Publié dans </em><a data-item-id=\"16ee2c44-5334-4be9-8cc8-5100e7211880\" href=\"\"><em>IDEA StatiCa version 25.0</em></a><em>.</em></p>\n<h3>Export vers Hilti PROFIS Engineering</h3>\n<p><a href=\"https://www.hilti.group/content/hilti/CP/XX/en/services/engineering/design-software.html\"><strong>Hilti PROFIS Engineering Suite</strong></a> est un logiciel convivial basé sur le cloud pour la conception et l'analyse des ancrages. En sélectionnant un nœud avec un élément ancré, les utilisateurs peuvent exporter les données directement vers Hilti PE à l'aide du bouton <strong>Exporter</strong>, garantissant le transfert précis des données structurelles pertinentes pour une analyse ultérieure.</p>\n<p>L'ensemble de ce flux de travail est disponible même avec une <a data-item-id=\"9ee8cc2f-720a-49a0-9655-3f89322287fa\" href=\"\">licence Basic</a> IDEA StatiCa, ce qui signifie qu'il est disponible gratuitement. La façon d'utiliser le plugin est décrite étape par étape dans l'<a data-item-id=\"1b83d6d4-4559-40fc-b497-383d3a74494d\" href=\"\">article</a> suivant, également accessible depuis le bouton <strong>En savoir plus</strong> dans Checkbot.</p>\n<figure data-asset-id=\"e5318b29-d0b9-4dce-b6c7-534b4717e9b1\" data-image-id=\"e5318b29-d0b9-4dce-b6c7-534b4717e9b1\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/9eb62352-c5e0-42fe-b61b-97dc1f4848f2/Hilti%20Profis%20Plugin2.png\" data-asset-id=\"e5318b29-d0b9-4dce-b6c7-534b4717e9b1\" data-image-id=\"e5318b29-d0b9-4dce-b6c7-534b4717e9b1\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n9dc4c889_a145_015f_ff66_4914eb62ffb5\"></object>\n<h3>Synchronisation</h3>\n<p>Après avoir importé tous les éléments nécessaires, le bouton <strong>Synchroniser</strong> vous permet de détecter et d'appliquer facilement les modifications du projet source vers le modèle IDEA StatiCa. Ces modifications peuvent inclure des mises à jour d'épaisseurs, de sections transversales ou des modifications des propriétés des soudures et des boulons. Cependant, il est important de noter que les mises à jour <strong>ne peuvent pas inclure de nouveaux</strong> <strong>composants supprimés</strong> tels que des platines, des éléments, des éléments repositionnés ou des combinaisons de charges. Dans de tels cas, vous devez supprimer le projet Checkbot actuel (le dossier) et l'importer à nouveau.</p>\n<p>Veuillez garder à l'esprit que la synchronisation dans IDEA StatiCa fonctionne dans un seul sens, du programme source vers IDEA StatiCa, et non l'inverse.</p>\n<ul>\n <li><strong>Solution EF</strong> – la synchronisation n'affecte pas les opérations de conception (coupe, platine d'extrémité, ...)</li>\n <li><strong>Solution CAO</strong> – la synchronisation n'affecte pas les effets de charge (sauf pour Revit, qui peut contenir le modèle analytique avec les résultats)</li>\n</ul>\n<p>Si des modifications sont apportées ultérieurement dans le modèle du logiciel tiers, vous devez rouvrir le projet Checkbot et appuyer sur le bouton <strong>Synchroniser</strong> pour vous assurer que toutes les mises à jour du modèle du logiciel tiers sont reflétées dans Checkbot. Le bouton de synchronisation n'est activé que si le fichier Checkbot est ouvert via l'application tierce.</p>\n<figure data-asset-id=\"5fd77659-57bc-49df-b838-dfffce0a12d2\" data-image-id=\"5fd77659-57bc-49df-b838-dfffce0a12d2\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/f3417332-df42-4def-aa2e-d2fffc785ab5/Sync%20active.png\" data-asset-id=\"5fd77659-57bc-49df-b838-dfffce0a12d2\" data-image-id=\"5fd77659-57bc-49df-b838-dfffce0a12d2\" alt=\"\"></figure>\n<p>N'oubliez pas que le bouton Synchroniser n'est actif que si Checkbot est ouvert depuis le modèle EF ou CAO d'origine, et non séparément. <strong>Si vous déplacez, renommez ou manipulez d'une autre façon</strong> le dossier Checkbot créé à côté du fichier EF ou CAO, la connexion de données est perdue et la synchronisation n'est plus disponible.</p>\n<figure data-asset-id=\"0eba12b3-8302-4220-931c-58e872482160\" data-image-id=\"0eba12b3-8302-4220-931c-58e872482160\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/3a587d70-29af-4528-9a21-d065daf9cee5/Sync%20not%20active.png\" data-asset-id=\"0eba12b3-8302-4220-931c-58e872482160\" data-image-id=\"0eba12b3-8302-4220-931c-58e872482160\" alt=\"\"></figure>\n<p>Sachez que toutes les modifications apportées directement dans IDEA StatiCa (par exemple, aux sections transversales, aux excentricités, aux combinaisons de charges ou aux opérations) seront écrasées lors de la synchronisation avec le projet source. La même règle s'applique si les excentricités sont modifiées dans IDEA StatiCa. </p>\n<p>Par exemple, si vous ajustez une conception d'assemblage dans IDEA StatiCa Connection qui a été initialement importée depuis Tekla Structures, puis que vous synchronisez, vos modifications dans IDEA StatiCa seront remplacées par les dernières données de conception de Tekla Structures.</p>\n<p><em>Publié dans </em><a data-item-id=\"16ee2c44-5334-4be9-8cc8-5100e7211880\" href=\"\"><em>IDEA StatiCa version 25.0</em></a><em>, mis à jour dans </em><a data-item-id=\"44b90fbb-8348-4643-8966-823b2c71587b\" href=\"\"><em>IDEA StatiCa version 25.1</em></a><em>.</em></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_1085ffa\"></object>"
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"value": "<p>Nous avons pris plusieurs mesures pour garantir un processus de mise à jour cohérent de nos liens BIM :</p>\n<ol>\n <li>À chaque version majeure d'IDEA StatiCa (par exemple, 23.0 et 23.1), nous prendrons en charge les deux versions majeures les plus récentes de chaque application liée. </li>\n <li>Les versions plus anciennes deviendront obsolètes ; cela se produira uniquement lors des versions majeures d'IDEA StatiCa (les correctifs ne déconnecteront jamais les versions plus anciennes). </li>\n <li>En revanche, lorsqu'une nouvelle version majeure de l'application BIM est publiée, nous développerons/mettrons à jour le lien dans un délai de 2 mois – le lien apparaîtra dans un correctif d'IDEA StatiCa.</li>\n</ol>\n<p>Nous prenons actuellement en charge les versions présentées dans la première colonne du tableau. La colonne « En développement » représente les versions les plus récentes qui commenceront à être prises en charge dans un correctif d'une version majeure. La troisième colonne répertorie les versions obsolètes des applications BIM supportées.</p>\n<p>La compatibilité des liens développés de manière indépendante est gérée par des développeurs tiers.</p>\n<p><br></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"bim_links_version_table\"></object>"
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"value": "<p>La propriété de résistance d'adhérence d'un ancrage unique dans <a data-item-id=\"a7ab6b2a-6a4d-4255-ac9a-59983cf145c5\" href=\"\">Detail 3D</a> est la <strong>valeur de calcul</strong> de la résistance d'adhérence d'un ancrage adhésif (post-installé). Il s'agit d'un paramètre crucial pour la conception de l'ancrage dans Detail 3D.</p>\n<figure data-asset-id=\"f62a0664-c5d5-4601-bc9e-f5027aa1af4c\" data-image-id=\"f62a0664-c5d5-4601-bc9e-f5027aa1af4c\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/4e158ca5-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>En termes de EN 1992-4, nous pouvons définir la résistance d'adhérence de calcul comme τ<sub>Rd</sub> = τ<sub>Rk</sub> /γ<sub>Mp</sub> </p>\n<p>γ<sub>Mp</sub> est le coefficient partiel de sécurité défini par le tableau 4.1 de l'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>- facteur tenant compte de la sensibilité à la mise en œuvre des éléments de fixation post-installés. Il peut être trouvé dans la Spécification Technique Européenne du Produit correspondante pour le produit spécifique.</p>\n<p><strong>τ</strong><strong><sub>Rk</sub></strong> - est la résistance d'adhérence caractéristique d'un élément de fixation collé post-installé. Elle dépend de la classe de résistance du béton et de l'état du béton – fissuré ou non fissuré. Elle peut être trouvée dans le certificat du mortier d'injection, par exemple l'ETA – Évaluation Technique Européenne.</p>\n<h3>Exemple Eurocode</h3>\n<p>Prenons un ancrage collé post-installé constitué d'une barre filetée M12 et du mortier Hilti HIT-HY 200-A V3. Le trou est foré au marteau. L'ancrage est installé en conditions sèches dans un béton fissuré C20/25. La durée de vie de conception est de 50 ans.</p>\n<p>Nous devons d'abord accéder à la page web du produit HIT-HY 200-A <a href=\"https://www.hilti.com/c/CLS_FASTENER_7135/CLS_CHEMICAL_ANCHORS_7135/r11219549\">ici</a>. Nous recherchons le document ETA. Accédez à la section <strong>Données techniques</strong> de la page et ouvrez le document PDF Fiche de données techniques pour le mortier injectable acier-béton Hilti HIT-HY 200-A-R-V3, en anglais.</p>\n<figure data-asset-id=\"a83637cf-cdf9-44ff-9dff-949ece0e69aa\" data-image-id=\"a83637cf-cdf9-44ff-9dff-949ece0e69aa\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/72b094a7-1c3f-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>À la page 3 du document, vous pouvez trouver des liens vers les documents ETA pertinents.</p>\n<figure data-asset-id=\"889fa9dd-ad1f-4305-b35a-98ca8dd43125\" data-image-id=\"889fa9dd-ad1f-4305-b35a-98ca8dd43125\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/111f3094-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>Ouvrez l'ETA-19/0601 lié dans la première ligne du tableau, qui est pertinent pour notre cas.</p>\n<figure data-asset-id=\"bc413e22-067d-4c2d-a6e6-e04dd4ddf4c7\" data-image-id=\"bc413e22-067d-4c2d-a6e6-e04dd4ddf4c7\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/23985608-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>Dans le tableau C1 de ce document, vous pouvez trouver les données pour <strong>τ</strong><strong><sub>Rk</sub></strong> - la résistance d'adhérence caractéristique. De manière conservative pour la plage de température II, dans notre cas 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://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/3aabe16c-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>Dans le tableau C1 du document, vous pouvez également trouver les valeurs γ<sub>inst </sub>pertinentes. Dans notre cas 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://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/83351d45-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>La valeur finale de la résistance d'adhérence de calcul est τ<sub>Rd</sub> = 8,0 /(1,5x1,0) = 5,3 MPa. </p>\n<h3>EXEMPLE ACI</h3>\n<p>Lors de l'utilisation de l'ACI, vous pouvez suivre un processus similaire, par exemple pour le Hilti HY200, rendez-vous sur leur <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\">site web</a>. Trouvez le guide technique du produit et ouvrez le PDF. Les approbations sont indiquées à la deuxième page : </p>\n<figure data-asset-id=\"dad31712-4d77-41f9-8536-0081cb6b7b53\" data-image-id=\"dad31712-4d77-41f9-8536-0081cb6b7b53\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/3b05347e-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>Ensuite, nous pouvons ouvrir l'ESR sélectionné : <a href=\"https://icc-es.org/report-listing/esr-4868/\">https://icc-es.org/report-listing/esr-4868/</a></p>\n<p>Les tableaux de résistance d'adhérence se trouvent dans le document. Ils sont présentés en fonction de la résistance à la compression du béton, selon que le béton est fissuré ou non fissuré, la plage de température du béton et les conditions de mise en œuvre. </p>\n<p>La résistance d'adhérence caractéristique résultante doit être multipliée par le <strong>facteur de réduction de résistance</strong> associé, et la résistance d'adhérence peut également être ajustée pour une résistance à la compression du béton accrue, comme indiqué dans les <strong>notes de bas de page</strong> des tableaux de résistance d'adhérence. </p>\n<p>Une fois que vous avez trouvé le tableau correct, sélectionnez la résistance d'adhérence caractéristique dans le béton fissuré, ce qui est conforme aux principes de l'application Detail, où la résistance en traction est négligée. </p>\n<figure data-asset-id=\"05d61b63-22d9-4593-9c44-3c8b8b5569fa\" data-image-id=\"05d61b63-22d9-4593-9c44-3c8b8b5569fa\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/95261489-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=\"\"></figure>\n<ul>\n <li>τ<sub>Rk</sub>=840 psi</li>\n <li>φd=0,65</li>\n <li>Facteur d'augmentation du béton pour f'c=4000 psi= 1,0481</li>\n <li>Valeur d'entrée de résistance d'adhérence IDEA StatiCa = 0,65*1,0481*840psi= 572,26 psi</li>\n</ul>\n<p>La résistance d'adhérence doit être saisie à partir des fiches de données techniques ; ne pas prendre en compte les valeurs définies par défaut.</p>\n<p><br></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n4874df13_5d6a_0137_1114_7ec50a3e2473\"></object>"
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"value": "<p>L'Eurocode spécifie plusieurs modes de rupture des tiges et des semelles en béton et les divise selon leur type de charge. Dans <a data-item-id=\"b1a3015d-e75a-48e6-8495-70450fde4ba9\" href=\"\">IDEA StatiCa Connection</a>, on pouvait déjà évaluer les tiges avec certaines limitations : il fallait faire des évaluations manuellement.</p>\n<figure data-asset-id=\"2eee8876-6b85-40a8-a229-92cc736bfab2\" data-image-id=\"2eee8876-6b85-40a8-a229-92cc736bfab2\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/8b6d2b74-2ded-4e4e-96a2-79c016d63b11/Connection.png\" data-asset-id=\"2eee8876-6b85-40a8-a229-92cc736bfab2\" data-image-id=\"2eee8876-6b85-40a8-a229-92cc736bfab2\" alt=\"\"></figure>\n<p>En même temps, il était impossible de prendre en compte le ferraillage des blocs de béton. Ceci change maintenant avec IDEA StatiCa Detail 3D, qui ajoute plus de possibilités. IDEA StatiCa Detail 3D n'offre pas d'évaluations habituelles définies dans la norme pour le béton standard. Cependant, avec l'analyse MEF, nous pouvons vérifier si le béton armé satisfait la charge spécifiée et si <strong>la rupture du béton qui correspondrait </strong>à ces conditions est empêchée. Les applications fonctionnent indépendamment et peuvent être utilisées séparément, mais grâce au <a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">lien entre Connection et Detail</a>, il est également possible d'utiliser Detail uniquement comme calcul complémentaire.</p>\n<p>Passons maintenant aux conditions de l'Eurocode une par une et les possibilités offertes par les applications.</p>\n<h2>Effort de traction</h2>\n<p>L'Eurocode divise le premier type de charge (<strong>effort de traction</strong>) en 6 cas possibles de rupture de tige ou de bloc de béton (a, b, c, d, e, f) et deux autres pour les semelles avec ferraillage (g, h).</p>\n<p>L'image ci-dessous montre schématiquement quel type de rupture vous pouvez évaluer avec l'application Connection et quel comportement peut être ajusté par l'utilisation de béton armé et, par conséquent, l'analyse dans Detail. IDEA StatiCa Connection utilise des formules empiriques de l'Eurocode (EN 1992-4-7.2.1) pour la conception des ancrages <strong>(CBFEM)</strong>, tandis que IDEA StatiCa Detail est entièrement basé sur la méthode des éléments finis <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><strong>(3D CSFM)</strong></a>. Certaines options d'évaluation se chevauchent donc dans les deux applications, mais toujours avec une méthode différente.</p>\n<figure data-asset-id=\"408fd958-1746-4e52-af3b-5e812aaeed7d\" data-image-id=\"408fd958-1746-4e52-af3b-5e812aaeed7d\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/0a7cb357-e90c-448e-9e0d-6e3dbf48c7ff/24.png\" data-asset-id=\"408fd958-1746-4e52-af3b-5e812aaeed7d\" data-image-id=\"408fd958-1746-4e52-af3b-5e812aaeed7d\" alt=\"\"></figure>\n<p>Les méthodes mises en œuvre dans le logiciel permettent seulement l'utilisation du béton standard dans Connection, tandis que <strong>seulement les semelles en béton armé peuvent être considérées dans Detail</strong>.</p>\n<figure data-asset-id=\"38eba50f-4f9e-4fd6-9380-7300c20715de\" data-image-id=\"38eba50f-4f9e-4fd6-9380-7300c20715de\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/504267ed-44f6-46ae-9b15-33d57f0af506/failures.png\" data-asset-id=\"38eba50f-4f9e-4fd6-9380-7300c20715de\" data-image-id=\"38eba50f-4f9e-4fd6-9380-7300c20715de\" alt=\"\"></figure>\n<p>Les principales hypothèses et limites de l'analyse pour IDEA StatiCa Detail 3D sont énumérées dans l'article <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">Limites connues</a>.</p>\n<h4>a) Rupture d'acier</h4>\n<p>La rupture d'acier des tiges<strong> chargées en traction</strong> est vérifiée dans les deux applications. La résistance à la traction de la tige est vérifiée dans Connection selon la formule suivante :</p>\n<figure data-asset-id=\"1a72d337-d1eb-4b26-a77d-fda6504f8dfb\" data-image-id=\"1a72d337-d1eb-4b26-a77d-fda6504f8dfb\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/5cb675be-68cc-4cf6-9f70-8c3f4c32d193/16.png\" data-asset-id=\"1a72d337-d1eb-4b26-a77d-fda6504f8dfb\" data-image-id=\"1a72d337-d1eb-4b26-a77d-fda6504f8dfb\" alt=\"\"></figure>\n<p>Dans Detail, les tiges sont vérifiées comme les barres de ferraillage ordinaires selon les diagrammes contrainte-déformation définis pour des matériaux particuliers tout en utilisant la valeur de la déformation limite de 5% au maximum (calculée selon l'effet de raidissement par traction, voir plus d'informations dans la Base théorique).</p>\n<h4>b) Rupture du cône de béton</h4>\n<p>La rupture du cône de béton peut être vérifiée dans Connection. Cependant, dans Connection, l'application ne peut prendre en compte que le <strong>béton standard</strong>.</p>\n<figure data-asset-id=\"790a2f96-5d7d-48ed-b807-d461283656b1\" data-image-id=\"790a2f96-5d7d-48ed-b807-d461283656b1\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/07234199-279f-463f-8463-6480fc07aba5/17.png\" data-asset-id=\"790a2f96-5d7d-48ed-b807-d461283656b1\" data-image-id=\"790a2f96-5d7d-48ed-b807-d461283656b1\" alt=\"\"></figure>\n<p>Par conséquent, en cas de rupture du cône de béton, il convient de passer à IDEA StatiCa Detail où il est possible d'effectuer une analyse de l'ensemble du bloc de béton armé. La résistance à la traction du béton est négligée de manière conservatrice, ce qui signifie que la capacité portante en cas de rupture du cône est déterminée par la quantité de ferraillage spécifiée de manière significative. Dans l'image ci-dessous, vous pouvez voir les <strong>directions des contraintes principales</strong> qui indiquent la forme du cône mentionné ci-dessus. Dans la partie droite, vous pouvez voir les valeurs des contraintes de béton qui sont comparées avec les valeurs limites.</p>\n<figure data-asset-id=\"cbb46b36-986e-4279-9a26-b6f7daca9c28\" data-image-id=\"cbb46b36-986e-4279-9a26-b6f7daca9c28\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/60dbba5d-4619-4258-87aa-1a8bc97565c7/concrete%20cone%20failure.png\" data-asset-id=\"cbb46b36-986e-4279-9a26-b6f7daca9c28\" data-image-id=\"cbb46b36-986e-4279-9a26-b6f7daca9c28\" alt=\"\"></figure>\n<h4>c) Rupture par arrachement</h4>\n<p>Cette vérification n'est disponible dans Connection que pour certains cas (voir la première image dans cet article). Une évaluation supplémentaire est nécessaire pour les tiges mécaniques post-installées.</p>\n<figure data-asset-id=\"37d9800f-de2f-41cf-82e7-d95bf4d20ce6\" data-image-id=\"37d9800f-de2f-41cf-82e7-d95bf4d20ce6\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/7b5d9cb3-361a-45a4-b93b-077ba189fa8e/18.png\" data-asset-id=\"37d9800f-de2f-41cf-82e7-d95bf4d20ce6\" data-image-id=\"37d9800f-de2f-41cf-82e7-d95bf4d20ce6\" alt=\"\"></figure>\n<p>Dans Detail, il est possible de mettre en place des <a data-item-id=\"d07820f8-072b-44dc-a35a-94b73e2e284b\" href=\"\">tiges par adhérence</a> et spécifier la résistance d'adhérence de conception selon leurs paramètres techniques. Les tiges seront ensuite vérifiées sur la base de ces paramètres. (Applicable uniquement pour le béton armé).</p>\n<figure data-asset-id=\"641efac9-5d36-4d5e-b077-ed9196890a39\" data-image-id=\"641efac9-5d36-4d5e-b077-ed9196890a39\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/8369e3e5-4360-4ce3-becf-0d648b6d8ea9/Design%20%285%29.png\" data-asset-id=\"641efac9-5d36-4d5e-b077-ed9196890a39\" data-image-id=\"641efac9-5d36-4d5e-b077-ed9196890a39\" alt=\"\"></figure>\n<h4>d) Rupture par arrachement et rupture de béton des moyens d'assemblage adhérents</h4>\n<p>Cette rupture ne peut être détectée que dans Detail où les contraintes de béton et les zones d'ancrage sont évaluées à l'aide de 3D CSFM. Le mécanisme de la rupture combinée par arrachement et du béton dans Detail est basé sur les principes définis ci-dessus et son évaluation fait partie de la vérification de la résistance du béton et de l'ancrage. (Applicable uniquement pour le béton armé).</p>\n<h4>e) Rupture fragile de béton</h4>\n<p>Il n'est pas possible de l'évaluer dans Connection. Dans Detail, la rupture fragile est généralement un problème de béton standard où l'utilisation de ferraillage empêche sa production. En même temps, il est possible de voir les contraintes et déformations du ferraillage en compression ou traction et aussi du béton en compression dans l'application Détail.</p>\n<figure data-asset-id=\"e065a9a9-29db-42d7-81d0-a2df2b1d2968\" data-image-id=\"e065a9a9-29db-42d7-81d0-a2df2b1d2968\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/e3a47f6f-0ed5-46a2-9b45-4187da316e49/steel.png\" data-asset-id=\"e065a9a9-29db-42d7-81d0-a2df2b1d2968\" data-image-id=\"e065a9a9-29db-42d7-81d0-a2df2b1d2968\" alt=\"\"></figure>\n<h4>f) Rupture par éclatement de béton</h4>\n<p>Pour le béton standard, une vérification empirique selon l'Eurocode dans Connection est possible.</p>\n<figure data-asset-id=\"925cc023-af68-47ba-9b26-aa1bf5f77f16\" data-image-id=\"925cc023-af68-47ba-9b26-aa1bf5f77f16\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/b14e42c8-42d1-4dd4-8108-a71aa8430cf2/19.png\" data-asset-id=\"925cc023-af68-47ba-9b26-aa1bf5f77f16\" data-image-id=\"925cc023-af68-47ba-9b26-aa1bf5f77f16\" alt=\"\"></figure>\n<p>Pour les éléments avec ferraillage, il est possible d'utiliser Detail. La rupture par éclatement du béton est couverte par l'analyse de la résistance du béton lorsque les contraintes de traction sont transférées uniquement par le ferraillage (comme mentionné plusieurs fois ci-dessus).</p>\n<h4>Vérifications supplémentaires pour les blocs de béton armé :</h4>\n<p>Pour les semelles armées, une évaluation supplémentaire de ferraillage est nécessaire. La rupture d'acier du ferraillage et la rupture d'ancrage du ferraillage font partie de l'évaluation du ferraillage dans Detail.</p>\n<p><strong>g) Rupture d'acier du ferraillage</strong></p>\n<p><strong>h) Rupture d'ancrage du ferraillage</strong></p>\n<h2>Charge de cisaillement</h2>\n<p>L'Eurocode divise le deuxième type de charge<strong> </strong>(<strong>effort de cisaillement</strong>) en 4 cas possibles de rupture de tige ou de bloc de béton (a, b, c, d) et deux autres pour les semelles armées (e, f).</p>\n<figure data-asset-id=\"4ff30694-4f30-4052-ba21-42b94f8d1235\" data-image-id=\"4ff30694-4f30-4052-ba21-42b94f8d1235\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/180de776-7c82-455f-9f59-7a09e8ae0b6e/27.png\" data-asset-id=\"4ff30694-4f30-4052-ba21-42b94f8d1235\" data-image-id=\"4ff30694-4f30-4052-ba21-42b94f8d1235\" alt=\"\"></figure>\n<p>L'image ci-dessous montre <strong>schématiquement</strong> quel type de rupture vous pouvez évaluer avec l'application Connection et quel comportement peut être ajusté par l'utilisation de béton armé et, par conséquent, l'analyse dans Detail. IDEA StatiCa Connection utilise des formules empiriques de l'Eurocode (EN 1992-4-7.2.2) <strong>pour la conception d'ancrage </strong><a data-item-id=\"d4aa2923-a94a-4c40-8fd8-93608acbf893\" href=\"\"><strong>(CBFEM)</strong></a>. Tous les types de rupture causés par l'effort de cisaillement peuvent être évalués dans l'application Connection.</p>\n<figure data-asset-id=\"457df143-9dfb-4d48-8087-e37ff0514ea1\" data-image-id=\"457df143-9dfb-4d48-8087-e37ff0514ea1\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/5929bf71-34da-46ae-b406-852cc91bcfc6/28.png\" data-asset-id=\"457df143-9dfb-4d48-8087-e37ff0514ea1\" data-image-id=\"457df143-9dfb-4d48-8087-e37ff0514ea1\" alt=\"\"></figure>\n<p>Dans IDEA StatiCa Detail 3D, le cisaillement peut être transféré par frottement, tiges ou bêches. Il est important de préciser que seules les semelles sont évaluées. Les tiges et bêches doivent être vérifiées dans Connection ou ailleurs. Encore une fois, il faut souligner que seul le béton armé est autorisé.</p>\n<h4>a) Rupture d'acier sans bras de levier</h4>\n<p>La rupture d'acier sans bras de levier des tiges chargées en cisaillement n'est vérifiée que dans Connection. La résistance au cisaillement de la tige est vérifiée dans IDEA StatiCa Connection selon la formule suivante :</p>\n<figure data-asset-id=\"09debd54-4504-4d1e-bfab-1c116b6a7a94\" data-image-id=\"09debd54-4504-4d1e-bfab-1c116b6a7a94\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/2ca381f9-13f1-4aeb-9660-2d32c87b74da/20.png\" data-asset-id=\"09debd54-4504-4d1e-bfab-1c116b6a7a94\" data-image-id=\"09debd54-4504-4d1e-bfab-1c116b6a7a94\" alt=\"\"></figure>\n<p>L'évaluation n'est pas possible dans Detail.</p>\n<h4>b) Rupture d'acier avec bras de levier</h4>\n<p>La rupture d'acier avec bras de levier des tiges chargées en cisaillement n'est vérifiée que dans Connection. La résistance au cisaillement de la tige est vérifiée dans IDEA StatiCa Connection selon la formule suivante :</p>\n<figure data-asset-id=\"b1f57fe5-e5be-4ff1-a457-079ff22926d7\" data-image-id=\"b1f57fe5-e5be-4ff1-a457-079ff22926d7\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/8aed3ac3-c0c7-46a6-b1c7-f829adf97c81/21.png\" data-asset-id=\"b1f57fe5-e5be-4ff1-a457-079ff22926d7\" data-image-id=\"b1f57fe5-e5be-4ff1-a457-079ff22926d7\" alt=\"\"></figure>\n<p>L'évaluation n'est pas possible dans Detail.</p>\n<h4>c) Rupture par effet de levier du béton</h4>\n<p>La rupture par effet de levier du béton des tiges chargées en cisaillement n'est vérifiée que dans Connection. La résistance au cisaillement de la tige est vérifiée dans IDEA StatiCa Connection selon la formule suivante :</p>\n<figure data-asset-id=\"c1e6f12a-45a5-4a95-8237-46dd4129a930\" data-image-id=\"c1e6f12a-45a5-4a95-8237-46dd4129a930\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/50dbe5ee-716e-42bf-b01b-bb3128305f72/22.png\" data-asset-id=\"c1e6f12a-45a5-4a95-8237-46dd4129a930\" data-image-id=\"c1e6f12a-45a5-4a95-8237-46dd4129a930\" alt=\"\"></figure>\n<p>La capacité de cisaillement de béton à travers le pied de poteau est ensuite évaluée dans l'application Detail.</p>\n<h4>d) Rupture du bord de béton</h4>\n<p>La rupture du bord de béton des tiges chargées en cisaillement n'est vérifiée dans Connection que pour le béton standard. La résistance au cisaillement de la tige est vérifiée dans IDEA StatiCa Connection selon la formule suivante :</p>\n<figure data-asset-id=\"9b8d7c48-0539-441f-8c97-63be3393d355\" data-image-id=\"9b8d7c48-0539-441f-8c97-63be3393d355\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/ef3d36b2-d22b-4bda-b857-29a636c8bc21/23.png\" data-asset-id=\"9b8d7c48-0539-441f-8c97-63be3393d355\" data-image-id=\"9b8d7c48-0539-441f-8c97-63be3393d355\" alt=\"\"></figure>\n<p>La rupture du bord de béton peut être vérifiée dans Detail (béton armé uniquement).</p>\n<h4>Vérifications supplémentaires pour les blocs de béton armé :</h4>\n<p>Pour les semelles armées, une évaluation supplémentaire de ferraillage est nécessaire. La rupture d'acier du ferraillage et la rupture d'ancrage du ferraillage font partie de l'évaluation du ferraillage dans Detail.</p>\n<p><strong>e) Rupture d'acier du ferraillage supplémentaire</strong></p>\n<p><strong>f) Rupture d'ancrage du ferraillage supplémentaire</strong></p>\n<h2>Conclusion</h2>\n<p>L'avantage le plus significatif peut être trouvé dans des exemples tels que l'ancrage près d'un bord et d'autres cas où le béton standard ne correspond pas à la charge requise. Il faut spécifier que les tiges et bêches doivent faire l'objet d'une évaluation supplémentaire dans Connection, mais ensemble, ces deux outils fournissent une solution complète.</p>\n<p>En raison de la méthode et de la manière dont l'application est conçue, l'<strong>application Detail ne convient qu'aux semelles armées.</strong></p>"
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"value": "<h2>1 Nouveau projet</h2>\n<p>Démarrez <strong>IDEA StatiCa Connection</strong>. Tout commence sur l'onglet <strong>Acier</strong>.</p>\n<figure data-asset-id=\"f6f4ad54-796a-4cb1-ab65-5c1b999f00df\" data-image-id=\"f6f4ad54-796a-4cb1-ab65-5c1b999f00df\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/caf94706-976b-405e-9d9c-8e8d72445714/Connection_to_Detail_01-01.png\" data-asset-id=\"f6f4ad54-796a-4cb1-ab65-5c1b999f00df\" data-image-id=\"f6f4ad54-796a-4cb1-ab65-5c1b999f00df\" alt=\"\"></figure>\n<p><strong>Gardez le paramétrage par défaut</strong> pour la topologie d'ancrage et entrez dans l'application.</p>\n<figure data-asset-id=\"d847e266-d4b7-42aa-89b1-1023999e6b95\" data-image-id=\"d847e266-d4b7-42aa-89b1-1023999e6b95\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/d0c9de48-d056-4155-ac8d-8270c4120a0e/Connection_to_Detail_01-02.png\" data-asset-id=\"d847e266-d4b7-42aa-89b1-1023999e6b95\" data-image-id=\"d847e266-d4b7-42aa-89b1-1023999e6b95\" alt=\"\"></figure>\n<h2>2 Conception</h2>\n<p><strong>Modifiez </strong>l'opération <strong>Pied de poteau </strong>pour obtenir la topologie finale d'un bloc de béton avec charge excentrée. Le<strong> transfert de l'effort de cisaillement</strong> est paramétré pour<strong> frottement</strong>.</p>\n<ul>\n <li>Depuis la publication de la <strong>version 24.1, IDEA StatiCa Detail</strong> est <a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\">sorti de la version BÊTA</a> pour la <strong>conception d'ancrages 3D</strong>. Avec cette nouvelle version, le cisaillement peut être transféré à travers des <a data-item-id=\"9cbe085e-7b89-4860-a28d-33fe19f1c4ae\" href=\"\">tiges, bêches et frottement</a>.</li>\n</ul>\n<figure data-asset-id=\"2dbac565-c634-4e13-a8a0-f17e70b14eeb\" data-image-id=\"2dbac565-c634-4e13-a8a0-f17e70b14eeb\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/bb0a2659-325f-463c-bb89-36164d79ec4d/Connection_to_Detail_02-02.png\" data-asset-id=\"2dbac565-c634-4e13-a8a0-f17e70b14eeb\" data-image-id=\"2dbac565-c634-4e13-a8a0-f17e70b14eeb\" alt=\"\"></figure>\n<p><strong>Saisissez les efforts internes</strong> pour l'ancrage chargé biaxialement. Les efforts internes causent des contraintes de compression sur le contact entre le sol et le bloc de béton. Par défaut, on suppose un <a data-item-id=\"28992afa-3044-47f1-be8d-ad2a00d75f7a\" href=\"\">bloc de béton</a> fissuré.</p>\n<figure data-asset-id=\"5c643873-8d30-4580-b2f2-f8497c31cff6\" data-image-id=\"5c643873-8d30-4580-b2f2-f8497c31cff6\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/ea2a2dd7-5b26-4310-a828-5e8ff91cc544/Connection_to_Detail_02-03.png\" data-asset-id=\"5c643873-8d30-4580-b2f2-f8497c31cff6\" data-image-id=\"5c643873-8d30-4580-b2f2-f8497c31cff6\" alt=\"\"></figure>\n<h2>3 Vérification</h2>\n<p><strong>Passez</strong> à l'onglet<strong> Vérification</strong> et <strong>Calculer</strong>. La vérification prouve le mode de rupture des tiges. Explorons-le plus en détail.</p>\n<figure data-asset-id=\"f568a2d0-aef8-4e7a-8be1-95dfbb4309e4\" data-image-id=\"f568a2d0-aef8-4e7a-8be1-95dfbb4309e4\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/75069198-6791-4be5-9929-ba1d6ae109d5/Connection_to_Detail_03-01.png\" data-asset-id=\"f568a2d0-aef8-4e7a-8be1-95dfbb4309e4\" data-image-id=\"f568a2d0-aef8-4e7a-8be1-95dfbb4309e4\" alt=\"\"></figure>\n<p>Découvrons les ruptures potentielles pour traction, cisaillement et interaction mutuelle selon <a data-item-id=\"c57cf277-3f01-4ec8-82bc-470f3f631a73\" href=\"\">EN 1992-4</a>.</p>\n<figure data-asset-id=\"43ce57a5-2fb3-448e-99c2-5e93ff9f8a4a\" data-image-id=\"43ce57a5-2fb3-448e-99c2-5e93ff9f8a4a\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/f53625ee-a0a5-452a-8e20-685e7aadb0f7/Connection_to_Detail_03-02.png\" data-asset-id=\"43ce57a5-2fb3-448e-99c2-5e93ff9f8a4a\" data-image-id=\"43ce57a5-2fb3-448e-99c2-5e93ff9f8a4a\" alt=\"\"></figure>\n<p><strong>Veuillez examiner la vérification détaillée</strong> <strong>des tiges</strong> car elle révèle une non-conformité sur la première page. <strong>Cela vous informera des vérifications que vous devez effectuer manuellement ou en utilisant d'autres méthodes</strong> parce qu'elles ne sont pas incluses dans IDEA StatiCa Connection. Il est recommandé de prendre les mesures nécessaires pour résoudre ce problème.</p>\n<figure data-asset-id=\"71bb7b2c-3ad4-4fb8-9c68-4f11208d71c3\" data-image-id=\"71bb7b2c-3ad4-4fb8-9c68-4f11208d71c3\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/7844715a-b9c5-4dc1-86cf-b00bf7b78ac8/Connection_to_Detail_03-03.png\" data-asset-id=\"71bb7b2c-3ad4-4fb8-9c68-4f11208d71c3\" data-image-id=\"71bb7b2c-3ad4-4fb8-9c68-4f11208d71c3\" alt=\"\"></figure>\n<p>En raison de l'échec de la <strong>vérification de l'ancrage </strong>:</p>\n<ul>\n <li>Le problème est causé par la <strong>résistance à l'éclatement du béton pour les tiges en traction et cisaillement.</strong></li>\n <li><strong>Ce problème peut être facilement résolu dans IDEA StatiCa Detail grâce à la méthode 3D CSFM</strong>. Cela vous aide à surmonter le modèle des blocs fissurés en béton standard dans IDEA StatiCa Connection.</li>\n</ul>\n<h2>4 Exportation</h2>\n<p>L'application<strong> IDEA StatiCa Connection</strong>, développée en interne,<strong> dispose désormais d'un </strong><a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\"><strong>lien BIM puissant </strong></a><a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\"><strong>avec Detail</strong></a>, permettant la conception et vérification des blocs de béton armé avec plusieurs combinaisons.</p>\n<p>Conditions préalables à l'exportation :</p>\n<ul>\n <li>Le modèle doit être<strong> précalculé et les résultats doivent être inclus.</strong></li>\n</ul>\n<p>Allez à l'onglet <strong>Vérification -> Vérification de béton armé -> Enregistrer.</strong></p>\n<figure data-asset-id=\"ea91e94f-e32f-4298-a975-2ef961da9400\" data-image-id=\"ea91e94f-e32f-4298-a975-2ef961da9400\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/f831ecc3-5a2e-4717-b78b-1acf29b2d736/Connection_to_Detail_04-01.png\" data-asset-id=\"ea91e94f-e32f-4298-a975-2ef961da9400\" data-image-id=\"ea91e94f-e32f-4298-a975-2ef961da9400\" alt=\"\"></figure>\n<p>L'exportation n'est autorisée que pour la topologie d'ancrage. L'<a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">exportation</a> permet le transfert de :</p>\n<ul>\n <li>Bloc de béton</li>\n <li>Tiges</li>\n <li>Pied de poteau</li>\n <li>Charges</li>\n</ul>\n<p>Informations et paramètres supplémentaires définis en fonction des paramètres correspondants dans Connection :</p>\n<ul>\n <li>Transfert de cisaillement (par tiges, bêches et frottement)</li>\n <li>Matériau</li>\n <li>Type d'ancrage : par adhérence / encastré</li>\n <li>Type d'ancrage à l'extrémité : Rondelle/Droit/Crochet</li>\n <li>Coefficient de frottement</li>\n</ul>\n<h2>5 Conception</h2>\n<p>Cette section vous permet de modifier les éléments, appuis, charges et combinaisons et groupe de barres d'armature.</p>\n<h3>Appuis</h3>\n<p>Le sol présente une certaine rigidité qui doit être prise en compte pour une conception précise. L'<strong>appui superficiel</strong> permet la rigidité dans les trois directions et est défini comme <strong>inactif en traction par défaut</strong> (non-linéarité des limites).</p>\n<ul>\n <li>Soyez prudent lorsque vous faites des hypothèses sur les conditions limites. Dans le cas de la non-linéarité, si les moments sont assez élevés, l'appui du bloc de béton en traction peut se retourner pendant l'analyse, provoquant des rotations importantes. Cela peut conduire à un modèle divergent en raison du mouvement du corps flexible.</li>\n</ul>\n<figure data-asset-id=\"c592a8ce-8a91-428f-a116-310ffa4ee934\" data-image-id=\"c592a8ce-8a91-428f-a116-310ffa4ee934\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/9ffc00ad-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://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/360a420a-db3c-434f-baea-bc0f6dae83e6/2.png\" data-asset-id=\"005baf6f-c14a-43a7-9f2d-134b8e007b00\" data-image-id=\"005baf6f-c14a-43a7-9f2d-134b8e007b00\" alt=\"\"></figure>\n<h3>Appareils de transfert</h3>\n<p>Les tiges sont reprises de IDEA StatiCa Connection. Deux types de tiges peuvent être sélectionnés.</p>\n<p>Tiges encastrées :</p>\n<ul>\n <li>Tiges préinstallées ayant les mêmes attributs d'<a href=\"https://www.ideastatica.com/support-center/idea-statica-detail-structural-design-of-concrete-3d-discontinuities#finite-element-types\">adhérence</a> que les barres de ferraillage.</li>\n</ul>\n<p>Tiges par adhérence :</p>\n<ul>\n <li>Post-installés (tiges chimiques) avec la possibilité de personnaliser l'effort d'adhérence selon la résistance d'adhérence réelle.</li>\n</ul>\n<figure data-asset-id=\"bc241e0b-3ef8-4695-a828-bffd387dc495\" data-image-id=\"bc241e0b-3ef8-4695-a828-bffd387dc495\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/58083a9d-6c17-43a7-817d-9b7252101989/3.png\" data-asset-id=\"bc241e0b-3ef8-4695-a828-bffd387dc495\" data-image-id=\"bc241e0b-3ef8-4695-a828-bffd387dc495\" alt=\"\"></figure>\n<p>Veillez au paramétrage correct de l'<strong>interconnexion avec le pied de poteau</strong>. Si les semelles sont importées à partir de l'application Connection, le <strong>transfert des efforts axiaux</strong> doit être <strong>désactivé</strong> et le <strong>transfert de cisaillement</strong> doit être <strong>activé</strong>. C'est parce que les tiges sont chargées directement par les efforts. Vous pouvez en savoir plus à ce sujet <a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">ici</a>.</p>\n<p>Si vous conceviez des semelles à partir de zéro dans l'application Detail, les deux options seraient activées. Lors du transfert de cisaillement à travers les tiges, l'utilisateur doit déterminer quelles tiges supporteront l'effort de cisaillement et sélectionner la case à cocher correspondante. Ceci est conforme aux exigences de la norme EN qui spécifie que le cisaillement ne doit être attribué qu'aux tiges effectives pour la vérification de la rupture du bord de béton.</p>\n<h3>Ferraillage</h3>\n<p>Paramétrez l'enrobage en béton à 40 mm, ce qui sera utilisé comme valeur par défaut pour le ferraillage.</p>\n<figure data-asset-id=\"92ab352d-ac09-4a0a-8d84-6f329f595dcc\" data-image-id=\"92ab352d-ac09-4a0a-8d84-6f329f595dcc\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/3ec6a0bb-ec40-4702-bbb2-89bd511df9d1/4.png\" data-asset-id=\"92ab352d-ac09-4a0a-8d84-6f329f595dcc\" data-image-id=\"92ab352d-ac09-4a0a-8d84-6f329f595dcc\" alt=\"\"></figure>\n<p>Sélectionnez le <strong>Groupe de barres d'armature (1) --> Groupe de barres 3D (2) </strong>et remplissez les champs <strong>Diamètre</strong>, <strong>Attributs</strong> et <strong>Géométrie (3)</strong>.</p>\n<figure data-asset-id=\"6b6e717e-e109-4f48-b496-df5ced1c5eb8\" data-image-id=\"6b6e717e-e109-4f48-b496-df5ced1c5eb8\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/9a742dd2-0e9f-47e2-88e4-679d4f671661/5.png\" data-asset-id=\"6b6e717e-e109-4f48-b496-df5ced1c5eb8\" data-image-id=\"6b6e717e-e109-4f48-b496-df5ced1c5eb8\" alt=\"\"></figure>\n<p><strong>Copiez</strong> l'opération et changez la <strong>Surface</strong>. Toutes les autres options sont conservées.</p>\n<figure data-asset-id=\"7b6bcb85-b5c7-47a7-962b-2575cf579cdf\" data-image-id=\"7b6bcb85-b5c7-47a7-962b-2575cf579cdf\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/e3e3e1fc-04a7-45c7-a210-b57ae5627327/6.png\" data-asset-id=\"7b6bcb85-b5c7-47a7-962b-2575cf579cdf\" data-image-id=\"7b6bcb85-b5c7-47a7-962b-2575cf579cdf\" alt=\"\"></figure>\n<p><strong>Copiez</strong> l'opération et changez les options ci-dessous.</p>\n<figure data-asset-id=\"43726e22-af07-4ac1-be92-d112fcfe62ca\" data-image-id=\"43726e22-af07-4ac1-be92-d112fcfe62ca\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/8cff2846-d288-4186-9fe9-4ce360205c78/7.png\" data-asset-id=\"43726e22-af07-4ac1-be92-d112fcfe62ca\" data-image-id=\"43726e22-af07-4ac1-be92-d112fcfe62ca\" alt=\"\"></figure>\n<p><strong>Copiez </strong>l'opération et changez les options ci-dessous.</p>\n<figure data-asset-id=\"ec52d83a-da74-4b51-a743-2f945f7e7c31\" data-image-id=\"ec52d83a-da74-4b51-a743-2f945f7e7c31\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/e4d0b63b-967f-4ef3-b686-453fd0e5dd73/8.png\" data-asset-id=\"ec52d83a-da74-4b51-a743-2f945f7e7c31\" data-image-id=\"ec52d83a-da74-4b51-a743-2f945f7e7c31\" alt=\"\"></figure>\n<h3>Charges et combinaisons</h3>\n<p>Les combinaisons sont prises de IDEA StatiCa Connection. Toutes les conséquences de l'importation sont mentionnées en détail dans l'article <a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">Importation de l'ancrage de Connection à Detail</a>.</p>\n<figure data-asset-id=\"e242070b-37a1-4f37-845b-56353fd83ff5\" data-image-id=\"e242070b-37a1-4f37-845b-56353fd83ff5\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/c1b8c32a-7e07-41fd-a4f3-aea3f359852a/9.png\" data-asset-id=\"e242070b-37a1-4f37-845b-56353fd83ff5\" data-image-id=\"e242070b-37a1-4f37-845b-56353fd83ff5\" alt=\"\"></figure>\n<h2>6 Vérification</h2>\n<p><strong>Avant de démarrer l'analyse</strong>, nous recommandons vivement de <strong>changer le multiplicateur de maillage</strong> à deux afin d'accélérer le calcul. Cette étape n'est pas obligatoire mais elle peut réduire le temps de calcul et aider à identifier tout problème de divergence. <strong>Si tout se passe bien et aucun problème ne survient, vous pouvez revenir à un multiplicateur d'un</strong>.</p>\n<figure data-asset-id=\"cc5fdfb5-6bd5-40cd-8bd7-3551bc62168f\" data-image-id=\"cc5fdfb5-6bd5-40cd-8bd7-3551bc62168f\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/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://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/54b18351-6be3-448e-ab4f-791346c5d876/12.png\" data-asset-id=\"2f6ba38e-66d6-456e-b747-9ca3a13f0956\" data-image-id=\"2f6ba38e-66d6-456e-b747-9ca3a13f0956\" alt=\"\"></figure>\n<h2>Résultats</h2>\n<h3>Contrainte équivalente principale</h3>\n<p>La <strong>contrainte équivalente principale (EPS)</strong> dans le béton est déterminée selon le comportement de volume du bloc de béton. Les zones qui subissent la charge la plus élevée sont identifiées et mises en valeur. Afin de mieux comprendre le confinement par rapport à la compression uniaxe, la contrainte équivalente est calculée à l'aide de coefficient kappa. Plus d'informations sur la contrainte équivalente principale sont fournies dans <a href=\"https://www.ideastatica.com/support-center/idea-statica-detail-structural-design-of-concrete-3d-discontinuities#ultimate-limit-state-checks\">cet article de la Base théorique.</a></p>\n<figure data-asset-id=\"2a343b97-e6e5-42fc-9d86-73de11409b52\" data-image-id=\"2a343b97-e6e5-42fc-9d86-73de11409b52\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/db01ad39-5fd5-419f-8bc6-0e23abaf7048/13.png\" data-asset-id=\"2a343b97-e6e5-42fc-9d86-73de11409b52\" data-image-id=\"2a343b97-e6e5-42fc-9d86-73de11409b52\" alt=\"\"></figure>\n<h3>Contrainte dans les barres d'armature</h3>\n<p><strong>Lors de la vérification de ferraillage</strong>, il est essentiel de noter que la tige proche du coin est utilisée au maximum.</p>\n<figure data-asset-id=\"a5742641-b90e-4e0d-8938-2767aad96c7f\" data-image-id=\"a5742641-b90e-4e0d-8938-2767aad96c7f\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/a1b8292e-f1fc-4a86-972a-7ff94afa5f1b/14.png\" data-asset-id=\"a5742641-b90e-4e0d-8938-2767aad96c7f\" data-image-id=\"a5742641-b90e-4e0d-8938-2767aad96c7f\" alt=\"\"></figure>\n<p>En affichant l'utilisation du ferraillage, l'utilisateur peut clairement voir quel ferraillage contribue au transfert de la charge et à la prévention de la rupture du cône de béton.</p>\n<figure data-asset-id=\"9b7eaa77-c046-423e-9707-6581b91fdfbe\" data-image-id=\"9b7eaa77-c046-423e-9707-6581b91fdfbe\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/f9e481ac-f232-4402-8a66-7d886ea4dfd8/15.png\" data-asset-id=\"9b7eaa77-c046-423e-9707-6581b91fdfbe\" data-image-id=\"9b7eaa77-c046-423e-9707-6581b91fdfbe\" alt=\"\"></figure>\n<h3>Ancrage</h3>\n<p>Vérifiez les paramètres de l'<strong>ancrage</strong> et activez l'option <strong>Effort total dans les tiges</strong>. Les efforts dans les tiges peuvent varier légèrement en raison des différentes approches de calcul concernant le bloc de béton. Cependant, les différences ne sont pas significatives.</p>\n<figure data-asset-id=\"69b59fab-b9b8-4ee2-b37f-4e51eb3be02c\" data-image-id=\"69b59fab-b9b8-4ee2-b37f-4e51eb3be02c\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/09a8f55d-3f15-4843-9549-240567d9b8b3/16.png\" data-asset-id=\"69b59fab-b9b8-4ee2-b37f-4e51eb3be02c\" data-image-id=\"69b59fab-b9b8-4ee2-b37f-4e51eb3be02c\" alt=\"\"></figure>\n<h3>Déformations</h3>\n<p>Passez à <strong>Complémentaire</strong> et activez l'option <strong>Déformation</strong>.</p>\n<p>Il n'est pas nécessaire d'effectuer une vérification de déformation pour ELU mais il est vivement recommandé de vérifier la déformation après l'analyse pour s'assurer que le modèle ne subit pas de déformation importante, de rotation importante ou qu'aucun élément fini n'est endommagé. Cela permet d'avoir une vue d'ensemble des résultats de l'analyse et d'identifier les problèmes qui ont pu se produire lors de l'analyse.</p>\n<figure data-asset-id=\"10b137bd-2790-4edf-a3b4-0b376dfc5498\" data-image-id=\"10b137bd-2790-4edf-a3b4-0b376dfc5498\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/9711f3e5-6748-433d-9579-7c4af49e46a4/17.png\" data-asset-id=\"10b137bd-2790-4edf-a3b4-0b376dfc5498\" data-image-id=\"10b137bd-2790-4edf-a3b4-0b376dfc5498\" alt=\"\"></figure>\n<h2>7 Rapport</h2>\n<p>Enfin, passez à l'<strong>Aperçu/Impression de rapport</strong>. 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"value": "<h2>1. Pourquoi le calcul a-t-il été arrêté prématurément ?</h2>\n<p>Le modèle CSFM 3D est conçu pour garantir des simulations précises et fiables. C’est pourquoi il intègre des critères d'arrêt rigoureux. Pour en savoir plus, consultez notre <a href=\"https://www.ideastatica.com/support-center-knowledge-base?article=idea-statica-detail-structural-design-of-concrete-3d-discontinuities&type=support_center_article#solution-method-and-load-control-algorithm-for-3D-CSFM\">algorithme de contrôle pour 3D CSFM</a> dans le cadre théorique.</p>\n<p><strong>Option \"Stop at Limit Strain\" activée par défaut</strong><br>\nCette fonctionnalité cruciale interrompt le calcul dès que certains critères de déformation (UGT) sont dépassés. Nous vérifions l'épuisement pour le béton, l'armature et l'ancrage :</p>\n<ul>\n <li><strong>Béton</strong> : Une déformation maximale de 5 % en compression et de 7 % en traction est appliquée pour garantir la convergence des calculs.</li>\n <li><strong>Armatures</strong> : La déformation plastique est limitée à 5 % pour assurer la sécurité et la performance.</li>\n <li><strong>Ancrages</strong> : L'évaluation se base sur les valeurs limites de glissement, plutôt que sur les contraintes d'adhérence, afin d’optimiser la stabilité.</li>\n</ul>\n<p><strong>Causes d'une non-convergence</strong></p>\n<p>Lorsque le calcul ne converge pas, plusieurs facteurs peuvent être en jeu. La cause la plus fréquente est l'absence d'armature adéquate. D'autres facteurs peuvent inclure un modèle mal supporté, entraînant de grandes déformations, ou une conception surchargée pour les forces spécifiées.</p>\n<figure data-asset-id=\"0d2e9bb5-b1a2-47e7-bc38-5a1ac66545ce\" data-image-id=\"0d2e9bb5-b1a2-47e7-bc38-5a1ac66545ce\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/a647eea7-a4e9-4b88-ad67-1d3076d93079/fig_1.png\" data-asset-id=\"0d2e9bb5-b1a2-47e7-bc38-5a1ac66545ce\" data-image-id=\"0d2e9bb5-b1a2-47e7-bc38-5a1ac66545ce\" alt=\"\"></figure>\n<h2>2. Quel soutien dois-je appliquer dans le détail ?</h2>\n<p>Dans l'application <strong>3D Detail</strong>, vous pouvez appliquer des appuis surfaciques avec une rigidité dans toutes les directions. Par défaut, ces supports offrent une rigidité en compression uniquement (Compression-Only), mais il est possible de sélectionner une option qui inclut également la rigidité en traction. Voici deux approches clés à considérer :</p>\n<ul>\n <li><strong>Fondations reposant sur le sol</strong><br>\nUtilisez un appui qui offre une rigidité en compression uniquement. <strong>Attention</strong> : veillez à ajouter manuellement le poids propre comme cas de charge, car cela n'est pas fait automatiquement. Ce poids propre est essentiel pour prévenir le renversement du bloc de béton.</li>\n <li><strong>Sous-modèles d'éléments en béton plus grands</strong><br>\nOptez pour un support capable de fonctionner à la fois en compression et en traction. Dans ce cas, il est crucial d'appliquer une armature qui traverse la surface. Cela permet de dissiper toute contrainte de traction par l'armature. Sans cela, des tensions de traction élevées peuvent rapidement apparaître dans le béton, dépassant ainsi le critère d'arrêt de 7 %.</li>\n</ul>\n<p>Pour des informations détaillées sur les fonctionnalités de <strong>Detail 3D</strong>, consultez notre section sur les <a href=\"https://www.ideastatica.com/support-center-knowledge-base?article=full-functionalities-of-detail-3d&type=support_center_article#ultimate-limit-state-checks\">Fonctionnalités complètes de Detail 3D.</a></p>\n<figure data-asset-id=\"37cd7a92-6714-478f-be31-a95a18f81bd0\" data-image-id=\"37cd7a92-6714-478f-be31-a95a18f81bd0\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/4047322b-1886-4030-90eb-6df30a861a00/fig_2.png\" data-asset-id=\"37cd7a92-6714-478f-be31-a95a18f81bd0\" data-image-id=\"37cd7a92-6714-478f-be31-a95a18f81bd0\" alt=\"\"></figure>\n<h2>3. Pourquoi est-il si important de respecter les règles d'exécution ?</h2>\n<p>La conformité aux règles de détail de la norme est essentielle pour garantir la sécurité et la performance des structures en béton. L'armature doit inclure des éléments supplémentaires pour le transfert des forces de traction et transversales, conformément à l'<strong>EN 1992-4</strong>. Cette application assure un transfert de forces efficace : la compression est absorbée par le béton, tandis que la tension est gérée par l'armature. Étant donné que le béton n’a pas de résistance à la traction, un renforcement adéquat est crucial.</p>\n<p><strong>À noter</strong> : Ces règles de détail ne sont pas automatisées. Il incombe à l'utilisateur d'ajouter manuellement les armatures appropriées. L'ingénieur structurel est donc responsable de garantir que l'armature est correcte et conforme aux normes du bloc de béton.</p>\n<figure data-asset-id=\"68f9c4ab-80c2-4901-ba4d-94849cd52d38\" data-image-id=\"68f9c4ab-80c2-4901-ba4d-94849cd52d38\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/5a5c9f11-12d7-432f-95aa-517d420810ce/fig_3.png\" data-asset-id=\"68f9c4ab-80c2-4901-ba4d-94849cd52d38\" data-image-id=\"68f9c4ab-80c2-4901-ba4d-94849cd52d38\" alt=\"\"></figure>\n<h2>4. Comment modéliser correctement le transfert des forces transversales ?</h2>\n<p>Le transfert des efforts de cisaillement peut se faire par frottement, ancrages ou falaise de cisaillement, mais il est crucial de choisir une seule méthode à la fois.</p>\n<p><strong>Utilisation du frottement :</strong><br>\nPour garantir une modélisation efficace, assurez-vous que la séquence des cas de charge est correcte : commencez par appliquer la pression (permanente), suivie du cisaillement (variable). Une séquence incorrecte pourrait entraîner un phénomène où la semelle \"s’envole\".</p>\n<p>Avec une séquence de charge correcte et un coefficient de frottement fixé à <strong>0,25</strong>, vous pouvez transmettre 25 % de la force de compression en tant que force de cisaillement. Les taquets de cisaillement transmettent entièrement la force transversale, mais il est important de noter qu'ils ne sont pas contrôlés dans <strong>IDEA StatiCa Detail</strong>. Vérifiez d'abord les chapes dans <strong>IDEA StatiCa Connection</strong> avant de les importer dans Detail.</p>\n<p><strong>Pour les ancrages :</strong><br>\nL'utilisateur peut identifier quels ancrages sont efficaces pour le cisaillement. Cependant, ils ne sont pas vérifiés pour le cisaillement dans Detail. Assurez-vous de vérifier leur capacité dans Connection avant de procéder à leur simulation dans Detail.</p>\n<figure data-asset-id=\"c334ada2-8202-4972-98e7-633c2cf2b65f\" data-image-id=\"c334ada2-8202-4972-98e7-633c2cf2b65f\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/341548e5-af27-4363-b1e6-1b85cf7303a2/fig_4.png\" data-asset-id=\"c334ada2-8202-4972-98e7-633c2cf2b65f\" data-image-id=\"c334ada2-8202-4972-98e7-633c2cf2b65f\" alt=\"\"></figure>\n<h2>5. À quoi dois-je faire attention lors de l'exportation de Connection vers Detail ?</h2>\n<p>Lors de l'exportation, il est crucial de vérifier comment les forces sont appliquées. Les forces peuvent être appliquées soit directement aux ancrages, soit aux semelles. Étant donné que les ancrages et les semelles sont modélisés comme des éléments distincts, le transfert des forces entre eux doit être déclenché manuellement par le biais de contraintes.</p>\n<ul>\n <li><strong>Exportation du modèle d'ancrage depuis IDEA StatiCa Connection</strong><br>\nLorsque vous exportez le modèle d'ancrage (voir par exemple le lien <a href=\"https://www.ideastatica.com/support-center/bim-link-connection-to-3d-detail-eccentrically-loaded-anchoring\">BIM Connection to Detail - Ancrage à charge excentrée</a>), le transfert de la force axiale entre les ancres et la semelle est désactivé. Cela permet d'éviter toute pression supplémentaire non désirée sur la semelle. Les forces axiales sont découplées et se trouvent déjà directement dans les ancrages, tandis que les forces de cisaillement sont transmises via la semelle. Ainsi, la case pour le transfert des forces axiales est désactivée et celle pour le transfert des forces de cisaillement est activée dans l'image ci-dessous lors de l'exportation du modèle à partir de Connection.</li>\n <li><strong>Lorsque vous n'exportez pas le modèle de Connection</strong><br>\nDans ce cas, la charge est placée directement sur la semelle, et vous avez la possibilité d'activer le transfert des forces axiales et de cisaillement entre la semelle et les ancrages.</li>\n</ul>\n<figure data-asset-id=\"d7699790-0998-4ffd-8fc8-86d824451d7c\" data-image-id=\"d7699790-0998-4ffd-8fc8-86d824451d7c\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/cc49b2be-049e-43f6-bf2d-ecacfcb6eb0a/fig_5.png\" data-asset-id=\"d7699790-0998-4ffd-8fc8-86d824451d7c\" data-image-id=\"d7699790-0998-4ffd-8fc8-86d824451d7c\" alt=\"\"></figure>\n<h2>6. Quelle rigidité de la semelle doit être définie ?</h2>\n<p>La définition de la rigidité correcte de la semelle est cruciale pour obtenir des résultats fiables. La figure ci-dessous compare trois modèles différents :</p>\n<ul>\n <li><strong>Semelle souple exportée de Connection</strong></li>\n <li><strong>Semelle souple modélisée directement dans Detail 3D avec une charge appliquée sur un seul point</strong></li>\n <li><strong>Semelle rigide avec une épaisseur accrue, également chargée sur un seul point</strong></li>\n</ul>\n<p>Les résultats de l'analyse ont révélé que les plaques flexibles modélisées directement dans Detail 3D produisaient des distributions de contraintes imprécises et des effets d'arrachement artificiels. En revanche, la plaque rigide a éliminé ces problèmes, offrant des résultats cohérents avec ceux obtenus par l'exportation de la connexion.</p>\n<p>Il est intéressant de noter que les forces d'ancrage étaient similaires dans le premier et le troisième modèle, tandis que le second modèle (plaque flexible dans Detail 3D) a surestimé les forces d'ancrage de plus de <strong>30 %</strong>, ce qui en fait une approximation inexacte.</p>\n<p><strong>Conclusion :</strong> Pour optimiser l'interaction entre la semelle et le béton, il est recommandé d'utiliser une semelle rigide lorsque vous ne l'exportez pas depuis Connection et que vous appliquez une charge en un seul point. Cela garantit que les résultats reflètent le plus fidèlement possible la réalité.</p>\n<figure data-asset-id=\"03a4b8aa-c047-4799-87d5-0df195a891e5\" data-image-id=\"03a4b8aa-c047-4799-87d5-0df195a891e5\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/f9ea68dd-7d49-4224-8b0c-5c9a91bf4202/fig_6.png\" data-asset-id=\"03a4b8aa-c047-4799-87d5-0df195a891e5\" data-image-id=\"03a4b8aa-c047-4799-87d5-0df195a891e5\" alt=\"\"></figure>\n<h2>7. Qu'en est-il de la contrainte de contact ?</h2>\n<p>Dans Connection, il est possible d'établir un contact entre deux plaques et d'afficher la tension de contact. Cependant, l'exportation de l'ancrage de Connection vers Detail ne permet pas d'importer cette tension de contact, ce qui constitue une limitation (voir <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">Limitation connue pour Detail 3D</a>). La conséquence de l'absence d'effets causés par la tension de contact est que les forces importées ne sont pas équilibrées sur la semelle et que le calcul n'a pas pu être effectué en raison de l'énorme déformation de la plaque d'acier et de la déviation du modèle.</p>\n<p>Comment résoudre ce problème ?</p>\n<ul>\n <li>méthode 1 - ne pas utiliser le contact dans le modèle de connexion (le contact est justifiable dans un nombre limité de cas)</li>\n <li>solution 2 - modéliser l'ancrage directement dans l'application Detail avec la plaque de base rigide (voir question 6).</li>\n</ul>\n<figure data-asset-id=\"0cee9e1c-30d7-4f99-b833-cb915a8a5620\" data-image-id=\"0cee9e1c-30d7-4f99-b833-cb915a8a5620\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/cfe0c5cc-be52-456d-b534-4a407f3b417b/fig_7.png\" data-asset-id=\"0cee9e1c-30d7-4f99-b833-cb915a8a5620\" data-image-id=\"0cee9e1c-30d7-4f99-b833-cb915a8a5620\" alt=\"\"></figure>\n<h2>8.Pourquoi la tension d'attache dépasse-t-elle 99,9 % si rapidement ?</h2>\n<p>Dans de nombreux modèles, la tension d'attache dans l'ancrage dépasse rapidement <strong>99,9 %</strong> d'utilisation, même pour des niveaux de charge très faibles. Ce phénomène s'explique par le comportement observé dans le diagramme contrainte-déformation de la connexion entre l'ancrage/renforcement et le béton, comme illustré dans la figure ci-dessous.</p>\n<p>La liaison (Bond) atteint rapidement sa contrainte ultime, et toute charge supplémentaire entraîne une déformation plastique, souvent appelée <strong>glissement</strong>. Pour une compréhension plus précise, il est utile d'examiner les valeurs de <strong>Ftot / Flim</strong>.</p>\n<p>Pour en savoir plus sur la force d'adhérence ultime des ancrages adhésifs, consultez notre article <a href=\"https://www.ideastatica.com/support-center-knowledge-base?article=bond-strength-for-anchors-in-detail-3d&type=support_center_article#ultimate-limit-state-checks\">Force d'adhérence des ancrages dans Detail 3D.</a></p>\n<figure data-asset-id=\"a2e731b9-a69a-4518-b6e9-da26b921acfc\" data-image-id=\"a2e731b9-a69a-4518-b6e9-da26b921acfc\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/694b1acb-ba85-43dd-90ef-f356cf56cd1b/fig_8.png\" data-asset-id=\"a2e731b9-a69a-4518-b6e9-da26b921acfc\" data-image-id=\"a2e731b9-a69a-4518-b6e9-da26b921acfc\" alt=\"\"></figure>\n<h2>9. Comment dois-je gérer les paramètres de maillage ?</h2>\n<p>La qualité du maillage est essentielle pour les simulations 3D, en particulier pour les problèmes non linéaires, car elle influence directement le temps de calcul et la précision des résultats.</p>\n<p>Le facteur de multiplication du maillage peut varier de <strong>0,5 à 5</strong>, avec <strong>1</strong> comme valeur par défaut. Voici quelques points à considérer :</p>\n<ul>\n <li><strong>Facteur de 5</strong> : Utiliser un facteur de 5 peut accélérer les simulations et aider à identifier des erreurs potentielles, mais cela peut également entraîner des résultats imprécis, avec des erreurs pouvant dépasser <strong>30 %</strong>.</li>\n <li><strong>Facteur de 1 ou moins</strong> : Une fois le modèle vérifié, il est conseillé de revenir à un facteur de 1 ou moins pour obtenir des contraintes et des déformations précises, bien que cela augmente le temps d'analyse.</li>\n <li><strong>Maillage grossier</strong> : Un facteur plus élevé est approprié pour la conception préliminaire, permettant une évaluation rapide des concepts.</li>\n <li><strong>Maillage fin</strong> : Un facteur plus faible est recommandé pour la simulation finale, car il fournit des résultats plus précis, notamment autour des ancrages.</li>\n</ul>\n<p>En résumé, adaptez le maillage selon l'étape de votre projet pour équilibrer efficacité et précision.</p>\n<figure data-asset-id=\"bdd9c4e0-a0cd-47e3-998a-362d57009d1a\" data-image-id=\"bdd9c4e0-a0cd-47e3-998a-362d57009d1a\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/c52342a2-48e4-4c7e-8ce0-a6d60dbae041/fig_9.png\" data-asset-id=\"bdd9c4e0-a0cd-47e3-998a-362d57009d1a\" data-image-id=\"bdd9c4e0-a0cd-47e3-998a-362d57009d1a\" alt=\"\"></figure>\n<h3>Est-il possible d'importer plusieurs ancrages ?</h3>\n<p>Oui, il est tout à fait possible d'importer plusieurs ancrages. Que se passe-t-il après l'exportation de ces ancrages multiples de la connexion vers Detail ?</p>\n<p>Lors de l'importation, plusieurs blocs de béton sont créés dans Detail, en fonction du nombre d'embases présentes dans la connexion, chaque embase ayant son propre élément en béton. Cependant, il existe une limitation importante : les blocs de béton multiples ne sont pas pris en charge dans Detail (voir <strong>Limitation connue pour Detail 3D</strong>).</p>\n<p>Pour contourner cette limitation, l'utilisateur doit supprimer tous les blocs sauf un et relier toutes les autres semelles à ce bloc unique. Cela permet d'obtenir une distribution correcte des forces d'ancrage et de soudure.</p>\n<figure data-asset-id=\"67bdf601-8d7f-4e71-aaf5-161af569fa02\" data-image-id=\"67bdf601-8d7f-4e71-aaf5-161af569fa02\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/00939d59-945e-4675-8580-7b5672439d54/fig_10.png\" data-asset-id=\"67bdf601-8d7f-4e71-aaf5-161af569fa02\" data-image-id=\"67bdf601-8d7f-4e71-aaf5-161af569fa02\" alt=\"\"></figure>\n<h3>Conclusion</h3>\n<p>Le <strong>CSFM 3D</strong> dans <strong>IDEA StatiCa Detail</strong> est un outil puissant pour modéliser le comportement non linéaire du béton et de l'armature, en conformité avec l'Eurocode et l'ACI. Il traite efficacement les interactions de liaison, les zones de traction et de compression, ainsi que les dispositions des armatures, fournissant des solutions robustes pour l'ancrage et le transfert de charge.</p>\n<p>Les critères intégrés garantissent que les calculs s'arrêtent lorsque les limites de déformation critiques sont atteintes, et une bonne présentation des armatures est essentielle pour obtenir des résultats réalistes. 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"value": "<h2>Introduction</h2>\n<p>L'effet de confinement dans les structures en béton désigne le phénomène par lequel la résistance et la ductilité du béton sont significativement améliorées sous l'effet d'une pression latérale (active) ou d'un confinement assuré par des matériaux environnants (passif), tels que le ferraillage en acier ou des chemises externes. Cet effet est particulièrement important pour améliorer le comportement du béton en compression, notamment sous des charges élevées. </p>\n<p>Voici les aspects clés de l'effet de confinement dans les structures en béton :</p>\n<ol>\n <li><strong>Résistance accrue</strong> : Le confinement augmente la résistance en compression du béton. Lorsqu'une pression latérale est appliquée, elle limite l'expansion latérale du béton, lui permettant de supporter des charges axiales plus élevées avant la rupture.</li>\n <li><strong>Ductilité améliorée</strong> : Le béton confiné présente une ductilité plus grande, ce qui signifie qu'il peut subir des déformations plus importantes avant la rupture. </li>\n <li><strong>Comportement sous charge</strong> : Le confinement modifie le mode de rupture du béton, passant d'une rupture fragile et soudaine à une rupture plus ductile et progressive. Ce changement de mode de rupture est bénéfique pour la sécurité et l'intégrité des structures soumises à des conditions de chargement extrêmes.</li>\n <li><strong>Considérations de conception</strong> : La conception des éléments en béton confiné implique le calcul de la quantité et de la disposition du ferraillage de confinement pour atteindre la résistance et la ductilité souhaitées. Les normes et codes, tels que les directives EN (Eurocode), fournissent des formules et des recommandations pour la conception des éléments en béton confiné.</li>\n <li><strong>Applications</strong> : Le confinement actif est pris en compte lors de la conception, par exemple, des zones partiellement chargées, des rotules en béton, etc.</li>\n</ol>\n<p>Dans la figure suivante, vous pouvez observer comment le diagramme contrainte-déformation et la capacité portante peuvent différer pour un béton non confiné et un béton confiné.</p>\n<figure data-asset-id=\"267e3d53-b814-4a9e-8ece-f1295cb99094\" data-image-id=\"267e3d53-b814-4a9e-8ece-f1295cb99094\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/4c82248d-2921-4a12-8752-4ed3b69cb201/32.png\" data-asset-id=\"267e3d53-b814-4a9e-8ece-f1295cb99094\" data-image-id=\"267e3d53-b814-4a9e-8ece-f1295cb99094\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1\\qquad Confinement effect and influence on the bearing capacity of structures}}}\\]</em></p>\n<p>Avant d'aborder l'exemple lui-même, rappelons comment le matériau béton est défini dans l'application.</p>\n<h2>Définition du matériau béton dans IDEA StatiCa Detail</h2>\n<p>Le CSFM 3D définit le comportement du béton sur la base de la <strong>théorie de plasticité de Mohr-Coulomb</strong> pour un chargement monotone.</p>\n<p>En général, pour un angle de frottement interne du béton donné, qui est d'environ <em>φ = 30°</em>, les cercles de Mohr des résistances en traction et en compression du béton peuvent être construits comme à la Figure 2.</p>\n<figure data-asset-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\" data-image-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/7ca2aece-2d9e-4ac9-a3e2-fb9938b610e0/Mohrs%20circles%20for%20real%20concrete.png\" data-asset-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\" data-image-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 2\\qquad Mohr's circles for concrete}}}\\]</em></p>\n<p>Où <em>f</em><em><sub>c</sub></em> est la résistance du béton en compression, <em>f</em><em><sub>ct</sub></em> est la résistance du béton en traction, <em>φ</em> est l'angle de frottement interne, et σ<em><sub>c</sub></em><sub>1</sub><em>, </em>σ<em><sub>c</sub></em><sub>3</sub> sont les contraintes principales du béton sous compression triaxiale.</p>\n<p>On peut remarquer que lorsque la contrainte principale σ<em><sub>c</sub></em><sub>3</sub> augmente, la différence maximale possible entre les valeurs de σ<em><sub>c</sub></em><sub>3</sub> et σ<em><sub>c</sub></em><sub>1</sub>, que nous définissons comme σ<em><sub>c,eq</sub></em> maximal (voir ci-dessous), augmente également.</p>\n<p>Dans le CSFM 3D tel qu'implémenté dans IDEA StatiCa Detail, l'angle de frottement interne est considéré comme <em>φ = 0°, </em>comme illustré à la Figure 3.</p>\n<figure data-asset-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\" data-image-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/a356c004-fcd0-4557-9209-da5d8264edae/Mohrs%20circles%20for%20concrete%20in%20Detail.png\" data-asset-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\" data-image-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 3\\qquad Mohr's circles for concrete implemented in IDEA StatiCa Detail}}}\\]</em></p>\n<p>La conséquence pratique de cette implémentation est que la différence maximale entre σ<em><sub>c</sub></em><sub>3</sub> et σ<em><sub>c</sub></em><sub>1</sub> est constante lorsque σ<em><sub>c</sub></em><sub>3</sub> augmente. </p>\n<p><strong>La contrainte principale équivalente exprime la contrainte uniaxiale équivalente « endommageante » pour un état de contrainte triaxiale général.</strong></p>\n<p>\\[\\sigma_{c,eq} = \\sigma_{c3} - \\sigma_{c1}\\]</p>\n<p>La valeur σ<em><sub>c,eq</sub></em> peut donc être directement comparée aux limites de résistance uniaxiale selon les codes.</p>\n<p>En comparant la Figure 2, où l'angle de frottement interne réel est utilisé, et la Figure 3, qui montre l'implémentation de la théorie de Mohr-Coulomb avec un angle de frottement interne nul, on peut constater que l'approche choisie pour les calculs dans l'application Detail est très conservative pour l'évaluation de l'état de contrainte triaxiale. Notons que le modèle avec un angle de frottement nul ressemble au modèle de Tresca, avec une coupure en traction.</p>\n<p>En savoir plus dans <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><strong>Conception structurelle des discontinuités 3D en béton dans IDEA StatiCa Detail</strong></a></p>\n<h2>Essai triaxial – exemple de confinement actif</h2>\n<p>Dans l'exemple, nous allons simuler un essai triaxial pour expliquer comment l'effet de pression triaxiale est implémenté dans le CSFM 3D dans IDEA StatiCa Detail. Il s'agira donc d'un exemple de <strong>confinement actif</strong>. Tous les calculs seront effectués en valeurs caractéristiques.</p>\n<p>Le modèle est de type bloc solide avec des dimensions en plan de 1,0 x 1,0 m et une hauteur de 3,0 m en béton C30/37, supporté par un appui de surface rigide dans la direction Z. Uniquement pour assurer la stabilité du modèle d'analyse, les directions X et Y sont également incluses dans l'appui de surface avec une valeur de rigidité négligeable. La charge est appliquée en deux étapes. Dans la première étape, une pression hydrostatique (σ<em><sub>c,</sub></em><sub>1</sub> = σ<em><sub>c,</sub></em><sub>2</sub> = σ<em><sub>c,</sub></em><sub>3</sub>) de 20 MPa est appliquée au modèle. Cette valeur élevée, par rapport à la résistance du béton, a été choisie principalement pour démontrer la stabilité du modèle de calcul.</p>\n<figure data-asset-id=\"0745573b-ce79-4aca-84fe-1d43cf4802c3\" data-image-id=\"0745573b-ce79-4aca-84fe-1d43cf4802c3\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/c7494607-2b43-4caa-a8e1-0f4288da7e11/Tri-axial%20test.png\" data-asset-id=\"0745573b-ce79-4aca-84fe-1d43cf4802c3\" data-image-id=\"0745573b-ce79-4aca-84fe-1d43cf4802c3\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 4\\qquad Triaxial test setup - model, load, and boundary conditions}}}\\]</em></p>\n<p>Après le calcul du modèle, nous obtenons la valeur σ<em><sub>c,eq</sub></em> = 0 MPa dans l'ensemble du modèle. Cela correspond à la définition précédente de l'implémentation de la théorie de plasticité de Mohr-Coulomb dans Detail.</p>\n<figure data-asset-id=\"bcefe73a-3380-47e4-8de0-53a0ad3fbe85\" data-image-id=\"bcefe73a-3380-47e4-8de0-53a0ad3fbe85\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/eb50b0f7-cced-42a8-ae95-53f49b768cdb/Eq%20stress%20step%201.png\" data-asset-id=\"bcefe73a-3380-47e4-8de0-53a0ad3fbe85\" data-image-id=\"bcefe73a-3380-47e4-8de0-53a0ad3fbe85\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 5\\qquad Equivalent Principal Stress - first calculation step}}}\\]</em></p>\n<p>Dans la deuxième étape, une charge de surface de 50 MPa est appliquée à la surface supérieure du modèle. Notons que cette charge est supérieure à la résistance en compression axiale considérée du béton de 30 MPa. L'objectif de l'essai est de démontrer qu'aucune charge supérieure à la résistance en compression du béton ne sera appliquée lors de cette étape. Le calcul devrait donc s'arrêter de sorte que la charge appliquée soit égale à la valeur résultante de σ<em><sub>c,eq</sub></em>.</p>\n<p>Examinons maintenant les résultats. Comme prévu, le calcul a été arrêté car les critères de déformation plastique dans le béton, qui sont de 5 %, ont été dépassés.</p>\n<figure data-asset-id=\"64847678-e025-4afd-b504-f78296ce7881\" data-image-id=\"64847678-e025-4afd-b504-f78296ce7881\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/0aeb3a83-a813-4b7e-ab8a-2c5be92749fe/Stop%20criterion%20after%202.%20step.png\" data-asset-id=\"64847678-e025-4afd-b504-f78296ce7881\" data-image-id=\"64847678-e025-4afd-b504-f78296ce7881\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 7\\qquad Calculation result after the second step}}}\\]</em></p>\n<p>En parcourant les résultats, nous constatons qu'ils correspondent aux hypothèses définies ci-dessus. Cela montre que le modèle de béton dans Detail fonctionne correctement en termes de confinement actif.</p>\n<figure data-asset-id=\"7e5e0cbf-2c7d-456c-a7e3-5b0eae9eae90\" data-image-id=\"7e5e0cbf-2c7d-456c-a7e3-5b0eae9eae90\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/399058ba-db6c-445e-8468-98eb0a4d4607/Load%20stress%20step%202.png\" data-asset-id=\"7e5e0cbf-2c7d-456c-a7e3-5b0eae9eae90\" data-image-id=\"7e5e0cbf-2c7d-456c-a7e3-5b0eae9eae90\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 7\\qquad a) Applied load in step 2; b) Equivalent principal stress; c) Principal stresses σc,3 a σc,1}}}\\]</em></p>\n<p>Les pics de contrainte observables aux surfaces supérieure et inférieure sont causés par la manière d'appliquer la charge de surface et l'appui de surface aux arêtes du maillage composé d'éléments tétraédriques avec rotations nodales. Ainsi que par le fait que les valeurs nodales maximales des éléments finis adjacents sont toujours affichées dans l'application Detail. Cependant, le sujet de cet article n'est pas la spécification de cette méthode, nous n'approfondirons donc pas ce point.</p>\n<h4>Vérification ABAQUS</h4>\n<p>Dans l'étape suivante, nous allons examiner une comparaison avec des modèles créés dans ABAQUS, où la théorie de plasticité de Mohr-Coulomb est également utilisée pour définir le béton. Nous comparerons les résultats de Detail avec un modèle de béton réel avec un angle de frottement interne de 30°. Nous démontrons ainsi le caractère conservatif de l'approche dans le CSFM 3D.</p>\n<figure data-asset-id=\"6a5d81a7-da32-45e1-bee7-3b2769615a5d\" data-image-id=\"6a5d81a7-da32-45e1-bee7-3b2769615a5d\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/d8d6859d-2d6f-4ac9-ab6c-1d1aa11c4d42/Tri-axial%20ABAQUS.png\" data-asset-id=\"6a5d81a7-da32-45e1-bee7-3b2769615a5d\" data-image-id=\"6a5d81a7-da32-45e1-bee7-3b2769615a5d\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 7\\qquad ABAQUS model: a) Concrete mesh 2; b) Load definition; c) Principal stresses σc,3}}}\\]</em></p>\n<p>Dans ABAQUS, nous avons créé un modèle similaire au modèle dans Detail. Les définitions du matériau, des conditions aux limites et des charges sont identiques. En revanche, le maillage du béton est simplifié. Les résultats pour deux calculs, l'un utilisant <em>φ = 0° ; c = 15 MPa et le second φ = 30° ; c = 8,65 MPa</em>, sont présentés dans le graphique ci-dessous ainsi que la comparaison avec d'autres angles de frottement interne <em>φ = </em>10°, 20°, 40°.</p>\n<figure data-asset-id=\"3431843e-a5eb-41d4-aa9f-b0b57492f2a6\" data-image-id=\"3431843e-a5eb-41d4-aa9f-b0b57492f2a6\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/d7b7d8b7-4c82-42de-bcb4-f3c0c8b93f48/Tri-axial%20ABAQUS%20comparison.png\" data-asset-id=\"3431843e-a5eb-41d4-aa9f-b0b57492f2a6\" data-image-id=\"3431843e-a5eb-41d4-aa9f-b0b57492f2a6\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 7\\qquad Comparison of 3D CSFM, an ABAQUS model with various angles of internal friction }}}\\]</em></p>\n<p>Le graphique montre la concordance entre les modèles CSFM 3D et ABAQUS pour <em>φ = 0°</em>. Il est également clairement illustré que les simplifications dans la définition du matériau béton dans le CSFM 3D (la branche plastique horizontale du diagramme contrainte-déformation et l'enveloppe linéaire horizontale de Mohr-Coulomb), qui conduisent à la fois à une meilleure clarté et, plus important encore, à un calcul plus rapide, conduisent également, du moins en termes de contrainte triaxiale, à des résultats conservatifs. </p>\n<p>En dernier lieu, il convient de mentionner que si nous considérons une contrainte hydrostatique supérieure à 20 MPa, la différence entre les modèles <em>φ = 0°</em> et les autres angles serait encore plus grande.</p>\n<h2>Conclusion</h2>\n<p>Il a été montré et expliqué que le calcul dans le CSFM 3D est cohérent avec les hypothèses rapportées dans les <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Bases théoriques</a>. Cela a été vérifié par comparaison avec des modèles ABAQUS et le caractère conservatif de l'approche CSFM 3D vis-à-vis du phénomène de contrainte triaxiale a été démontré.</p>"
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"value": "<h2>Introduction</h2>\n<p>L'effet de confinement passif dans les structures en béton désigne le phénomène par lequel la résistance et la ductilité du béton sont significativement améliorées grâce au confinement assuré par les matériaux environnants, tels que le ferraillage en acier ou les chemises extérieures. Cet effet est particulièrement important pour améliorer le comportement du béton en compression, notamment sous des charges élevées.</p>\n<p>Voici les aspects clés de l'effet de confinement dans les structures en béton :</p>\n<ol>\n <li><strong>Résistance accrue</strong> : Le confinement augmente la résistance en compression du béton. Lorsqu'une pression latérale est appliquée, elle limite l'expansion latérale du béton, lui permettant de supporter des charges axiales plus élevées avant la rupture.</li>\n <li><strong>Ductilité améliorée</strong> : Le béton confiné présente une plus grande ductilité, ce qui signifie qu'il peut subir des déformations plus importantes avant la rupture. </li>\n <li><strong>Mécanismes de confinement passif</strong> :\n <ul>\n <li><strong>Confinement interne</strong> : Obtenu par un ferraillage transversal tel que des cadres, des étriers ou des spirales dans le béton armé. Ces ferraillages empêchent le béton de se fissurer et de se déformer vers l'extérieur.</li>\n <li><strong>Confinement externe</strong> : Implique l'utilisation de matériaux extérieurs tels que des enveloppements en polymère renforcé de fibres (PRF), des chemises en acier ou des chemises en béton appliquées autour de l'élément structurel. Cette méthode est souvent utilisée pour le renforcement et la réhabilitation des structures existantes.</li>\n </ul>\n </li>\n <li><strong>Comportement sous charge</strong> : Le confinement modifie le mode de rupture du béton, passant d'une rupture fragile et soudaine à une rupture plus ductile et progressive. Ce changement de mode de rupture est bénéfique pour la sécurité et l'intégrité des structures soumises à des conditions de chargement extrêmes.</li>\n <li><strong>Considérations de conception</strong> : La conception des éléments en béton confiné implique le calcul de la quantité et de la disposition du ferraillage de confinement pour atteindre la résistance et la ductilité souhaitées. Les normes et codes, tels que les directives EN (Eurocode), fournissent des formules et des recommandations pour la conception des éléments en béton confiné.</li>\n <li><strong>Applications</strong> : Le confinement est largement utilisé dans la conception des poteaux, des piles de ponts et d'autres éléments structurels critiques. Il est également utilisé pour le renforcement et la réhabilitation des structures existantes afin d'améliorer leur capacité portante.</li>\n</ol>\n<p>Dans la figure suivante, vous pouvez observer comment le diagramme contrainte-déformation et la capacité portante peuvent différer pour le béton non confiné et le béton confiné.</p>\n<figure data-asset-id=\"1758cca9-168a-4db0-98c7-75c52d5e06fd\" data-image-id=\"1758cca9-168a-4db0-98c7-75c52d5e06fd\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/ff38065e-58f4-4de6-ae36-7f859e63e19f/Passive%20confinment%20model.png\" data-asset-id=\"1758cca9-168a-4db0-98c7-75c52d5e06fd\" data-image-id=\"1758cca9-168a-4db0-98c7-75c52d5e06fd\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 1\\qquad Stress-strain model proposed for monotonic loading of confined and unconfined concrete [2]}}}\\]</em></p>\n<h2>Poteaux soumis à des charges de compression élevées – exemple de confinement passif</h2>\n<p>Dans cet exemple, nous comparons plusieurs poteaux de formes différentes soumis à des charges de compression élevées, avec différentes topologies et taux de ferraillage, calculés dans IDEA StatiCa Detail et calculés par différentes approches analytiques de Morger et al. [1], qui sont données dans plusieurs normes actuelles – <em>fib</em> Model Code for Concrete Structures 2010 (MC 2010) [3], SIA 262:2013 Concrete Structures (SIA 262) [4], et Eurocode 2 - Design of concrete structures EN 1992-1-1:2023 (EC 2) [5].</p>\n<p>Avant d'aborder la vérification elle-même, rappelons les bases théoriques du CSFM 3D implémenté dans l'application IDEA StatiCa Detail – <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><strong>Conception structurelle des discontinuités 3D en béton dans IDEA StatiCa Detail</strong></a></p>\n<h3>Méthodes analytiques</h3>\n<p>L'ensemble de la vérification est basé sur les approches analytiques déjà mentionnées dans [1]. Dans ce texte, nous ne donnerons qu'une description de base des méthodes analytiques de calcul, y compris les formules pertinentes. Pour une meilleure compréhension, nous recommandons d'étudier l'article [1] plus en détail.</p>\n<p>La résistance portante d'un élément en béton armé soumis à la compression peut être obtenue en additionnant les trois composantes individuelles avec leurs aires de section transversale associées : (i) la résistance en compression uniaxiale du béton de l'ensemble de la section transversale en béton, (ii) la résistance en compression du ferraillage longitudinal, et (iii) l'augmentation de la résistance en compression du béton due à un état de contrainte triaxial fourni par le ferraillage de confinement :</p>\n<p>\\[N_{R}=\\underset{(i)}{\\underbrace{f_{c}\\cdot A_{c}}}+\\underset{(ii)}{\\underbrace{(f_{sy.l}-f_{c})\\cdot A_{s.l}}}+\\underset{(iii)}{\\underbrace{\\Delta f_{conf}\\cdot A_{conf}}}\\]</p>\n<p>où <em>f</em><em><sub>c</sub></em> = résistance en compression uniaxiale du béton, <em>A</em><em><sub>c</sub></em> = aire de la section transversale en béton, <em>f</em><em><sub>sy,l</sub></em> et <em>A</em><em><sub>s,l</sub></em> = limite d'élasticité et aire totale de la section transversale du ferraillage longitudinal, <em>Δf</em><em><sub>conf</sub></em> = augmentation de la résistance en compression du béton due au confinement, et <em>A</em><em><sub>conf</sub></em> = aire de béton confiné déterminante.</p>\n<p>Dans cet article, le système de coordonnées d'un élément en béton armé soumis à la compression est choisi de telle sorte que la direction de chargement coïncide avec l'axe x, qui est désigné comme la direction longitudinale. Les directions y et z sont donc désignées comme les directions latérales.</p>\n<figure data-asset-id=\"91ad8e59-e06c-411f-8fe8-811fbb184a38\" data-image-id=\"91ad8e59-e06c-411f-8fe8-811fbb184a38\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/6623bde0-2bef-429d-bdc7-8619c947b2a0/most%20important%20geometrical%20parameters.png\" data-asset-id=\"91ad8e59-e06c-411f-8fe8-811fbb184a38\" data-image-id=\"91ad8e59-e06c-411f-8fe8-811fbb184a38\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 2\\qquad Definition of most important geometrical parameters [1]}}}\\]</em></p>\n<p>L'augmentation de la résistance en compression du béton <em>Δf</em><em><sub>conf</sub></em> due au confinement est approximativement quatre fois la contrainte de compression latérale [6].</p>\n<p>\\[\\Delta f_{conf}=4\\cdot min(\\sigma_{confy},\\sigma_{confz})\\]</p>\n<p>En supposant la plastification du ferraillage de confinement et une dispersion complète des forces de confinement, les contraintes de confinement satisfont l'équilibre suivant :</p>\n<p>\\[\\sigma_{confy}=\\frac{\\sum A_{s.confy}\\cdot f_{sy.conf}}{s_{x}\\cdot b_{csz}};\\sigma_{confz}=\\frac{\\sum A_{s.confz}\\cdot f_{sy.conf}}{s_{x}\\cdot b_{csy}}\\]</p>\n<p>Où <em>f</em><em><sub>sy.conf</sub></em> est la limite d'élasticité du ferraillage de confinement.</p>\n<p>Les sous-sections suivantes présentent les différentes approches existantes pour déterminer l'aire de béton confiné déterminante <em>A</em><em><sub>conf</sub></em> (et le facteur d'efficacité k correspondant) selon les directives de conception actuelles (EC 2, SIA 262 et MC 2010) et selon une nouvelle approche de modèle pour le confinement passif présentée dans [1].</p>\n<h4>Approches de conception selon les directives de conception</h4>\n<p><strong>EC2 </strong>détermine l'aire de béton confiné déterminante <em>A</em><em><sub>conf,EC2</sub></em> sur la base de l'effet d'arc entre les points d'introduction de charge discrètement distribués du ferraillage de confinement.</p>\n<p>\\[A_{conf.EC2}=\\underset{A}{\\underbrace{\\left( b_{csy}\\cdot b_{csz}-\\frac{\\sum s^{2}_{i}}{6}\\right)}}\\cdot \\underset{B}{\\underbrace{\\left( \\frac{(b_{csy}\\cdot s_{x}/2)\\cdot(b_{csz}-s_{x}/2)}{b_{csy}\\cdot b_{csz}}\\right)}}\\]</p>\n<p>\\[= \\left( b_{csy}\\cdot b_{csz}-\\frac{\\sum s^{2}_{i}}{6}\\right) \\cdot \\left(1-\\frac{s_{x}}{2\\cdot b_{csy}} \\right) \\cdot \\left(1-\\frac{s_{x}}{2\\cdot b_{csz}} \\right)\\]</p>\n<p>Cette équation, applicable aux sections transversales rectangulaires, est basée sur les travaux de Mander [2]. Pour plus d'informations et une compréhension des parties A et B, se référer à [1].</p>\n<figure data-asset-id=\"f135df00-0be5-4566-bf2f-4f98374d4b15\" data-image-id=\"f135df00-0be5-4566-bf2f-4f98374d4b15\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/38782f2d-a9f4-4eb7-a10b-16a298b9d0bc/Confined%20concrete%20area%20according%20to%20EC2.png\" data-asset-id=\"f135df00-0be5-4566-bf2f-4f98374d4b15\" data-image-id=\"f135df00-0be5-4566-bf2f-4f98374d4b15\" alt=\"\"></figure>\n<p><em>\\( \\textsf{\\textit{\\footnotesize{Fig. 3\\qquad Definition of confined concrete area according to EC 2: (a) confined concrete area at the section of a confining }}}\\) \\( \\textsf{\\textit{\\footnotesize{reinforcement layer (e.g., x = sx/2), (b) and (c) longitudinal dispersion of confining forces, (d) governing confined concrete }}}\\) \\( \\textsf{\\textit{\\footnotesize{area at the center between two confining reinforcement layers (e.g., x=0, dotted lines indicating section from (a) as reference).}}}\\)</em></p>\n<p>Il convient de mentionner que dans l'EC2, le facteur d'efficacité du ferraillage de confinement <em>k</em> est utilisé pour exprimer la résistance portante. Le facteur <em>k</em> est le rapport entre l'aire de béton confiné déterminante <em>A</em><em><sub>conf</sub></em> et l'aire de la section transversale Ac.</p>\n<p>\\[k=\\frac{A_{conf}}{A_{c}}\\]</p>\n<p>En utilisant ce facteur, la résistance portante <em>N</em><em><sub>R</sub></em> peut être réécrite comme suit :</p>\n<p>\\[N_{R}=\\left( f_{c}+k\\cdot \\Delta f_{conf}\\right)\\cdot A_{c}+(f_{sy.l}-f_{c})\\cdot A_{s.l}\\]</p>\n<p>Le facteur d'efficacité est alors défini comme :</p>\n<p>\\[k=\\left(\\frac{b_{csy}\\cdot b_{csz}-\\frac{1}{6} \\sum b_{i}^{2}}{b_{cy}\\cdot b_{cz}}\\right)\\cdot \\left(1-\\frac{s_{x}}{2\\cdot b_{csy}} \\right)\\cdot \\left(1-\\frac{s_{x}}{2\\cdot b_{csz}} \\right)\\]</p>\n<p>Pour les besoins de cet article, cependant, nous nous en tiendrons à l'expression de la résistance portante <em>N</em><em><sub>R</sub></em> du début du chapitre plutôt qu'à l'utilisation de l'aire de béton confiné déterminante <em>A</em><em><sub>conf</sub></em>.</p>\n<p><br></p>\n<p><strong>SIA 262</strong> définit l'aire de béton confiné déterminante <em>A</em><em><sub>conf,SIA262</sub></em> sur la base du champ de contraintes illustré à la Figure 4, proposé par Sigrist [7].</p>\n<p>\\[A_{conf.SIA262}=(b_{csy}-s_{x})\\cdot (b_{csz}-s_{x})\\]</p>\n<figure data-asset-id=\"a4484eb3-42a1-447a-8e18-eaf6ff15d0d3\" data-image-id=\"a4484eb3-42a1-447a-8e18-eaf6ff15d0d3\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/347a80eb-2fa9-45fb-905b-0467fd46546f/Confined%20concrete%20area%20according%20to%20SIA%20262.png\" data-asset-id=\"a4484eb3-42a1-447a-8e18-eaf6ff15d0d3\" data-image-id=\"a4484eb3-42a1-447a-8e18-eaf6ff15d0d3\" alt=\"\"></figure>\n<p><em>\\( \\textsf{\\textit{\\footnotesize{Fig. 4\\qquad Definition of the confined concrete area according to SIA 262: (a) stress field and (b) lateral section at the level }}}\\) \\( \\textsf{\\textit{\\footnotesize{of the confining reinforcement (e.g., x = sx/2). }}}\\)</em></p>\n<p><br></p>\n<p><strong>MC 2010</strong> définit l'aire de béton confiné déterminante comme une combinaison des deux modèles formant la base des formulations EC 2 et SIA 262 :</p>\n<p>\\[A_{conf.MC2010}=\\left( b_{csy}\\cdot b_{csz}-\\frac{\\sum s^{2}_{i}}{6}\\right)\\cdot \\left( \\frac{(b_{csy}\\cdot s_{x})\\cdot(b_{csz}-s_{x})}{b_{csy}\\cdot b_{csz}}\\right)\\]</p>\n<p>\\[= \\left( b_{csy}\\cdot b_{csz}-\\frac{\\sum s^{2}_{i}}{6}\\right) \\cdot \\left(1-\\frac{s_{x}}{b_{csy}} \\right) \\cdot \\left(1-\\frac{s_{x}}{b_{csz}} \\right)\\]</p>\n<p><br></p>\n<p><strong>La nouvelle approche de modèle pour le confinement passif</strong> introduite dans [1] définit l'aire de béton confiné simplifiée <em>A</em><em><sub>conf,simp</sub></em> en fonction de la géométrie et de l'espacement du ferraillage de confinement.</p>\n<p>\\[A_{conf.simp}=\\left(b_{csy}-\\frac{\\sqrt{s_{x}^{2}+s_{z}^{2}}}{2}\\right)\\cdot \\left(b_{csz}-\\frac{\\sqrt{s_{x}^{2}+s_{y}^{2}}}{2}\\right)\\]</p>\n<h3>Modèles IDEA StatiCa Detail</h3>\n<p>Les modèles sont de type bloc solide avec diverses dimensions en plan <em>b</em><em><sub>cy</sub></em> x <em>b</em><em><sub>cz</sub></em>, hauteur <em>h</em><em><sub>x</sub></em>, et espacement des étriers <em>s</em><em><sub>x</sub></em>, réalisés en béton C30/37, appuyés par un appui de surface rigide dans les directions X, Y, Z à la surface inférieure. Pour assurer la stabilité de l'enrobage supérieur du béton dans le modèle, la surface supérieure est également appuyée dans les directions horizontales par un appui rigide. L'enrobage <em>c</em> est de 30 mm pour tous les modèles. Il y a toujours quatre armatures longitudinales de diamètre <em>Φ</em><em><sub>s,l</sub></em><em> = 10 mm</em>. Les étriers, le ferraillage de confinement et les barres longitudinales sont modélisés en acier B500B. Tous les calculs sont en valeurs caractéristiques.</p>\n<figure data-asset-id=\"a4a34e14-4c79-4e2f-bb7a-3bca03837987\" data-image-id=\"a4a34e14-4c79-4e2f-bb7a-3bca03837987\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/6056a8a4-94ea-43e1-974d-f85cd120b862/Passive%20confinement%20models.png\" data-asset-id=\"a4a34e14-4c79-4e2f-bb7a-3bca03837987\" data-image-id=\"a4a34e14-4c79-4e2f-bb7a-3bca03837987\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 5\\qquad IDEA StatiCa Detail models a) 0.75 x 1.5 x 4.0; b) 1.0 x 1.0 x 4.0; c) 0.75 x 2.5 x 5.0; d) 2.0 x 2.0 x 6.0}}}\\]</em></p>\n<p>Une charge supérieure à la capacité portante attendue est toujours appliquée. Le programme recherche ensuite la charge maximale applicable de sorte qu'aucun des critères définis ne soit dépassé. Dans ce cas, il s'agit toujours du critère de déformation limite du ferraillage d'étriers, qui est au maximum de 5 %, mais en raison du raidissement en traction implémenté, la valeur limite est généralement inférieure. Pour plus de détails, voir <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Bases théoriques</a>. </p>\n<p>Dans la figure suivante, on peut voir que le calcul du modèle 0,75 x 1,5 x 4,0 a été arrêté et qu'un multiple de la charge appliquée a été trouvé comme charge maximale que l'élément peut résister.</p>\n<figure data-asset-id=\"b17363b9-988c-4c1d-adeb-334b40074b8c\" data-image-id=\"b17363b9-988c-4c1d-adeb-334b40074b8c\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/358337a5-e90c-487d-b844-b595f16be1f0/Passive%20confinement%20limit%20strain.png\" data-asset-id=\"b17363b9-988c-4c1d-adeb-334b40074b8c\" data-image-id=\"b17363b9-988c-4c1d-adeb-334b40074b8c\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Fig. 6\\qquad IDEA StatiCa Detail – limit strain in reinforcement}}}\\]</em></p>\n<h3>Comparaison des modèles individuels</h3>\n<p>Dans les tableaux et graphiques suivants, nous présentons une comparaison de tous les modèles créés dans l'application IDEA StatiCa Detail et des approches analytiques, incluant tous les résultats intermédiaires pour un modèle rectangulaire et un modèle carré. Cependant, des variables auxiliaires doivent d'abord être définies.</p>\n<p><em>Φ</em><em><sub>s,l</sub></em> et <em>Φ</em><em><sub>s,conf</sub></em> sont les diamètres du ferraillage longitudinal et du ferraillage de confinement, <em>n</em><em><sub>y</sub></em> et <em>n</em><em><sub>z</sub></em> sont les nombres d'espaces <em>s</em><em><sub>y</sub></em> et <em>s</em><em><sub>z</sub></em> (ce qui signifie que le nombre de branches d'étriers est <em>n+1</em>), <em>N</em><em><sub>R,uncf</sub></em> et <em>N</em><em><sub>R,conf</sub></em> sont définis comme suit :</p>\n<p>\\[N_{R,uncf}=f_{c}\\cdot A_{c}+(f_{sy.l}-f_{c})\\cdot A_{s.l}; N_{R,conf}=\\Delta f_{conf}\\cdot A_{conf}\\]</p>\n<h4>Modèle rectangulaire a) 0,75 x 1,5 x 4,0</h4>\n<figure data-asset-id=\"ce160464-4bac-46e8-a9d2-e675977689f4\" data-image-id=\"ce160464-4bac-46e8-a9d2-e675977689f4\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/03c627fb-abc9-460a-8076-320591572b40/0.75_1.5_4%20-%20intermidi.png\" data-asset-id=\"ce160464-4bac-46e8-a9d2-e675977689f4\" data-image-id=\"ce160464-4bac-46e8-a9d2-e675977689f4\" alt=\"\"></figure>\n<figure data-asset-id=\"c61d0a6b-cc7b-4175-b4e1-4d46fe902907\" data-image-id=\"c61d0a6b-cc7b-4175-b4e1-4d46fe902907\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/abdce0f1-fc7d-4ee0-8e9e-ff7e68387e74/0.75_1.5_4%20-%20capacity.png\" data-asset-id=\"c61d0a6b-cc7b-4175-b4e1-4d46fe902907\" data-image-id=\"c61d0a6b-cc7b-4175-b4e1-4d46fe902907\" alt=\"\"></figure>\n<figure data-asset-id=\"4c4703b5-ace8-4e07-a9b4-879844b1d63c\" data-image-id=\"4c4703b5-ace8-4e07-a9b4-879844b1d63c\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/5975a9e8-2bfb-4d3d-82af-b7e0195c1cfc/0.75_1.5_4%20-%20ratios.png\" data-asset-id=\"4c4703b5-ace8-4e07-a9b4-879844b1d63c\" data-image-id=\"4c4703b5-ace8-4e07-a9b4-879844b1d63c\" alt=\"\"></figure>\n<figure data-asset-id=\"6443c137-40de-4dea-b2e4-9223682ee184\" data-image-id=\"6443c137-40de-4dea-b2e4-9223682ee184\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/e0d6eed8-4316-4d91-a606-60b0d0a404f1/0.75_1.5_4%20-%20lbc.png\" data-asset-id=\"6443c137-40de-4dea-b2e4-9223682ee184\" data-image-id=\"6443c137-40de-4dea-b2e4-9223682ee184\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"ab98e833_66d1_0163_689f_86ac3e1ca7b0\"></object>\n<h4>Modèle carré b) 1,0 x 1,0 x 4,0</h4>\n<figure data-asset-id=\"dd3afef2-c364-4e17-bfb8-fe1e5a289f8f\" data-image-id=\"dd3afef2-c364-4e17-bfb8-fe1e5a289f8f\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/9043e607-1941-47ac-9832-5d5306eda1f0/1_1_4%20-%20intermidi.png\" data-asset-id=\"dd3afef2-c364-4e17-bfb8-fe1e5a289f8f\" data-image-id=\"dd3afef2-c364-4e17-bfb8-fe1e5a289f8f\" alt=\"\"></figure>\n<figure data-asset-id=\"63a0291a-cf92-4539-a6e5-677d1a92c0d9\" data-image-id=\"63a0291a-cf92-4539-a6e5-677d1a92c0d9\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/4d08268c-6815-4628-84dc-361c064a4978/1_1_4%20-%20capacity.png\" data-asset-id=\"63a0291a-cf92-4539-a6e5-677d1a92c0d9\" data-image-id=\"63a0291a-cf92-4539-a6e5-677d1a92c0d9\" alt=\"\"></figure>\n<figure data-asset-id=\"cdd67cfb-6c53-42bf-b850-273dd1b214e3\" data-image-id=\"cdd67cfb-6c53-42bf-b850-273dd1b214e3\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/f6dee50d-146e-4694-8aaa-1538379b1645/1_1_4%20-%20ratios.png\" data-asset-id=\"cdd67cfb-6c53-42bf-b850-273dd1b214e3\" data-image-id=\"cdd67cfb-6c53-42bf-b850-273dd1b214e3\" alt=\"\"></figure>\n<figure data-asset-id=\"1b69693e-5d58-431f-96fa-a3da72f2d05a\" data-image-id=\"1b69693e-5d58-431f-96fa-a3da72f2d05a\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/a5bbd9cb-0d03-41a0-9606-d1ca3265c9df/1_1_4%20-%20lbc.png\" data-asset-id=\"1b69693e-5d58-431f-96fa-a3da72f2d05a\" data-image-id=\"1b69693e-5d58-431f-96fa-a3da72f2d05a\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n5a1d745c_5cd6_0161_acb4_47cb9a6393ad\"></object>\n<h4>Modèle rectangulaire c) 0,75 x 2,5 x 5,0</h4>\n<figure data-asset-id=\"bf61b109-5f6a-441b-8302-58a2b09cb384\" data-image-id=\"bf61b109-5f6a-441b-8302-58a2b09cb384\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/7dde6f32-d58c-4e19-8835-c0101e6c7e62/0.75_2_5%20-%20lbc.png\" data-asset-id=\"bf61b109-5f6a-441b-8302-58a2b09cb384\" data-image-id=\"bf61b109-5f6a-441b-8302-58a2b09cb384\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"b6acdc4e_ca79_01e2_b7fd_0efacef3e710\"></object>\n<h4>Modèle carré d) 2,0 x 2,0 x 6,0</h4>\n<figure data-asset-id=\"07db6188-a465-47f0-9d10-615bb8df7eac\" data-image-id=\"07db6188-a465-47f0-9d10-615bb8df7eac\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/222fccb8-f601-41fe-b2aa-290ae7e5351c/2_2_6%20-%20lbc.png\" data-asset-id=\"07db6188-a465-47f0-9d10-615bb8df7eac\" data-image-id=\"07db6188-a465-47f0-9d10-615bb8df7eac\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n74605fe7_89c8_0182_476e_73bc94ff466a\"></object>\n<h2>Conclusion</h2>\n<p>Plusieurs conclusions peuvent être tirées des résultats présentés ci-dessus. En général, les résultats du CSFM 3D se sont avérés assez conservateurs, en particulier pour les modèles carrés où l'augmentation de la capacité portante due au confinement est inférieure de moitié dans certains exemples. Une bonne conformité, avec un écart inférieur à 2 %, peut être observée pour les modèles rectangulaires. Parmi les méthodes analytiques étudiées, l'approche EC2 présente la meilleure correspondance pour tous les modèles. Cette vérification démontre que l'utilisation du CSFM 3D est sûre du point de vue du confinement passif et conforme aux méthodes établies par les normes.</p>\n<h2>Références</h2>\n<p>[1] MORGER, Fabian ; KENEL, Albin et KAUFMANN, Walter. Passive confinement of reinforced concrete members revisited. En ligne. <em>Structural Concrete</em>. ISSN 1464-4177. <a href=\"https://doi.org/10.1002/suco.202400209\">https://doi.org/10.1002/suco.202400209</a>.</p>\n<p>[2] Mander JB, Priestley MJN, Park R. Observed stress-strain behavior of confined concrete. J Struct Eng. 1988;114:1827–49. <a href=\"https://doi.org/10.1061/(ASCE)0733-9445(1988)114:8(1827)\">https://doi.org/10.1061/(ASCE)0733-9445(1988)114:8(1827)</a></p>\n<p>[3] International Federation for Structural Concrete (fib). Model code for concrete structures 2010 ; 2013.</p>\n<p>[4] SIA. Swisscode SIA 262 : concrete structures. Zurich, Suisse : Swiss society of engineers and architects (SIA) ; 2013.</p>\n<p>[5] EN 1992-1-1:2023. Eurocode 2—Design of concrete structures—Part 1-1: General rules and rules for buildings, bridges and civil engineering structures ; 2023.</p>\n<p>[6] Nielsen MP, Hoang LC. Limit analysis and concrete plasticity. 3e éd. Boca Raton, FL : CRC Press ; 2011. <a href=\"https://doi.org/10.1201/b10432\">https://doi.org/10.1201/b10432</a></p>\n<p>[7] Sigrist V. Zum Verformungsvermögen von Stahlbetonträgern [On the deformation capacity of structural concrete girders]. Thèse de doctorat. ETH Zürich ; 1995. <a href=\"https://doi.org/10.3929/ethz-a-001492371\">https://doi.org/10.3929/ethz-a-001492371</a></p>"
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"value": "<h2>Introduction</h2>\n<p>La capacité portante des ancrages scellés dans le béton dépend de nombreux facteurs. La résistance du béton et du matériau d'ancrage, ainsi que l'adhérence entre l'ancrage et le béton, sont des paramètres matériaux essentiels qui déterminent le comportement de l'ancrage. Un autre facteur, non moins important, est la géométrie de l'ancrage (et éventuellement de l'ensemble du bloc de fondation). La longueur de l'ancrage et la présence d'un ferraillage jouent également un rôle important dans les performances de l'ancrage.</p>\n<p>L'objectif de cet article est de vérifier et de valider le calcul basé sur le CSFM des ancrages scellés dans du béton armé. Différentes longueurs d'ancrage sont choisies conformément aux données bibliographiques disponibles [1] pour la validation. La vérification de l'approche présentée repose sur (I) la comparaison avec d'autres logiciels bien établis pour les simulations numériques du comportement des matériaux et (II) la conformité avec les codes de calcul normalisés. </p>\n<h2>Description de l'expérience</h2>\n<p>La campagne expérimentale [1] comprend des essais sur des ancrages grandeur nature scellés dans un bloc de béton. Les tiges sont en barres à verrous (FeE500B) et ont un diamètre de 20 mm. Pour la barre à verrous, la limite d'élasticité de l'acier est de 585 MPa, la résistance ultime est de 700 MPa, la déformation ultime à la rupture est de 16 %, et le module d'élasticité est de 210 GPa. Trois profondeurs différentes (100, 150, 200 mm) sont testées pour observer la rupture par adhérence, par cône de béton ou par rupture de la tige. Les ancrages sont coulés en place dans un bloc de béton armé (2250x1850x600 mm) pour éviter la rupture par fendage et les effets de bord. Le ferraillage minimum recommandé par EDF (Électricité de France) est installé, composé d'une couche de barres à verrous de 20 et 25 mm de diamètre dans les deux directions sur les parties supérieure et inférieure du bloc.</p>\n<p>De plus, des étriers de 12 mm de diamètre sont installés pour soutenir les deux couches de ferraillage. Le taux de ferraillage est de 0,64 %. La classe de béton utilisée est C40/50. Le bloc de béton est fixé à l'aide de deux profilés métalliques reliés à la dalle d'essai par quatre barres de précontrainte. Aucune pression de confinement n'est appliquée autour de l'ancrage. Le vérin hydraulique est fixé à l'ancrage par deux tiges symétriques. Le chargement quasi-statique en traction est contrôlé en déplacement avec une vitesse de chargement de 1 mm/min, et la charge est appliquée jusqu'à la rupture de l'ancrage. </p>\n<figure data-asset-id=\"4fb4349f-bda8-4e02-b925-e51650f5673a\" data-image-id=\"4fb4349f-bda8-4e02-b925-e51650f5673a\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/bed29f4e-6668-4ca4-86ae-b73971bc6a1a/01.png\" data-asset-id=\"4fb4349f-bda8-4e02-b925-e51650f5673a\" data-image-id=\"4fb4349f-bda8-4e02-b925-e51650f5673a\" alt=\"\"></figure>\n<p><em>1) Dispositif d'essai d'arrachement - extrait de l'article : Pullout behavior of cast-in-place headed and bonded anchors with different embedment depths - Fabien Delhomme, Thierry Roure, Benjamin Arrieta, Ali Limam</em></p>\n<figure data-asset-id=\"e74201c9-829d-4a9e-90c7-de43902745b2\" data-image-id=\"e74201c9-829d-4a9e-90c7-de43902745b2\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/0476497e-3f50-471c-9816-a328f41dd074/02.png\" data-asset-id=\"e74201c9-829d-4a9e-90c7-de43902745b2\" data-image-id=\"e74201c9-829d-4a9e-90c7-de43902745b2\" alt=\"\"></figure>\n<p><em>2) Disposition du ferraillage et des ancrages</em></p>\n<h2>3D CSFM - Méthode du Champ de Contraintes Compatible</h2>\n<h3>Théorie </h3>\n<p>Le 3D CSFM définit le comportement du béton sur la base de la théorie de plasticité de Mohr-Coulomb pour les chargements monotones. La méthode examine le comportement du béton en termes de contraintes principales, en négligeant la résistance à la traction du béton. L'effet de la traction du béton est uniquement pris en compte dans le raidissement en traction des armatures en acier.<br>Les barres de ferraillage sont liées aux éléments finis volumiques de béton par des éléments d'adhérence, permettant le glissement entre le béton et le ferraillage. Il convient de noter que le 3D CSFM n'est pas adapté à la simulation du béton non armé en raison de l'absence de traction, ce qui peut entraîner des déformations trompeuses et une divergence du modèle.<br>En général, la théorie de Mohr-Coulomb comprend deux propriétés fondamentales régissant l'évolution de la surface de plasticité en compression et partiellement en traction : l'angle de frottement interne <em>φ</em> et le paramètre de cohésion <em>c</em>. Le 3D CSFM suppose un angle de frottement interne nul, conduisant à un dimensionnement conservateur car la surface de plasticité ressemble au modèle de Tresca, qui est indépendant du premier invariant de contrainte. De plus amples informations sont disponibles dans <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><strong>Theoretical Background</strong></a><strong> </strong>[2].</p>\n<h3>Assemblage du modèle</h3>\n<p>Le modèle EF est construit à l'aide d'éléments tétraédriques de béton d'ordre supérieur, avec des tiges 1D intégrées représentant le ferraillage, interconnectées via des MPC (Multi-Point-Constraints) et des éléments d'adhérence pour permettre le glissement. Les barres de ferraillage sont réparties en deux couches de surface avec un enrobage de 60 mm et des liens de cisaillement (voir Fig. 2). Le modèle utilise un appui surfacique avec des degrés de liberté X, Y, Z bloqués sur une largeur de 200 mm. Les ancrages coulés en place sont positionnés au centre de l'éprouvette d'essai, et la longueur de l'ancrage varie de 100 à 200 mm pour tester tous les modes de rupture possibles.</p>\n<figure data-asset-id=\"57ceca96-ad6f-441d-9aab-48456f5b4d56\" data-image-id=\"57ceca96-ad6f-441d-9aab-48456f5b4d56\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/8b1fe644-ce49-46f0-8ad6-bd895d4a83f4/04.png\" data-asset-id=\"57ceca96-ad6f-441d-9aab-48456f5b4d56\" data-image-id=\"57ceca96-ad6f-441d-9aab-48456f5b4d56\" alt=\"\"></figure>\n<p><em>3) Assemblage du modèle</em></p>\n<h3>Modèle d'ancrage</h3>\n<p>L'ancrage est modélisé à l'aide d'un élément ROD qui ne peut transférer que de la compression et de la traction. L'aspect important est le modèle d'adhérence et la façon dont l'ancrage est connecté au béton environnant pour assurer le flux des forces et des contraintes lors de l'interaction entre le béton, l'ancrage et le ferraillage. L'assemblage possède une rigidité de cisaillement linéaire spécifique G<sub>b</sub>, qui dépend du module d'élasticité du béton E<sub>cm</sub> et du diamètre de l'ancrage. De plus amples informations sur le modèle d'adhérence sont disponibles dans <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretical Background</a> [2].</p>\n<figure data-asset-id=\"b6ba5280-0fed-4b32-a52b-7e3fdc634fb3\" data-image-id=\"b6ba5280-0fed-4b32-a52b-7e3fdc634fb3\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/4f22d2a3-3f60-40ee-b28d-24bd2439a719/03.png\" data-asset-id=\"b6ba5280-0fed-4b32-a52b-7e3fdc634fb3\" data-image-id=\"b6ba5280-0fed-4b32-a52b-7e3fdc634fb3\" alt=\"\"></figure>\n<p><em>4) Modèle d'adhérence et MPC</em></p>\n<h2>Normes de calcul</h2>\n<h3>Code modèle CEB-FIB 2020</h3>\n<p>Les ingénieurs disposent du soutien des codes et des normes en vigueur. Ce constat incite à comparer la solution expérimentale avec les solutions normatives afin de vérifier la sécurité des normes et codes actuels. Les propriétés du béton C40/50 ont été tirées des propriétés normatives. Les propriétés des matériaux pour les barres de ferraillage et les ancrages ont été déterminées expérimentalement et les données ont été fournies. Nous avons vérifié la solution pour le béton non confiné et la sous-catégorie de bonnes conditions d'adhérence/autres conditions d'adhérence. Le code modèle CEB-FIB [3] fournit une définition claire du fonctionnement de l'adhérence. Les données d'entrée ont été utilisées pour la simulation numérique de l'ancrage dans ABAQUS [4]. </p>\n<figure data-asset-id=\"1f47192f-5327-435a-8873-2996db5cd28e\" data-image-id=\"1f47192f-5327-435a-8873-2996db5cd28e\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/ceffed56-48bf-4482-81b0-c17fd1ed0a14/05.png\" data-asset-id=\"1f47192f-5327-435a-8873-2996db5cd28e\" data-image-id=\"1f47192f-5327-435a-8873-2996db5cd28e\" alt=\"\"></figure>\n<p><em>4) Code modèle CEB-FIB 2020 - Modèle d'adhérence</em></p>\n<h3>Eurocode 1992-1-1</h3>\n<p>L'hypothèse de l'Eurocode 1992-1-1 [5] a été utilisée comme prérequis pour le <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">3D CSFM</a>. Le modèle rigide-plastique avec un modèle d'adhérence calculé de manière caractéristique et expérimentale a été utilisé pour la simulation et la comparaison avec la solution expérimentale. </p>\n<figure data-asset-id=\"a3897e35-b1b0-4544-9dff-c9686c6380f3\" data-image-id=\"a3897e35-b1b0-4544-9dff-c9686c6380f3\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/e19364e8-9cdf-44a0-902f-f9c8fd581f01/06.png\" data-asset-id=\"a3897e35-b1b0-4544-9dff-c9686c6380f3\" data-image-id=\"a3897e35-b1b0-4544-9dff-c9686c6380f3\" alt=\"\"></figure>\n<p><em>5) Eurocode 1992-1-1 et 3D CSFM - Modèle d'adhérence</em></p>\n<h2>Eurocode 1992-4</h2>\n<p>Les valeurs caractéristiques ont également été comparées avec l'Eurocode 1992-4 [6], qui est implémenté dans <a data-item-id=\"13cc5bee-7ec7-422b-8dbe-8a57ef0073a9\" href=\"\">IDEA StatiCa Connection</a>. Cela permet de comprendre comment le ferraillage dans le bloc de béton affecte le comportement local de l'ancrage. Il permet de vérifier des effets tels que la rupture de l'ancrage en traction et l'arrachement par cône de béton.</p>\n<figure data-asset-id=\"1ca88ae5-0164-42fe-a362-d5b86d385bc7\" data-image-id=\"1ca88ae5-0164-42fe-a362-d5b86d385bc7\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/56e0ddb4-bec2-4b4d-a27f-1f99e44effcc/07.png\" data-asset-id=\"1ca88ae5-0164-42fe-a362-d5b86d385bc7\" data-image-id=\"1ca88ae5-0164-42fe-a362-d5b86d385bc7\" alt=\"\"></figure>\n<p><em>6) a) Rupture de la tige en traction ; b) Arrachement par cône de béton</em></p>\n<h2>ABAQUS - Plasticité avec endommagement du béton</h2>\n<h3>Hypothèses</h3>\n<p><a href=\"https://classes.engineering.wustl.edu/2009/spring/mase5513/abaqus/docs/v6.6/books/usb/default.htm?startat=pt05ch18s05abm36.html\">Concrete Damage Plasticity</a> (ci-après CDP) est basée sur la condition de plasticité de Drucker-Prager [7]. Ce modèle est adapté aux matériaux avec frottement interne, tels que les sols ou le béton. La résistance à la traction est significativement inférieure à la résistance à la compression et la partie hydrostatique du tenseur des contraintes joue un rôle dans l'évolution de la surface de plasticité. Sous un état de contrainte général, la condition de plasticité présente la surface d'un cône rotatif. Le modèle de matériau pour les contraintes de compression et de traction prend également en compte le comportement post-critique, qui est contrôlé par les paramètres d'endommagement, prenant des valeurs de zéro (non endommagé) à un (pour une rigidité quasi nulle du béton en compression ou en traction dans la condition post-critique). Plus le paramètre d'endommagement est élevé, plus l'élément est dégradé et ne contribue pas à la rigidité.</p>\n<h3>Modèles de matériaux</h3>\n<p>Le modèle de matériau uniaxial en compression et en traction pour le béton est basé sur la théorie de Thorenfeldt [8]. Toutes les données d'entrée sont des valeurs caractéristiques conformes à l'approche de fiabilité de l'EN 1992-1-1 [5]. Les paramètres du modèle de matériau pour le ferraillage et l'ancrage sont tirés du chapitre « Description expérimentale », avec un écrouissage linéaire pris en compte dans la branche plastique du diagramme. </p>\n<h3>Éléments EF</h3>\n<p>L'élément C3D8, ou hexaèdre avec une fonction de base linéaire et huit points d'intégration, a été utilisé pour le modèle EF du béton. Le béton et le ferraillage comprennent des éléments T3D2 qui ne transmettent que des effets axiaux. L'interaction entre le ferraillage et le béton est assurée par des contraintes MPC dans lesquelles le raidissement en traction est pris en compte, ce qui couvre, dans une certaine mesure, le modèle de cohésion ou l'effet de goujon. </p>\n<h3>Assemblage du modèle</h3>\n<p>Le modèle EF est conçu avec des conditions aux limites de symétrie afin de minimiser les coûts de calcul et d'améliorer l'efficacité et la rapidité de la solution. Il est important de noter qu'en raison du modèle réduit, les forces sur l'ancrage atteindront un quart de la force maximale. Le maillage a été distribué uniformément à l'aide d'un rapport de biais, qui réduit progressivement la taille du maillage du béton vers l'emplacement de l'ancrage. La taille du maillage pour le béton est comprise entre 5 et 100 mm. Le maillage local affiné permet d'obtenir un gradient de contraintes proche de l'ancrage et des résultats plus précis. </p>\n<figure data-asset-id=\"3d926b31-f8fb-48e2-8d4c-bcab1bf67247\" data-image-id=\"3d926b31-f8fb-48e2-8d4c-bcab1bf67247\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/fb507258-c29b-4abc-bd7c-965939bfcdfe/08.png\" data-asset-id=\"3d926b31-f8fb-48e2-8d4c-bcab1bf67247\" data-image-id=\"3d926b31-f8fb-48e2-8d4c-bcab1bf67247\" alt=\"\"></figure>\n<p><em>7) Assemblage du modèle</em></p>\n<h3>Ancrage</h3>\n<p>L'ancrage est modélisé à l'aide d'éléments volumiques 3D. Un comportement cohésif de contact a été utilisé pour modéliser l'adhérence entre le béton et l'ancrage. L'interaction de surface permet la délamination basée sur la loi élastique linéaire traction-séparation avant l'apparition de l'endommagement. Un contact dur a été utilisé en compression et un comportement sans frottement pour les mouvements tangentiels. Un comportement cohésif dans les directions normale et de cisaillement a été introduit à l'aide de paramètres de rigidité volumique et d'endommagement pour représenter le comportement post-critique. L'initiation du comportement post-critique est exprimée par la contrainte d'adhérence maximale dans les directions normale et de cisaillement et l'énergie de rupture avec un adoucissement linéaire ou exponentiel [7].</p>\n<figure data-asset-id=\"0b558401-e4df-4f40-ae5c-6d513d69147f\" data-image-id=\"0b558401-e4df-4f40-ae5c-6d513d69147f\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/8c810bb1-8a44-4b29-88f8-d9533f343f91/09.png\" data-asset-id=\"0b558401-e4df-4f40-ae5c-6d513d69147f\" data-image-id=\"0b558401-e4df-4f40-ae5c-6d513d69147f\" alt=\"\"></figure>\n<p><em>8) Contact cohésif</em></p>\n<h2>Résultats - Ancrage 100 mm</h2>\n<figure data-asset-id=\"828d1e8e-4740-4e18-bb98-fdf01857a3ff\" data-image-id=\"828d1e8e-4740-4e18-bb98-fdf01857a3ff\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/804d7639-a2a4-47f2-b8b0-6d2cc5999848/10.png\" data-asset-id=\"828d1e8e-4740-4e18-bb98-fdf01857a3ff\" data-image-id=\"828d1e8e-4740-4e18-bb98-fdf01857a3ff\" alt=\"\"></figure>\n<figure data-asset-id=\"7e0dfe68-6858-45fe-ac04-54464cbd773a\" data-image-id=\"7e0dfe68-6858-45fe-ac04-54464cbd773a\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/61567b62-8af3-439c-b8b1-4a20da9bd210/11.png\" data-asset-id=\"7e0dfe68-6858-45fe-ac04-54464cbd773a\" data-image-id=\"7e0dfe68-6858-45fe-ac04-54464cbd773a\" alt=\"\"></figure>\n<p><em>9) Propriétés nécessaires en entrée-sortie pour la simulation</em></p>\n<figure data-asset-id=\"2dd133bb-b4b6-4526-9272-23b2c129482e\" data-image-id=\"2dd133bb-b4b6-4526-9272-23b2c129482e\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/cec61f81-adfb-4c88-bc1e-99e1099f4ede/12.png\" data-asset-id=\"2dd133bb-b4b6-4526-9272-23b2c129482e\" data-image-id=\"2dd133bb-b4b6-4526-9272-23b2c129482e\" alt=\"\"></figure>\n<p><em>10) Force maximale et taux de travail par rapport à l'expérience pour l'ancrage de 100 mm</em></p>\n<figure data-asset-id=\"abe57714-1c00-4e47-8646-0a53f6754ac9\" data-image-id=\"abe57714-1c00-4e47-8646-0a53f6754ac9\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/bd9635c8-63d2-42c8-8d6b-348378f45c67/13.png\" data-asset-id=\"abe57714-1c00-4e47-8646-0a53f6754ac9\" data-image-id=\"abe57714-1c00-4e47-8646-0a53f6754ac9\" alt=\"\"></figure>\n<p><em>11) Courbe charge-déformation - comparaison avec les données expérimentales T103-100 </em></p>\n<figure data-asset-id=\"fecc0f84-15ac-4fda-a636-36dcee62a119\" data-image-id=\"fecc0f84-15ac-4fda-a636-36dcee62a119\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/f0d8648d-88fc-4b5f-94ab-eba6ce276ed1/14.png\" data-asset-id=\"fecc0f84-15ac-4fda-a636-36dcee62a119\" data-image-id=\"fecc0f84-15ac-4fda-a636-36dcee62a119\" alt=\"\"></figure>\n<p><em>12) Courbe charge-déformation - comparaison avec les données caractéristiques normatives T103-100 </em></p>\n<h2>Résultats - Ancrage 150 mm</h2>\n<figure data-asset-id=\"1d43f39e-a9b6-4a62-be20-ee13e042889f\" data-image-id=\"1d43f39e-a9b6-4a62-be20-ee13e042889f\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/b52615a4-f2bf-4f06-9753-8a8269cc93d6/15.png\" data-asset-id=\"1d43f39e-a9b6-4a62-be20-ee13e042889f\" data-image-id=\"1d43f39e-a9b6-4a62-be20-ee13e042889f\" alt=\"\"></figure>\n<figure data-asset-id=\"6a703bf5-af1a-4928-a9f0-83ee5f150b9a\" data-image-id=\"6a703bf5-af1a-4928-a9f0-83ee5f150b9a\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/dd13fb04-aec5-485e-bca7-c6314e2742df/16.png\" data-asset-id=\"6a703bf5-af1a-4928-a9f0-83ee5f150b9a\" data-image-id=\"6a703bf5-af1a-4928-a9f0-83ee5f150b9a\" alt=\"\"></figure>\n<p><em>12) Propriétés nécessaires en entrée-sortie pour la simulation</em></p>\n<figure data-asset-id=\"6309453d-90ab-4fde-ab4e-74043aae65e3\" data-image-id=\"6309453d-90ab-4fde-ab4e-74043aae65e3\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/d8e058ce-8c24-49f9-8871-73534be84f69/17.png\" data-asset-id=\"6309453d-90ab-4fde-ab4e-74043aae65e3\" data-image-id=\"6309453d-90ab-4fde-ab4e-74043aae65e3\" alt=\"\"></figure>\n<p><em>13) Force maximale et taux de travail par rapport à l'expérience pour l'ancrage de 150 mm</em></p>\n<figure data-asset-id=\"5982b418-f72e-4f17-8cad-e10910d747ff\" data-image-id=\"5982b418-f72e-4f17-8cad-e10910d747ff\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/7da761ce-c9a4-4134-b706-8360175152b6/18.png\" data-asset-id=\"5982b418-f72e-4f17-8cad-e10910d747ff\" data-image-id=\"5982b418-f72e-4f17-8cad-e10910d747ff\" alt=\"\"></figure>\n<p><em>14) Courbe charge-déformation - comparaison avec les données expérimentales T103-150 </em></p>\n<figure data-asset-id=\"785db38d-6970-443c-ae65-c4f0b661be8c\" data-image-id=\"785db38d-6970-443c-ae65-c4f0b661be8c\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/3812fab2-6857-4a01-9a22-a735de4a447f/19.png\" data-asset-id=\"785db38d-6970-443c-ae65-c4f0b661be8c\" data-image-id=\"785db38d-6970-443c-ae65-c4f0b661be8c\" alt=\"\"></figure>\n<p><em>15) Courbe charge-déformation - comparaison avec les données caractéristiques normatives T103-100 </em></p>\n<h2>Résultats - Ancrage 200 mm</h2>\n<figure data-asset-id=\"03a951bf-d440-4a99-a796-3def5f476464\" data-image-id=\"03a951bf-d440-4a99-a796-3def5f476464\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/b31adf4a-cd86-4e05-bf27-bdb4eabf3e9d/20.png\" data-asset-id=\"03a951bf-d440-4a99-a796-3def5f476464\" data-image-id=\"03a951bf-d440-4a99-a796-3def5f476464\" alt=\"\"></figure>\n<figure data-asset-id=\"1eea570b-29c7-419d-92ce-b8d4d4a55e96\" data-image-id=\"1eea570b-29c7-419d-92ce-b8d4d4a55e96\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/345ce74d-6b1f-4caa-95c8-8e3805edddec/21.png\" data-asset-id=\"1eea570b-29c7-419d-92ce-b8d4d4a55e96\" data-image-id=\"1eea570b-29c7-419d-92ce-b8d4d4a55e96\" alt=\"\"></figure>\n<p><em>16) Propriétés nécessaires en entrée-sortie pour la simulation</em></p>\n<figure data-asset-id=\"697d30eb-617b-4c05-b073-4201449f779a\" data-image-id=\"697d30eb-617b-4c05-b073-4201449f779a\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/0fbdeb33-1c2b-48f9-a3d7-cdb7d77557e4/22.png\" data-asset-id=\"697d30eb-617b-4c05-b073-4201449f779a\" data-image-id=\"697d30eb-617b-4c05-b073-4201449f779a\" alt=\"\"></figure>\n<p><em>17) Force maximale et taux de travail par rapport à l'expérience pour l'ancrage de 200 mm</em></p>\n<figure data-asset-id=\"67aac596-644e-44f2-8bb5-9ca0994a2590\" data-image-id=\"67aac596-644e-44f2-8bb5-9ca0994a2590\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/8a3f8fee-48f7-47aa-9a14-d54adfbafafb/23.png\" data-asset-id=\"67aac596-644e-44f2-8bb5-9ca0994a2590\" data-image-id=\"67aac596-644e-44f2-8bb5-9ca0994a2590\" alt=\"\"></figure>\n<p><em>18) Courbe charge-déformation - comparaison avec les données expérimentales T103-200 </em></p>\n<figure data-asset-id=\"f80e5468-2277-4cb7-9641-8c172fc10185\" data-image-id=\"f80e5468-2277-4cb7-9641-8c172fc10185\"><img src=\"https://preview-assets-us-01.kc-usercontent.com:443/66e7a155-be94-0096-73e6-c55dfc7e5788/a7380fbf-4d0a-4a3a-815f-2adf2e2ba902/24.png\" data-asset-id=\"f80e5468-2277-4cb7-9641-8c172fc10185\" data-image-id=\"f80e5468-2277-4cb7-9641-8c172fc10185\" alt=\"\"></figure>\n<p><em>19) Courbe charge-déformation - comparaison avec les données caractéristiques normatives T103-200 </em></p>\n<h2>Conclusion</h2>\n<p>La campagne expérimentale a permis d'étudier avec succès le comportement d'ancrages grandeur nature scellés dans un bloc de béton armé, en utilisant une approche globale intégrant à la fois des essais expérimentaux et une modélisation numérique. En faisant varier les profondeurs d'encastrement des ancrages (100, 150, 200 mm), l'étude a pu observer différents modes de rupture, notamment la rupture par adhérence, l'arrachement par cône de béton et la rupture de la tige. Les résultats ont été rigoureusement comparés aux prédictions du code modèle CEB-FIB et des Eurocodes, validant ainsi la sécurité et la fiabilité des normes de calcul actuelles pour de tels systèmes d'ancrage.</p>\n<p>L'utilisation de techniques de modélisation avancées, telles que le 3D CSFM et les simulations ABAQUS avec la plasticité avec endommagement du béton, a fourni des informations plus approfondies sur l'interaction entre le béton et le ferraillage, ainsi que sur le comportement d'adhérence sous chargement quasi-statique en traction. Les résultats ont confirmé l'efficacité des méthodes proposées pour prédire les performances des ancrages, soulignant l'importance d'une modélisation précise des matériaux et de conditions aux limites appropriées dans de telles simulations.</p>\n<p>La comparaison entre le comportement réel observé lors de l'expérience et la solution numérique obtenue à l'aide du 3D CSFM et d'ABAQUS montre une corrélation d'environ 85 %. On peut conclure qu'aucune solution numérique ne dépasse les données expérimentales et maintient une marge d'erreur de 15 % par rapport à l'expérience, ce qui est considéré comme acceptable d'un point de vue de l'ingénierie. L'aspect important concerne également les modes de rupture qui concordent, à l'exception de la longueur d'ancrage de 200 mm où, dans le 3D CSFM, un mode combiné de cône de béton et d'arrachement s'est produit avant la rupture de la tige en acier. Cela s'explique par le fait que, dans ce cas, les charges maximales correspondant à ces deux modes de rupture sont très proches.</p>\n<p>Les résultats obtenus à partir du code modèle CEB-FIB 2020 et de l'Eurocode 1992-1-1 correspondent aux résultats expérimentaux dans une plage de 30 à 40 %. Cela indique que l'approche utilisée dans le code garantit la sécurité. Il est important de noter que les valeurs obtenues sont des valeurs caractéristiques et non des valeurs de calcul, de sorte que la résistance de calcul réelle est encore plus faible.</p>\n<p><strong>Les conclusions du rapport doivent faire comprendre aux ingénieurs que la méthode 3D CSFM produit des résultats sûrs conformément à l'Eurocode 1992-1-1 [5], et aboutit à un dimensionnement conservateur intégré dans le code lui-même.</strong></p>\n<p>Dans l'ensemble, cette étude apporte des données précieuses pour améliorer les pratiques de dimensionnement des ancrages, en fournissant des éléments pouvant être utilisés pour affiner les codes existants et garantir que les marges de sécurité sont adéquatement maintenues dans les applications réelles. Les résultats expérimentaux, combinés aux analyses théoriques et numériques, fournissent un cadre robuste pour comprendre les interactions complexes dans les systèmes d'ancrage, conduisant in fine à des conceptions structurelles sûres et efficaces.</p>\n<h3>Références</h3>\n<p>[1] Delhomme, F. & Roure, Thierry & Arrieta, Benjamin & Limam, Ali. (2015). Pullout behavior of cast-in-place headed and bonded anchors with different embedment depths. Materials and Structures. 49. 10.1617/s11527-015-0616-4. </p>\n<p>[2] « IDEA StatiCa Detail – Structural Design of Concrete 3D Discontinuities (BETA). » <em>IDEA StatiCa Support Center</em>, 2023. <a href=\"https://www.ideastatica.com/support-center/idea-statica-detail-structural-design-of-concrete-3d-discontinuities-beta\">https://www.ideastatica.com/support-center/idea-statica-detail-structural-design-of-concrete-3d-discontinuities-beta</a></p>\n<p>[3] <strong>Fédération internationale du béton (fib).</strong> <em>fib Model Code 2020 for Concrete Structures</em>. Berlin : Ernst & Sohn, 2021.</p>\n<p>[4] ABAQUS Standard User's Manual, Version 6.6*. Washington University in St. Louis, 2006. [<a href=\"https://classes.engineering.wustl.edu/2009/spring/mase5513/abaqus/docs/v6.6/books/stm/default.htm](https://classes.engineering.wustl.edu/2009/spring/mase5513/abaqus/docs/v6.6/books/stm/default.htm).\">https://classes.engineering.wustl.edu/2009/spring/mase5513/abaqus/docs/v6.6/books/stm/default.htm]</a></p>\n<p>[5] <strong>Comité européen de normalisation (CEN).</strong> <em>EN 1992-1-1:2004 : Eurocode 2 – Calcul des structures en béton – Partie 1-1 : Règles générales et règles pour les bâtiments</em>. Décembre 2004. <a href=\"https://www.phd.eng.br/wp-content/uploads/2015/12/en.1992.1.1.2004.pdf\">https://www.phd.eng.br/wp-content/uploads/2015/12/en.1992.1.1.2004.pdf</a>.</p>\n<p>[6] <strong>Comité européen de normalisation (CEN).</strong> <em>EN 1992-4:2018 : Eurocode 2 – Calcul des structures en béton – Partie 4 : Calcul des éléments de fixation pour utilisation dans le béton</em>. Bruxelles : CEN, avril 2018</p>\n<p>[7] <strong>ABAQUS, Inc.</strong> <em>ABAQUS User Subroutines Reference Manual, Version 6.6</em>. Washington University in St. Louis, 2006. <a href=\"https://classes.engineering.wustl.edu/2009/spring/mase5513/abaqus/docs/v6.6/books/usb/default.htm?startat=pt05ch18s05abm36.html\">https://classes.engineering.wustl.edu/2009/spring/mase5513/abaqus/docs/v6.6/books/usb/default.htm?startat=pt05ch18s05abm36.html</a>.</p>\n<p>[8] Massone, L. M. ; et al. Shear-Flexure Interaction for Structural Walls, 2006. ResearchGate. <a href=\"https://www.researchgate.net/publication/284079633_Shear-flexure_interaction_for_structural_walls\">https://www.researchgate.net/publication/284079633_Shear-flexure_interaction_for_structural_walls</a> (consulté le 01 jan. 2006).</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n5f83d3d3_22ed_01c1_fcb9_68ae4797760b\"></object>"
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}Limitations connues
Étant donné que Detail n'est qu'un outil et ne peut pas remplacer le jugement de l'ingénieur, une bonne compréhension de ses fonctions, avantages et limitations est nécessaire. Prenez connaissance des limitations suivantes, qui doivent être prises en compte :
- Dans Detail, les ancrages sont uniquement vérifiés pour la résistance en traction. Il est nécessaire d'utiliser Connection pour les vérifications au cisaillement et en interaction.
- Seuls les modèles ancrés via la platine de base et uniquement en contact direct peuvent être importés dans Detail (depuis Connection).
Pour une liste complète des limitations avec des explications supplémentaires, consultez l'article : Limitations connues pour Detail 3D
Disponible dans IDEA StatiCa version 24.1