See the following article for a detailed description of all options and their input:
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"value": "<p><strong>Lastannahmen</strong> bestehen aus zwei Teilen, der Grundplatte und dem einzelnen Anker. Beginnen wir mit der Fußplatte. Um die Position zu bestimmen, müssen eine Bezugsfläche und eine Kante ausgewählt werden. Diese definieren den Ursprung der Koordinaten, von denen aus die X- und Y-Abstände gemessen werden. Es gibt zwei Optionen für die Formdefinition: Rechteck und Polygon.</p>\n<figure data-asset-id=\"11cd27f6-009d-4db7-8317-0f09336fca36\" data-image-id=\"11cd27f6-009d-4db7-8317-0f09336fca36\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f525cda5-6fb0-4656-b554-83760c0b1cbf/3D%20Detail%20in%2024.1_8.png\" data-asset-id=\"11cd27f6-009d-4db7-8317-0f09336fca36\" data-image-id=\"11cd27f6-009d-4db7-8317-0f09336fca36\" alt=\"\"></figure>\n<p>Die Grundplatte ist mit dem Betonelement durch einen Kontakt verbunden, der Druckspannungen und auf Wunsch auch Schubspannungen überträgt. Es gibt drei Schubübertragungsmechanismen, die ausgewählt werden können:</p>\n<ul>\n <li><strong>durch Reibung</strong></li>\n <li><strong>durch Anker</strong></li>\n <li><strong>durch Schubknagge</strong></li>\n</ul>\n<p>Die Software erlaubt es nicht, diese Schubübertragungsmechanismen zu kombinieren.</p>\n<p>Für die Option durch Reibung muss der Bemessungswert des Reibungskoeffizienten eingegeben werden. Für die Option durch Scubknagge muss das Stahlprofil, einschließlich Geometrie und Position, eingegeben werden.</p>\n<p>Die Fußplatte kann entweder eine Punktlast oder eine Gruppe von Kräften übertragen. Bei einer Punktlast kann das Modell mit sechs Schnittgrößen (Fx, Fy, Fz, Mx, My und Mz) an einer beliebigen Stelle der Fußplatte belastet werden. Für eine Gruppe von Kräften kann der Benutzer die Positionen, Stärke und Richtungen der Kräfte in eine Tabelle eingeben, die eine allgemeine Positionierung auf der Fußplatte ermöglicht. Es ist wichtig zu erwähnen, dass die Fußplatte punktförmig belastet wird und keine Versteifung oder ein Bauteil auf ihrer Oberseite angeschweißt ist. Für eine korrekte Lastverteilung ist es daher wichtig, eine relativ steife Fußplatte mit einer relativ großen Dicke zu verwenden.</p>\n<p>Ein zweites Lasteinleitungselement, der Einzelanker, kann hinzugefügt und mit der Fußplatte verbunden werden, so dass beispielsweise eine mit vier Ankern verankerte Grundplatte der Stütze entsteht (siehe Abbildung unten). Es ist auch möglich, einzelne Anker ohne Fußplatte zu modellieren.</p>\n<figure data-asset-id=\"173535b3-f5bc-4054-8097-28f3511f801f\" data-image-id=\"173535b3-f5bc-4054-8097-28f3511f801f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a3bed85a-cfe8-4e4e-8ff0-f583b813e845/3D%20Detail%20in%2024.1_9.png\" data-asset-id=\"173535b3-f5bc-4054-8097-28f3511f801f\" data-image-id=\"173535b3-f5bc-4054-8097-28f3511f801f\" alt=\"\"></figure>\n<p>Weitere Informationen über die Verbindung mit der Fußplatte finden Sie im Abschnitt <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretischer Hintergrund</a>.</p>\n<p>Die Anker beziehen sich in Lage und Geometrie auf die Oberfläche und den Rand des Blocks, einschließlich der Bestimmung der relativen Lage wie bei der Fußplatte. Selbstverständlich ist es möglich, die Länge des Ankers im Beton und die Länge über der Betonoberfläche anzugeben.</p>\n<figure data-asset-id=\"d863d248-0da0-4d70-be58-409733d42f62\" data-image-id=\"d863d248-0da0-4d70-be58-409733d42f62\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/faa9fa38-dfc7-420c-8d12-59a0d69eb30d/3D%20Detail%20in%2024.1_10.png\" data-asset-id=\"d863d248-0da0-4d70-be58-409733d42f62\" data-image-id=\"d863d248-0da0-4d70-be58-409733d42f62\" alt=\"\"></figure>\n<p>Die Anker sind in zwei Varianten ausgeführt:</p>\n<ul>\n <li>Ortbeton - Bewehrung</li>\n <li>Chemische Anker</li>\n</ul>\n<p>Für die Ortbetonbewehrung wird die Verbundfestigkeit nach EN 1992-1-1, Kap. 8.4.2 verwendet. 8.4.2. Darüber hinaus ist es möglich, die Verankerungsart für diesen Dübeltyp wie für konventionelle Bewehrung festzulegen.</p>\n<p>Bei chemischen Ankern ist es möglich, die Verbundfestigkeit direkt einzugeben, die der Benutzer aus dem technischen Datenblatt entnehmen kann. Beachten Sie, dass <strong>die Eingabe des Bemessungswertes der Verbundfestigkeit erforderlich ist. </strong>Der folgende <a data-item-id=\"28fda422-6776-422c-95fb-6a969235d0c0\" href=\"\">Artikel</a> hilft Ihnen, den Wert zu finden.</p>\n<figure data-asset-id=\"b48eec47-5b68-4835-8312-09aeb774a144\" data-image-id=\"b48eec47-5b68-4835-8312-09aeb774a144\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/09d0bd61-f206-4b5d-a968-5f34b828e48a/3D%20Detail%20in%2024.1_11.png\" data-asset-id=\"b48eec47-5b68-4835-8312-09aeb774a144\" data-image-id=\"b48eec47-5b68-4835-8312-09aeb774a144\" alt=\"\"></figure>\n<p>Eine ausführliche Beschreibung des Verhaltens der Verbindung zwischen Anker und Fundament ist im Abschnitt <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretischer Hintergrund</a> beschrieben.</p>"
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"value": "<p>3D CSFM definiert das Betonverhalten auf der Grundlage der<strong> modifizierten Mohr-Coulomb-Plastizitätstheorie</strong> für monotone Belastung. Die Methode <strong>berücksichtigt die Hauptdruckspannungen des Betons und die Betonstahlspannungen (</strong><em><strong>σ</strong></em><em><strong><sub>sr</sub></strong></em><strong>) an den Rissen und vernachlässigt die Zugfestigkeit des Betons, mit Ausnahme der Mitwirkung des Beton Zwischen den Rissen (</strong><a data-item-id=\"3b2ffddf-80fb-4ad0-822b-89d98e3fee43\" href=\"\"><strong>Zugaussteifung</strong></a><strong>).</strong></p>\n<p><em><strong>σ</strong></em><em><strong><sub>c1r</sub></strong></em><em><strong>, σ</strong></em><em><strong><sub>c2r</sub></strong></em><em><strong>, σ</strong></em><em><strong><sub>c3r</sub></strong></em> ≤<em><strong> 0 MPa</strong></em></p>\n<p>Die Bewehrungsstäbe sind mit den finiten Elementen des Betonvolumens durch Verbundelemente verbunden, die ein Gleiten zwischen Beton und Bewehrung ermöglichen. Es ist zu beachten, dass die 3D-CSFM <strong>nicht für die Simulation von unbewehrtem Beton geeignet ist</strong>. Im Allgemeinen umfasst die Mohr-Coulomb-Theorie zwei grundlegende Eigenschaften, die die Entwicklung der Plastizitätsfläche unter Druck und teilweise unter Zug bestimmen: den inneren Reibungswinkel <em>φ</em> und den Kohäsionsparameter <em>c</em>. <strong>3D CSFM geht von einem inneren Reibungswinkel von Null aus </strong>(Abb. 1e), was zu einer konservativen Bemessung führt.</p>\n<figure data-asset-id=\"749c6949-1e95-4bb3-a7d6-c4d9e61543b7\" data-image-id=\"749c6949-1e95-4bb3-a7d6-c4d9e61543b7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/893fb5c9-66fd-4188-a343-c6b088d0d26b/Main%20assumptions%203D.png\" data-asset-id=\"749c6949-1e95-4bb3-a7d6-c4d9e61543b7\" data-image-id=\"749c6949-1e95-4bb3-a7d6-c4d9e61543b7\" alt=\"\"></figure>\n<p><em>\\( \\textsf{\\textit{\\footnotesize{Abb. 1\\qquad Grundannahmen des 3D CSFM: (a) Hauptspannungen im Beton; (b) Spannungen in Bewehrungsrichtung;}}}\\) \\( \\textsf{\\textit{\\footnotesize{(c) Spannungs-Dehnungs-Diagramm des Betons in Form von maximalen Spannungen; (d) Spannungs-Dehnungs-Diagramm}}}\\) \\( \\textsf{\\textit{\\footnotesize{des Betonstahls in Form von Spannungen an Rissen und mittleren Dehnungen; (e) Mohrsche Kreise für Betonmodell in 3D CSFM; }}}\\) \\( \\textsf{\\textit{\\footnotesize{(f) Verbund Schubspannung-Schlupf-Beziehung für Verankerungslängennachweise.}}}\\)</em></p>\n<h4>Beton</h4>\n<p>Das vorgestellte Materialmodell ist ein Mehrflächenplastizitätsmodell, das durch die Kombination des Mohr-Coloumb- und des Rankine-Modells für monotone Belastung gegeben ist. Es ist wichtig zu beachten, dass dieses Modell keine Entlastung berücksichtigt, wie es bei klassischen Plastizitätsmodellen für zyklische Belastung der Fall wäre.</p>\n<figure data-asset-id=\"2be61213-d2e5-4d37-80c1-67f0a7176b6f\" data-image-id=\"2be61213-d2e5-4d37-80c1-67f0a7176b6f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c818225e-7dac-4bd4-81f0-8ccbe2ee0200/Mohrs%20plasticity%20surfaces.png\" data-asset-id=\"2be61213-d2e5-4d37-80c1-67f0a7176b6f\" data-image-id=\"2be61213-d2e5-4d37-80c1-67f0a7176b6f\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Abb. 2\\qquad Mohr-Coulomb-Mehrflächenplastizitätsmodell für den Reibungswinkel 0 Grad}}}\\]</em></p>\n<p>Wie bereits erwähnt, ist das Materialmodell für Anwendungen von bewehrtem Beton gedacht. Dies ist auf die Vernachlässigung von Beton unter Zug zurückzuführen. Daher ist das Modell nicht einmal für Bauteile geeignet, bei denen die Bemessungsregeln für Stahlbeton, wie Mindestbewehrungsgrad, maximaler Stababstand usw., nicht erfüllt sind. Es sollte auch hinzugefügt werden, dass aus Gründen der numerischen Stabilität eine sehr kleine Zugkapazität im Modell definiert ist. Der Zugteil wird durch Ebenen begrenzt, die dem Rankine-Modell entsprechen.</p>\n<p>3D CSFM in <em>IDEA StatiCa Detail</em> berücksichtigt kein explizites Versagenskriterium in Form von Dehnungen für Beton unter Druck (d.h. es wird ein unendlich plastischer Zweig nach Erreichen der Spitzenspannung betrachtet). Durch diese Vereinfachung kann die Verformungskapazität von Bauwerken, die auf Druck versagen, nicht nachgewiesen werden. Ihre Tragfähigkeit wird jedoch richtig vorhergesagt, wenn die Zunahme der Sprödigkeit des Betons bei steigender Festigkeit mit Hilfe des im <em>fib</em> Model Code 2010 wie folgt definierten Abminderungsfaktors 𝜂<sub>𝑓𝑐</sub> berücksichtigt wird:</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>wobei:</p>\n<p><em>f</em><em><sub>c</sub></em> die charakteristische Festigkeit des Betonzylinders ist (in MPa für die Definition von \\ <em>( \\eta_{fc} \\)</em>).</p>\n<p><em>f</em><em><sub>c,red</sub></em> wird dann mit der äquivalenten Hauptspannung σ<sub>c</sub><em><sub>,eq</sub></em> im Beton verglichen, die natürlich unter Berücksichtigung aller in den Normen vorgeschriebenen Sicherheitsfaktoren weiter definiert wird.</p>\n<p>Eine detaillierte Beschreibung des Betonmodells finden Sie unter dem folgenden Link:</p>\n<ul>\n <li><a data-asset-id=\"ab4d6a64-e6e3-474a-a358-8ba882f37669\" href=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/efa87501-bbfc-4fef-abe1-bc1de8123991/Concrete%20material%20model%20designated%20for%203D%20version.pdf\"><strong>Betonmaterialmodell für 3D-Detail</strong></a></li>\n</ul>\n<h4>Bewehrung</h4>\n<p>Das bilineare Spannungs-Dehnungs-Diagramm für Bewehrungsstäbe, wie es in den Bemessungsregeln definiert ist (Abb. 1d), stellt ein idealisiertes Modell dar. Dieses Modell setzt die Kenntnis der grundlegenden Eigenschaften der Bewehrung während der Bemessungsphase voraus, insbesondere der Festigkeits- und Duktilitätsklasse. Alternativ kann der Anwender auch eine individuelle Spannungs-Dehnungs-Beziehung definieren.</p>\n<p>Die Mitwirkung des Betons zwischen den Rissen (Tension Stiffening) wird berücksichtigt, indem die Spannungs-Dehnungs-Beziehung des \"nackten\" Bewehrungsstabs modifiziert wird, um die durchschnittliche Steifigkeit der im Beton eingebetteten Stäbe (ε<sub>m</sub>) zu erfassen (Abb. 1b).</p>\n<h4>Verankerung</h4>\n<p>Der Verbundschlupf zwischen der Bewehrung und dem Beton wird in das Finite-Elemente-Modell aufgenommen, indem die vereinfachte starr-perfektplastische Beziehung in (Abb. 1f) berücksichtigt wird, wobei <em>f</em><em><sub>bd</sub></em> der Bemessungswert (faktorisierter Wert) der Verbundspannung ist, der in der Bemessungsvorschrift für die spezifischen Verbundbedingungen angegeben ist.</p>\n<p>Es handelt sich hierbei um ein vereinfachtes Modell, das ausschließlich dem Zweck dient, die in den Bemessungsvorschriften vorgeschriebenen Verbundspannungen (d. h. die Verankerung der Bewehrung) zu berücksichitgen. Die Reduzierung der Verankerungslänge bei der Verwendung von Haken, Schlaufen und ähnlichen Stabformen kann durch die Definition einer bestimmten Kapazität am Ende der Bewehrung berücksichtigt werden, wie weiter unten beschrieben wird.</p>\n<h4>Verankerungen</h4>\n<p>Das Ankerelement ist so definiert, dass es sowohl normale Zug- oder Druckkräfte als auch Querkräfte übertragen kann, wobei auch die Biegesteifigkeit der Anker berücksichtigt wird. Es wird jedoch nur die Normalspannung in den Ankern bewertet.</p>\n<p>Es gibt zwei Arten von Ankern:</p>\n<ul>\n <li>Chemische Anker</li>\n <li>Betonstahlanker</li>\n</ul>\n<p>Die Betonstahlanker verhalten sich wie die klassische Bewehrung (Verankerungsart, Verbund, usw.). <strong>Bei chemischen Ankern kann der Bemessungswert Verbundfestigkeit direkt definiert werden.</strong> Dieser Wert sollte aus dem technischen Datenblatt des Herstellers bzw. Zulassung entnommen werden.</p>"
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"value": "<p>Im folgenden Kapitel wird dargestellt, wie die Mohr-Coulomb-Theorie in 3D CSFM umgesetzt wird. Wir erläutern, wie die Umschnürungswirkung (dreiachsige Spannung) berücksichtigt wird und wie die äquivalente Hauptspannung σ<sub>c</sub><em><sub>,eq</sub></em> berechnet wird, die zur Bestimmung der Tragfähigkeit aus Sicht des Betons verwendet wird.</p>\n<h3>Einführung in die Theorie</h3>\n<p>Die Mohr-Coulomb-Theorie ist ein mathematisches Modell, das das Verhalten von<strong> </strong>spröden Materialien auf Schub- und Normalspannungen beschreibt. Die meisten klassischen technischen Werkstoffe folgen dieser Regel zumindest in einem Teil ihres Schubbruchbereichs. Im Allgemeinen gilt die Theorie für Materialien, bei denen die Druckfestigkeit die Zugfestigkeit bei weitem übersteigt z.B. Beton.</p>\n<figure data-asset-id=\"0efd9940-94f4-4a5c-845f-4e8a444c8cc4\" data-image-id=\"0efd9940-94f4-4a5c-845f-4e8a444c8cc4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7282915e-1152-48e3-92ed-76a5464967cf/Mohr%20intro.png\" data-asset-id=\"0efd9940-94f4-4a5c-845f-4e8a444c8cc4\" data-image-id=\"0efd9940-94f4-4a5c-845f-4e8a444c8cc4\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Abb. 3\\qquad Mohr-Coulomb-Plastizitätsmodell}}}\\]</em></p>\n<p>Im Bauwesen wird dieses Model zur Bestimmung der Bruchlast verwendet. Mit Hilfe der Coulomb'schen Reibungshypothese wird die Kombination von Schub- und Normalspannung bestimmt, die einen Bruch des Materials verursacht, und mit Hilfe des Mohr'schen Kreises wird ermittelt, welche Hauptspannungen diese Kombination von Scher- und Normalspannung hervorrufen und in welchem Winkel der Ebene dies geschieht. </p>\n<figure data-asset-id=\"4962a8ef-007d-48ec-9fb5-8de7f68c9dc0\" data-image-id=\"4962a8ef-007d-48ec-9fb5-8de7f68c9dc0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/cd1f2b6a-98ff-4114-b442-f1ae9463d0c2/01.png\" data-asset-id=\"4962a8ef-007d-48ec-9fb5-8de7f68c9dc0\" data-image-id=\"4962a8ef-007d-48ec-9fb5-8de7f68c9dc0\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Abb. 4\\qquad Meridianebene und Spannungsschnitt}}}\\]</em></p>\n<p>Es kann gezeigt werden, dass bei einem Material, das nach der Coulombschen Reibungshypothese versagt, die beim Versagen eingeleitete Verschiebung einen Winkel zur Bruchlinie bildet, der dem Reibungswinkel entspricht. Dadurch lässt sich die Festigkeit des Werkstoffs durch den Vergleich der durch die Verschiebung und die äußere Belastung eingebrachten äußeren mechanischen Arbeit mit der durch die Dehnung und die Spannung an der Bruchlinie eingebrachten inneren mechanischen Arbeit bestimmen. Aufgrund der Energieerhaltung muss die Summe dieser Arbeiten gleich Null sein, was die Berechnung der Bruchlast der Konstruktion ermöglicht.</p>\n<h3>Umsetzung in 3D CSFM</h3>\n<p>Im Allgemeinen können für einen gegebenen inneren Reibungswinkel des Betons, der in den Referenzen [1], [2], [3], [4] bei etwa φ <em>= 30-40° </em>liegt, die Zug- und Druckfestigkeiten der Mohr'schen Kreise des Betons wie in Abbildung 5 dargestellt werden.</p>\n<figure data-asset-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\" data-image-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7ca2aece-2d9e-4ac9-a3e2-fb9938b610e0/Mohrs%20circles%20for%20real%20concrete.png\" data-asset-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\" data-image-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Abb. 5\\qquad Mohr'sche Kreise für Beton}}}\\]</em></p>\n<p>Dabei ist <em>f</em><em><sub>c</sub></em> die Druckfestigkeit des Betons, <em>f</em><em><sub>ct</sub></em> die Zugfestigkeit des Betons, <em>φ</em> der innere Reibungswinkel und σ<sub>c1</sub><em>, </em>σ<sub>c3</sub> die Hauptspannungen des Betons unter dreiachsigem Druck.</p>\n<p>Es ist festzustellen, dass mit zunehmender Hauptspannung σ<sub>c3</sub> auch die maximal mögliche Differenz zwischen den Werten von σ<sub>c3</sub> und σ<sub>c1</sub>, die wir als maximale σ<sub>c</sub><em><sub>,eq</sub></em> definieren (siehe unten), zunimmt. Diese Differenz entspricht dem Doppelten der in der Literatur als Radius der Mohrschen Kreise definierten deviatorischen Spannung.</p>\n<p>In der in IDEA StatiCa Detail implementierten 3D-CSFM wird der Winkel der inneren Reibung mit φ <em>= 0° </em>angenommen <em>, </em>wie in Abbildung 6 dargestellt.</p>\n<figure data-asset-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\" data-image-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a356c004-fcd0-4557-9209-da5d8264edae/Mohrs%20circles%20for%20concrete%20in%20Detail.png\" data-asset-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\" data-image-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Abb. 6\\qquad Mohrsche Kreise für Beton, implementiert in IDEA StatiCa Detail}}}\\] </em></p>\n<p>Die praktische Folge dieser Implementierung ist, dass die maximale Differenz zwischen σ<sub>c3</sub> und σ<sub>c1</sub> konstant ist, wenn σ<sub>c3</sub> zunimmt.</p>\n<p><strong>Die äquivalente Hauptspannung drückt die äquivalente einachsige Spannung für einen allgemeinen triaxialen Spannungszustand aus.</strong></p>\n<p>\\[\\sigma_{c,eq} = \\sigma_{c3} - \\sigma_{c1}\\]</p>\n<p>Der σ<sub>c</sub><em><sub>,eq-Wert</sub></em> kann daher direkt mit den Grenzwerten für die einachsige Festigkeit gemäß den Normen verglichen werden.</p>\n<p>\\[\\frac{\\sigma_{c,eq} }{ \\sigma_{c,lim}} \\le 1\\]</p>\n<p>Dabei ist <em>σ</em><em><sub>c</sub></em><sub>,lim</sub> die bemessene (faktorisierte) einachsige Festigkeit des Betons <em>f</em><em><sub>c</sub></em>.</p>\n<p>Vergleicht man Abbildung 5, in der der reale innere Reibungswinkel verwendet wird, mit Abbildung 6, die die Umsetzung der Mohr-Coulomb-Theorie mit einem inneren Reibungswinkel von Null zeigt, so wird deutlich, dass der für die Berechnungen im Detail gewählte Ansatz sehr konservativ für die Berücksichtigung des dreiachsigen Spannungszustands ist.</p>\n<p>Zum besseren Verständnis der von triaxialer Druckbeanspruchung betroffenen Bereiche wurde der IDEA StatiCa Detail-Anwendung der Ausdruck für den Anstieg der effektiven Materialfestigkeit infolge triaxialer Druckbeanspruchung als Verhältnis σ<sub>c3/</sub>σ<sub>c</sub><em><sub>,lim</sub></em> hinzugefügt. Sie finden dieses Verhältnis in der Festigkeitskontrolle.</p>\n<p>In den Hilfsergebnissen kann der Benutzer auch den <em>κ-Faktor</em> finden, der die Triaxialität auf andere Weise erklärt.</p>\n<p>\\[\\kappa = \\frac{ \\sigma_{c3}}{ \\sigma_{c,eq}}\\]</p>\n<p>Der Betonfestigkeitsnachweis kann dann umgeschrieben werden als:</p>\n<p>\\[\\frac{\\sigma_{c,eq} }{ \\sigma_{c,lim}} = \\frac{\\sigma_{c,3} }{ \\kappa \\cdot \\sigma_{c,lim}} \\le 1\\]</p>\n<p>Daraus folgt, dass, wenn das Element unter hydrostatischer Spannung steht - σ<sub>c3=</sub>σ<sub>c2=</sub>σ<sub>c1</sub>, die äquivalente Hauptspannung σ<sub>c</sub><em><sub>,eq</sub></em> den Wert Null hat und der Kappa-Faktor unendlich wird.</p>\n<p>Mehr dazu finden Sie hier: <a data-item-id=\"738c9a41-0902-4013-8dd7-87b062dea2a5\" href=\"\"><strong>Triaxiale Spannung - der aktive Begrenzungseffekt</strong></a></p>"
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"value": "<h3>Gleichgewichtsgleichungen</h3>\n<p>Die Theorie der kleinen Verformungen ermöglicht die Aufstellung der Gleichgewichtsgleichung auf der Grundlage des unverformten Volumens unter Verwendung eines Ansatzes erster Ordnung.</p>\n<figure data-asset-id=\"dc9faa89-b191-44d3-b878-b79ed47c82b5\" data-image-id=\"dc9faa89-b191-44d3-b878-b79ed47c82b5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c69bee50-7a44-4db5-82f1-11c8bfdb294b/05.png\" data-asset-id=\"dc9faa89-b191-44d3-b878-b79ed47c82b5\" data-image-id=\"dc9faa89-b191-44d3-b878-b79ed47c82b5\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Abb. 7\\qquad Gleichgewichtsgleichungen und grafische Darstellung auf einem infinitesimalen Element}}}\\]</em></p>\n<h3>Kompatibilitätsgleichungen</h3>\n<p>Ein Festkörper besteht aus infinitesimalen Volumina oder Materialpunkten, die jeweils lückenlos und überlappungsfrei miteinander verbunden sind. Damit bei der Verformung eines Kontinuumskörpers keine Lücken oder Überlappungen entstehen, müssen mathematische Bedingungen eingehalten werden.</p>\n<h3>Konstitutive Gleichungen</h3>\n<p>Die konstitutiven Gleichungen, die das Verhalten von 3D-Elementen bestimmen, spielen eine zentrale Rolle bei der Analyse des Materialverhaltens in der Strukturmechanik. Diese Gleichungen sind so formuliert, dass sie das nichtlineare <strong>isotrope Verhalten</strong> berücksichtigen, das für <strong>massive Blockstäbe </strong>in IDEA StatiCa Detail gilt.</p>\n<p>Bei einer <strong>3D-Wand</strong> ist es wichtig, das <strong>orthotrope Verhalten </strong>über die gesamte Dicke zu berücksichtigen, wobei die Spannungen im Beton aufgrund der fehlenden Querbewehrung besonders zu beachten sind. Die Orthotropie wird dadurch verursacht, dass die Spannung im Beton in einer Richtung außerhalb der Ebene zugelassen wird. Die Materialeigenschaften wie die Modulelastizität und die Poissonzahl bleiben gleich.</p>\n<figure data-asset-id=\"e8a9a447-3458-470a-addd-709405e6ba22\" data-image-id=\"e8a9a447-3458-470a-addd-709405e6ba22\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/95c6d00e-0cfa-45e0-ac79-d367c7db7960/06.png\" data-asset-id=\"e8a9a447-3458-470a-addd-709405e6ba22\" data-image-id=\"e8a9a447-3458-470a-addd-709405e6ba22\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Abb. 8\\qquad Lineare elastische isotrope Nachgiebigkeitsmatrix}}}\\]</em></p>"
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"value": "<p>Das nichtlineare Finite-Elemente-Analysemodell besteht aus mehreren Arten von Finite-Elementen, die zur Modellierung des Betons, der Bewehrung und der Verbindung zwischen diesen Elementen verwendet werden. Die Beton- und Bewehrungselemente werden zunächst unabhängig voneinander vernetzt und dann mit Hilfe von Multi-Point-Constraints (MPC-Elementen) miteinander verbunden. Dadurch kann die Bewehrung jede beliebige Position einnehmen, die nicht auf die Knoten des tetraedrischen Netzes beschränkt ist. Um die Verankerungslänge, den Verbund und das Verankerungsende zu überprüfen, werden Federelemente zwischen der Bewehrung und den MPC-Elementen eingefügt.</p>\n<figure data-asset-id=\"4edc33ee-6deb-467c-a229-355e726e5505\" data-image-id=\"4edc33ee-6deb-467c-a229-355e726e5505\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4fdc48d7-668c-4525-8066-92c0cf98fec2/FE%203D%20model.png\" data-asset-id=\"4edc33ee-6deb-467c-a229-355e726e5505\" data-image-id=\"4edc33ee-6deb-467c-a229-355e726e5505\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Abb. 10\\qquad Finite-Elemente-Modell: Bewehrungselemente auf Betonnetz mit MPC- und Verbundelementen abgebildet}}}\\]</em></p>\n<h4>Beton</h4>\n<p><strong>Beton wird mit gemischten tetraedrischen Elementen modelliert, die Knotenrotationen berücksichtigen.</strong> Die tetraedrischen Elemente erlauben eine Vernetzung von Regionen mit beliebiger Topologie. Die implementierte Formulierung garantiert präzise Verformungsergebnisse – ohne unerwünschte Schubspannungen, die als <strong>Shear Locking-Effekt</strong> bekannt sind – selbst bei groben Netzen.</p>\n<p>Es wird die vollständige Integration verwendet. Das bedeutet, dass jedes Element mit vier Integrationspunkten ausgestattet ist, die sich innerhalb des Volumens befinden. Eine solche Integration liefert ein präzises Dehnungs- und Spannungsfeld, das eine ausreichende Auswertung und Darstellung der Ergebnisse über das gesamte Volumen ermöglicht. </p>\n<h4>Bewehrung</h4>\n<p>Bewehrungsstäbe werden durch 1D-Stab\"-Elemente (CROD) mit zwei Knoten modelliert, die nur eine axiale Steifigkeit aufweisen. Diese Elemente sind mit speziellen \"Bond\"-Elementen verbunden, die entwickelt wurden, um das Verbundverhalten zwischen einem Bewehrungsstab und dem umgebenden Beton zu modellieren. Diese Verbundelemente werden anschließend über MPC-Elemente (Multi-Point-Constraint) mit dem Netz verbunden, das den Beton darstellt. Dieser Ansatz ermöglicht die unabhängige Vernetzung von Bewehrung und Beton, während ihre Verbindung untereinander später sichergestellt wird.</p>\n<h4>Verbundelemente</h4>\n<p>Die Verankerungslänge wird durch die Implementierung der Verbundschubspannungen zwischen Betonelementen (3D) und Bewehrungselementen (1D) im Finite-Elemente-Modell nachgewiesen. Zu diesem Zweck wurde der Finite-Elemente-Typ \"Verbund\" entwickelt.</p>\n<p>Das Verbundelement ist definiert als ein finites Schalenelement, das mit Elementen, die die Bewehrung darstellen, über die erste Schicht und über die zweite Schicht mit dem Betonnetz über Mehrpunkt-Zwangsbedingungen (MPC-Elemente) verbunden ist.</p>\n<p>Das Verhalten dieses Elements wird durch die Verbundspannung <em>τ</em><em><sub>b</sub></em> als bilineare Funktion des Schlupfs zwischen dem oberen und dem unteren Knoten <em>δu</em> beschrieben, siehe (Abb. 11).</p>\n<figure data-asset-id=\"248b8a69-ac53-4d77-ae02-42c07ac5fdb6\" data-image-id=\"248b8a69-ac53-4d77-ae02-42c07ac5fdb6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a833cda6-cf17-4c1f-9f83-c345621c0267/14.png\" data-asset-id=\"248b8a69-ac53-4d77-ae02-42c07ac5fdb6\" data-image-id=\"248b8a69-ac53-4d77-ae02-42c07ac5fdb6\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Abb. 11\\qquad (a) Konzeptuelle Darstellung der Verformung eines Verbundelements; (b) Scher-Verformungsfunktion}}}\\]</em></p>\n<p>Der elastische Steifigkeitsmodul der Bond-Slip-Beziehung, <em>Gb</em>, ist wie folgt definiert:</p>\n<p>\\[G_b = k_g \\cdot \\frac{E_c}{Ø}\\]</p>\n<p><em>k</em><em><sub>g</sub></em> Koeffizient in Abhängigkeit von der Oberfläche des Bewehrungsstabs (standardmäßig <em>k</em><em><sub>g</sub></em> = 0,2)</p>\n<p><em>E</em><em><sub>c </sub></em> Elastizitätsmodul des Betons (im Falle von EN als <em>E</em><em><sub>cm</sub></em> angenommen)</p>\n<p>Ø der Durchmesser des Bewehrungsstabs</p>\n<p>Für den Nachweis der Verankerungslänge werden die Bemessungswerte (faktorisierte Werte) der Verbundschubspannung <em>f</em><em><sub>bd</sub></em> verwendet, die in den jeweils gewählten Bemessungsregeln DIN EN 1992-1-1 angegeben sind. Die Verfestigung des plastischen Astes wird standardmäßig mit <em>Gb/105</em> berechnet.</p>\n<h4>Verankerungsfeder</h4>\n<p>Das Anbringen von Verankerungsenden an den Bewehrungsstäben (d.h. Haken, Schlaufen...), die den Vorschriften der Bemessungsnormen entsprechen, ermöglicht die Verringerung der Grundverankerungslänge der Stäbe<em>(l</em><em><sub>b,net</sub></em>) um einen bestimmten Faktor β (im Folgenden als \"Verankerungsbeiwert\" bezeichnet). Der Bemessungswert der Verankerungslänge<em>(l</em><em><sub>b</sub></em>) wird dann wie folgt berechnet:</p>\n<figure data-asset-id=\"72456c32-3fb6-4671-91fa-f288cbc7e1fc\" data-image-id=\"72456c32-3fb6-4671-91fa-f288cbc7e1fc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/92e32489-804f-495a-937e-40b647a0abf1/15.png\" data-asset-id=\"72456c32-3fb6-4671-91fa-f288cbc7e1fc\" data-image-id=\"72456c32-3fb6-4671-91fa-f288cbc7e1fc\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Abb. 12\\qquad Modell für die Reduzierung der Verankerungslänge: a) Verankerungskraft entlang der Verankerungslänge von}}}\\] \\[ \\textsf{\\textit{\\footnotesize{Bewehrungsstab, b) Schlupf-Verankerungskraft-Wirkungsgesetz}}}\\]</em></p>\n<p>Die Reduzierung der Verankerungslänge wird im Finite-Elemente-Modell durch ein Federelement am Stabende (Abb. 12a) berücksichtigt, das durch das in (Abb. 12b) dargestellte konstitutive Modell definiert ist. Die maximale Kraft, die von dieser Feder übertragen wird<em>(F</em><em><sub>au</sub></em>), beträgt:</p>\n<p>\\[F_{au} = \\beta \\cdot A_s \\cdot f_{yd}\\]</p>\n<p>wobei :</p>\n<p><em>β</em> der Verankerungskoeffizient auf der Grundlage der Verankerungsart</p>\n<p><em>A</em><em><sub>s</sub></em> der Querschnitt des Bewehrungsstabs</p>\n<p><em>f</em><em><sub>yd</sub></em><em> </em>der Bemessungswert (faktorisierter Wert) der Streckgrenze der Bewehrung</p>"
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"value": "<h3>Fußplatte</h3>\n<p>Die Fußplatte wird als lineares Schalenelement modelliert. Das für die Bodenplatte verwendete Stahlmaterial wird in der Registerkarte Materialien definiert. </p>\n<figure data-asset-id=\"26c9d9a5-1064-44e2-8707-eb635d75347f\" data-image-id=\"26c9d9a5-1064-44e2-8707-eb635d75347f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/371f790c-72d7-49be-8247-ade39e45d4d9/Linear%20steel.png\" data-asset-id=\"26c9d9a5-1064-44e2-8707-eb635d75347f\" data-image-id=\"26c9d9a5-1064-44e2-8707-eb635d75347f\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Abb. 13\\qquad Die Materialdefinition der Grundplatte}}}\\]</em></p>\n<p>Die Fußplatte kann durch Punktlasten (Fx, Fy, Fz, Mx, My, Mz) und Kraftgruppen (Fx, Fy, Fz) belastet werden, die hauptsächlich für Belastungsmodelle verwendet werden, die aus der IDEA StatiCa Connection exportiert werden. Beachten Sie, dass Punktlasten und Punktmomente direkt den entsprechenden Knoten der Grundplatte belasten. Das bedeutet, dass es keine Umverteilung gibt, nur durch die Steifigkeit der Grundplatte.</p>\n<p>Diese Implementierung erlaubt es, Lasteinwirkungen aus der IDEA StatiCa Connection zu importieren, die auf die Fußplatte an der Stelle der einzelnen finiten Elemente der Schweißnaht aufgebracht werden, wobei der Wert und die Richtung aus der allgemeinen Spannung dieses finiten Elements der Schweißnaht bestimmt werden. Mehr dazu kann im entsprechenden Kapitel dieses Dokuments nachgelesen werden.</p>\n<p>Zwischen der Grundplatte und dem Beton wird ein reiner Reibungskontakt definiert. Für die <strong>Querkraftübertragung</strong> kann der Anwender zwischen drei Optionen wählen:</p>\n<ul>\n <li><strong>Durch Dübel bzw. Anker</strong></li>\n <li><strong>Durch Reibung</strong></li>\n <li><strong>Durch Schubknagge</strong></li>\n</ul>\n<p>Die Software lässt die Kombination dieser Schubübertragungsmechanismen nicht zu.</p>\n<p><strong>Der Reibungskoeffizient</strong> ist als dimensionloser Wert einzugeben. Wenn die resultierende Querkraft <em>F</em><em><sub>xy</sub></em><em> </em>die Druckkraft <em>F</em><em><sub>z</sub></em> mal den Reibungskoeffizienten <em>μ</em> übersteigt, bricht die Berechnung ab und nicht alle Lasten werden auf das Modell angewendet. Die Bedingung wird wie folgt formuliert:</p>\n<p>\\[\\frac {F_{xy}}{ \\mu \\cdot F_{z}}\\le 1\\]</p>\n<p>Dies wird in dem folgenden Beispiel deutlich, in dem zwei Lastfälle betrachtet werden.</p>\n<ul>\n <li>LC1 - Ständiger Typ - F<sub>z</sub> = 100 kN</li>\n <li>LC2 - veränderlicher Typ - F<sub>x</sub> = 100 kN</li>\n</ul>\n<figure data-asset-id=\"2937e4c9-29aa-4613-9d4e-c44bbc628457\" data-image-id=\"2937e4c9-29aa-4613-9d4e-c44bbc628457\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c9f5d8cb-31be-436c-881b-1ed934e28860/Friction%20-%20load%20input.png\" data-asset-id=\"2937e4c9-29aa-4613-9d4e-c44bbc628457\" data-image-id=\"2937e4c9-29aa-4613-9d4e-c44bbc628457\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Abb. 14\\qquad Lasteinleitung für das Beispiel zur Erläuterung der Scherübertragung durch Reibung}}}\\] </em></p>\n<p>Im ersten Berechnungsschritt wird die gesamte ständige Last aufgebracht. Dann wird die variable Last schrittweise aufgebracht, bis sie den Wert der Drucklast mal Reibungskoeffizient erreicht.</p>\n<figure data-asset-id=\"d506d242-bb4e-41a7-8847-3211617b017d\" data-image-id=\"d506d242-bb4e-41a7-8847-3211617b017d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e430f86d-007d-4b58-8ac3-6c561def378d/Friction%20-%20result.png\" data-asset-id=\"d506d242-bb4e-41a7-8847-3211617b017d\" data-image-id=\"d506d242-bb4e-41a7-8847-3211617b017d\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Abb. 15\\qquad Ergebnisse aus dem Beispiel zur Erläuterung der Scherübertragung durch Reibung}}}\\]</em></p>\n<p>Das Diagramm in Abbildung 16 beschreibt das Verhalten des Reibungskontakts zwischen der Fußplatte und dem Beton.</p>\n<figure data-asset-id=\"19efc159-8105-4a48-b356-24e75616f28d\" data-image-id=\"19efc159-8105-4a48-b356-24e75616f28d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e64e31cd-772c-4b95-84c2-b3442e790aa6/Friction%20contact%20graph.png\" data-asset-id=\"19efc159-8105-4a48-b356-24e75616f28d\" data-image-id=\"19efc159-8105-4a48-b356-24e75616f28d\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Abb. 16\\qquad Kraft-Weg-Diagramm, das das Verhalten des Reibungskontakts beschreibt}}}\\]</em></p>\n<p>Der Wert von <em>F</em><em><sub>z</sub></em><em>μ</em> ist für jeden Schritt der Berechnung unterschiedlich, während der Wert der maximalen Scherverformung <em>u</em><em><sub>xy</sub></em> konstant ist.</p>\n<p>Wenn die Drucknormalkraft <em>F</em><em><sub>z</sub></em> und die Querkraft <em>F</em><em><sub>xy</sub></em> in einer Lastfallart (z. B. nur permanent) eingegeben werden und die Bedingung <em>F</em><em><sub>xy</sub></em><em> / (F</em><em><sub>z</sub></em><em>μ) ≤ 1</em> nicht erfüllt ist<em>, </em>wird keine Last auf das Modell aufgebracht, da die Bedingung in keinem Inkrement der Berechnung erfüllt ist.</p>\n<p><strong>Die Schubknagge</strong> ist mit dem Betonnetz durch Zwangsbedingungen verbunden, die nur Druck- und Normalspannungsübertragung zulassen.</p>\n<figure data-asset-id=\"ae58f4f5-1a75-4eac-99f5-9964a720abe5\" data-image-id=\"ae58f4f5-1a75-4eac-99f5-9964a720abe5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f5a88134-312b-4689-9bcd-a77eb0e834e3/Shear%20lug%20transfer.png\" data-asset-id=\"ae58f4f5-1a75-4eac-99f5-9964a720abe5\" data-image-id=\"ae58f4f5-1a75-4eac-99f5-9964a720abe5\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Abb. 17\\qquad Scherfahnenübertragung des Schubmechanismus}}}\\]</em></p>\n<p>Die Schubknagge wird aus linearen Schalenelementen modelliert, wobei der Elastizitätsmodul E das Material definiert.</p>\n<p>Die Ergebnisse werden sowohl für die Fußplatte als auch für die Schubknagge nicht ausgewertet und dargestellt.</p>\n<h3>Verankerungen</h3>\n<p>Die finiten Elemente, die die Anker darstellen, werden so modelliert, dass sie in der Lage sind, Normal- und Querkräfte auf den Beton zu übertragen, wobei auch die Biegesteifigkeit der Anker berücksichtigt wird. Zur Modellierung des Schlupfes zwischen dem Anker und dem umgebenden Beton werden die gleichen Verbund- und MPC-Elemente wie für die Bewehrung verwendet. Mit dem Unterschied, dass es bei Klebeankern möglich ist, die Bemessungsverbundfestigkeit anzugeben.</p>\n<p>Dübel können mit Fußplatten verbunden werden. Für diese Verbindung wird eine vollständig nichtlineare Zwangsbedingung verwendet, um das Ende des Ankers und einen Knoten der Grundplatte zu verbinden. Mit diesem Element können alle Freiheitsgrade kontrolliert werden, um z.B. sicherzustellen, dass kein Druck von den Dübeln auf die Grundplatte ohne Abstand übertragen wird, oder dass kein Schub vom Dübel übertragen wird, wenn eine Schubknagge modelliert wird, usw.</p>\n<p>Die Einstellungen für die <strong>Verbindung mit der Fußplatte</strong> für Anker erlauben es dem Benutzer zu kontrollieren, ob und wie der Anker mit der Fußplatte durch die zuvor erwähnte Einschränkung verbunden wird.</p>\n<figure data-asset-id=\"c07375e3-202a-449e-a4ef-aa55f268fdee\" data-image-id=\"c07375e3-202a-449e-a4ef-aa55f268fdee\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dc2938e5-b707-4f53-a0b6-b795bfef8d4d/Interconnection%20with%20base%20plate%20settings.png\" data-asset-id=\"c07375e3-202a-449e-a4ef-aa55f268fdee\" data-image-id=\"c07375e3-202a-449e-a4ef-aa55f268fdee\" alt=\"\"></figure>\n<p>In der aktuellen Version <strong>wird nur der direkte Kontakt</strong> zwischen der Grundplatte und dem Beton <strong>unterstützt.</strong></p>\n<p>Die Druckkraft wird bei direktem Kontakt nicht von der Fußplatte auf den Anker übertragen. 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"value": "<p>Für die Lösung eines nichtlinearen FEM-Problems wird der Standard-Newton-Raphson-Algorithmus (NR) verwendet.</p>\n<p>Im Allgemeinen konvergiert der NR-Algorithmus oft nicht, wenn die volle Last in einem einzigen Schritt aufgebracht wird. Ein üblicher Ansatz, der auch hier verwendet wird, besteht darin, die Last sequentiell in mehreren Inkrementen aufzubringen und das Ergebnis des vorherigen Lastinkrements zu verwenden, um die Newton-Lösung des nachfolgenden Inkrements zu starten. Zu diesem Zweck wurde ein Lastkontrollalgorithmus zusätzlich zum Newton-Raphson implementiert. Für den Fall, dass die NR-Iterationen nicht konvergieren, wird das aktuelle Lastinkrement auf die Hälfte seines Wertes reduziert und die NR-Iterationen werden erneut versucht.</p>\n<p>Ein zweiter Zweck des Lastkontrollalgorithmus besteht darin, die kritische Last zu finden, die bestimmten \"Stoppkriterien\" entspricht - insbesondere der maximalen Dehnung im Beton, dem maximalen Schlupf in den Verbundelementen, der maximalen Verschiebung in den Verankerungselementen und der maximalen Dehnung in den Bewehrungsstäben. Die kritische Last wird mit Hilfe der Halbierungsmethode ermittelt. Wird das Stoppkriterium irgendwo im Modell überschritten, werden die Ergebnisse des letzten Lastinkrements verworfen und ein neues Inkrement von der Hälfte der Größe des vorherigen berechnet. Dieser Vorgang wird so lange wiederholt, bis die kritische Last mit einer bestimmten Fehlertoleranz gefunden ist.</p>\n<p>Für Beton wurde das Stoppkriterium auf eine Druckdehnung von 5% (d.h. etwa eine Größenordnung größer als die tatsächliche Versagensdehnung von Beton) und eine Zugdehnung von 7% an den Integrationspunkten der Schalenelemente festgelegt. Im Zugbereich wurde der Wert so gewählt, dass die Grenzdehnung in der Bewehrung, die ohne Berücksichtigung der Zugversteifung in der Regel bei 5 % liegt, zuerst erreicht wird. Im Druckbereich wurde der Wert aus mehreren Alternativen so gewählt, dass er groß genug ist, um die Auswirkungen von Stauchungen in den Ergebnissen sichtbar zu machen, aber klein genug, um nicht zu viele Probleme mit der numerischen Stabilität zu verursachen.</p>\n<figure data-asset-id=\"f52823d4-6603-4d3a-8405-71c3d8d92ddd\" data-image-id=\"f52823d4-6603-4d3a-8405-71c3d8d92ddd\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1178a514-d8d2-4a37-a0f2-517809af1881/16.png\" data-asset-id=\"f52823d4-6603-4d3a-8405-71c3d8d92ddd\" data-image-id=\"f52823d4-6603-4d3a-8405-71c3d8d92ddd\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Abb. 13\\qquad Konstitutives Gesetz der Verbund- und Verankerungselemente, die für den Nachweis der Verankerungslänge }}}\\] \\[ \\textsf{\\textit{\\footnotesize{verwendet werden: a) Verbundschubspannung Rutschverhalten eines Verbundelements,}}}\\] \\[ \\textsf{\\textit{\\footnotesize{b) Kraft-Weg-Verhalten eines Verankerungselements}}}\\] </em></p>\n<p>Für die Bewehrung wird das Haltekriterium in Form von Spannungen definiert. Da die Spannungen am Riss modelliert werden, entspricht das Kriterium auf Zug der Zugfestigkeit der Bewehrung unter Berücksichtigung des Sicherheitsbeiwerts. Derselbe Wert wird für das Kriterium in Druckrichtung verwendet.</p>\n<p>Das Anhaltekriterium in Verbundelementen und Verankerungsfedern ist α·δ<em><sub>umax </sub></em>, wobei δ<em><sub>umax</sub></em> der maximale Schlupf ist, der in den Nachweisen verwendet wird, und α = 10.</p>"
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"value": "<h3>Grenzzustand der Tragfähigkeit</h3>\n<p>Die verschiedenen Nachweise, die von bestimmten Bemessungsnormen gefordert werden, werden auf der Grundlage der vom Modell gelieferten direkten Ergebnisse bewertet. Die GZT-Nachweise werden für die Betonfestigkeit, die Bewehrungsfestigkeit und die Verankerung (Verbundschubspannungen) geführt.</p>\n<p>Um eine effiziente Bemessung eines Bauteils zu gewährleisten, ist es empfehlenswert, eine Voranalyse durchzuführen, die die folgenden Schritte berücksichtigt:</p>\n<ul>\n <li>Wählen Sie eine Auswahl der kritischsten Lastfallkombinationen.</li>\n <li>Berechnen Sie nur Lastkombinationen im Grenzzustand der Tragfähigkeit (GZT).</li>\n <li>Um die Berechnungszeit zu verkürzen und eventuelle Probleme zu lösen, sollten Sie ein grobes Netz verwenden, indem Sie den Multiplikator der Standardnetzgröße im Setup erhöhen (Abb. 14). Wenn das Modell gut funktioniert, setzen Sie den Multiplikator wieder auf den Faktor 1 zurück.</li>\n</ul>\n<figure data-asset-id=\"ef499945-27e1-4fef-94af-ddfedd4e15bd\" data-image-id=\"ef499945-27e1-4fef-94af-ddfedd4e15bd\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1633c630-1610-428f-9f76-d50d4d8ce8c2/18.png\" data-asset-id=\"ef499945-27e1-4fef-94af-ddfedd4e15bd\" data-image-id=\"ef499945-27e1-4fef-94af-ddfedd4e15bd\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Abb.14\\qquad Mesh-Multiplikator}}}\\] </em></p>\n<p>Die grundlegenden Ergebnisse und Nachweise (Spannung, Dehnung und Ausnutzung (d.h. der berechnete Wert/Grenzwert aus dem Code)) sowie die Richtung der Hauptspannungen im Falle von Betonelementen) werden mit Hilfe verschiedener Diagramme dargestellt, wobei Druck im Allgemeinen in rot und Zug in blau dargestellt wird. Globale Minimal- und Maximalwerte für die gesamte Struktur können ebenso hervorgehoben werden wie Minimal- und Maximalwerte für jedes benutzerdefinierte Teil. In einer separaten Registerkarte des Programms können erweiterte Ergebnisse wie Tensorwerte, Verformungen der Struktur und Bewehrungsgrade (effektiv und geometrisch), angezeigt werden. Außerdem können Lasten und Reaktionen für ausgewählte Kombinationen oder Lastfälle dargestellt werden.</p>"
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"value": "<h3>Beton - GZT</h3>\n<p>Das in 3D CSFM implementierte Betonmodell basiert auf den in EN 1992-1-1 für die Bemessung von Querschnitten vorgeschriebenen einachsigen Druckverformungsgesetzen, die nur von der Druckfestigkeit abhängen. Das Parabel-Rechteck-Diagramm, das in EN 1992-1-1 Cl. 3.1.7 (1) (Abb. 15a) vorgegebene Parabel-Rechteck-Diagramm wird in 3D CSFM standardmäßig verwendet, aber der Anwender kann auch eine vereinfachte elastisch-idealplastische Beziehung nach EN 1992-1-1 Cl. 3.1.7 (2) wählen (Abb. 15b). Die Zugfestigkeit wird vernachlässigt, so wie es bei der klassischen Stahlbetonbemessung der Fall ist.</p>\n<figure data-asset-id=\"b2fb51e7-b2de-4a4f-a36c-fe77b2c4d056\" data-image-id=\"b2fb51e7-b2de-4a4f-a36c-fe77b2c4d056\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/48e6b672-8f00-481a-8f1c-87d1c46a175d/SS%20diagrams%20conc.png\" data-asset-id=\"b2fb51e7-b2de-4a4f-a36c-fe77b2c4d056\" data-image-id=\"b2fb51e7-b2de-4a4f-a36c-fe77b2c4d056\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Abb. 15\\qquad Die Spannungs-Dehnungs-Diagramme von Beton für GZT: a) Parabel-Rechteck-Diagramm; b) bilineares Diagramm}}}\\] </em></p>\n<p>Die Implementierung von 3D CSFM in <em>IDEA StatiCa Detail</em> berücksichtigt kein explizites Versagenskriterium in Form von Dehnungen für Beton in Kompression (d.h. nach Erreichen der Spitzenspannung wird ein plastischer Zweig mit ε<em><sub>cu</sub></em><sub>2</sub> (ε<em><sub>cu</sub></em><sub>3</sub>) in einem Wert von 5% berücksichtigt, während EN 1992-1-1 von einer Bruchdehnung von weniger als 0,35% ausgeht). Mit dieser Vereinfachung lässt sich die Verformungskapazität von Strukturen, die auf Druck versagen, nicht nachweisen. Die Tragfähigkeit <em>f</em><em><sub>cd </sub></em>nach EN 1992-1-1 3.1.3 wird jedoch richtig vorhergesagt, wenn die Zunahme der Sprödigkeit des Betons bei steigender Festigkeit mit Hilfe des Abminderungsfaktors <em>\\(\\eta_{fc}\\)</em> berücksichtigt wird, der im <em>fib</em> Model Code 2010 wie folgt definiert ist:</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>wobei:</p>\n<p>α<em><sub>cc</sub></em> ist der Koeffizient zur Berücksichtigung von Langzeiteffekten auf die Druckfestigkeit und von ungünstigen Effekten, die sich aus der Art der Lasteinleitung ergeben. Er ist nach EN 1992-1-1 Cl. 3.1.6 (1). Der Standardwert ist 0,85.</p>\n<p><em>f</em><em><sub>ck</sub></em> ist die charakteristische Betonzylinderfestigkeit (in MPa für die Definition von <em>\\( \\eta_{fc} \\)</em>).</p>\n<h3>Bewehrung</h3>\n<p>Standardmäßig wird das idealisierte bilineare Spannungs-Dehnungs-Diagramm für den Betonstahl nach EN 1992-1-1, Abschnitt 3.2.7 (Abb. 16) berücksichtigt. Die Definition dieses Diagramms setzt lediglich voraus, dass die grundlegenden Eigenschaften der Bewehrung bekannt sind (Festigkeits- und Duktilitätsklasse). Sofern bekannt, kann die tatsächliche Spannungs-Dehnungs-Beziehung der Bewehrung (warmgewalzt, kaltverformt, abgeschreckt und selbstvergütet, ...) berücksichtigt werden. Das Spannungs-Dehnungs-Diagramm der Bewehrung kann vom Benutzer definiert werden, aber in diesem Fall ist es unmöglich, die Mitwirkung des Betons zwischen den Rissen zu berücksichtigen. Die Verwendung des Spannungs-Dehnungs-Diagramms mit einem horizontalen oberen Zweig ermöglicht keinen Duktilitätsnachweis. Daher ist eine manuelle Überprüfung der Standard-Duktilitätsanforderungen erforderlich.</p>\n<figure data-asset-id=\"ba3b27c3-ad63-46d8-b734-279c1a98639f\" data-image-id=\"ba3b27c3-ad63-46d8-b734-279c1a98639f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/47fb26f0-9509-403c-ac42-7d68821d59d1/Steel%20stress-strain%20diagram%20CSFM.PNG\" data-asset-id=\"ba3b27c3-ad63-46d8-b734-279c1a98639f\" data-image-id=\"ba3b27c3-ad63-46d8-b734-279c1a98639f\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Abb. 16 \\qquad Spannungs-Dehnungs-Diagramm der Bewehrung: a) bilineares Diagramm mit geneigtem oberem Zweig; b) bilineares Diagramm}}}\\] \\[ \\textsf{\\textit{\\footnotesize{mit einem horizontalen oberen Zweig}}}\\]</em></p>\n<p>Die Mitwirkung des Betons zwischen den Rissen (Abb. 17) wird automatisch berücksichtigt, indem die eingegebene Spannungs-Dehnungs-Beziehung des \"nackten\" Bewehrungsstabs geändert wird, um die durchschnittliche Steifigkeit der im Beton eingebetteten Stäbe (ε<em><sub>m</sub></em>) zu erfassen.</p>\n<figure data-asset-id=\"4a23c310-98c5-488d-a3a0-2ec9064a2f61\" data-image-id=\"4a23c310-98c5-488d-a3a0-2ec9064a2f61\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/111ff130-8480-486a-adca-4c0068bcf66e/Tension%20stiffening%20CSFM.PNG\" data-asset-id=\"4a23c310-98c5-488d-a3a0-2ec9064a2f61\" data-image-id=\"4a23c310-98c5-488d-a3a0-2ec9064a2f61\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Abb. 17\\qquad Schema der Spannungsaussteifung}}}\\] </em></p>"
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"value": "<p>Die in DIN EN 1992-1-1, Kap. 2.4.2.4 vorgeschriebenen Werte für die Materialsicherheitsfaktoren sind standardmäßig eingestellt, aber der Benutzer kann die Sicherheitsfaktoren in den Berechnungseinstellungen ändern.</p>\n<figure data-asset-id=\"7b26aa26-7ec4-4296-9296-645d3d6041b5\" data-image-id=\"7b26aa26-7ec4-4296-9296-645d3d6041b5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4cadae4a-9a8a-4f9b-935c-51395116ed4e/Material%20factors.png\" data-asset-id=\"7b26aa26-7ec4-4296-9296-645d3d6041b5\" data-image-id=\"7b26aa26-7ec4-4296-9296-645d3d6041b5\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Abb. 18\\qquad Die Einstellung der Materialsicherheitsfaktoren in Idea StatiCa Detail}}}\\]</em></p>\n<p>Lastsicherheitsbeiwerte müssen vom Benutzer in Kombinationsregeln für jede nichtlineare Kombination von Lastfällen definiert werden. Für alle in <a data-item-id=\"b4790cf9-a605-45b3-b41b-e36909ad4291\" href=\"\">Idea StatiCa Detail</a> implementierten Vorlagen sind die Teilsicherheits- und Kombinationsbeiwerte bereits vordefiniert.</p>\n<figure data-asset-id=\"99632028-f378-4338-b74b-bef12aec3f6a\" data-image-id=\"99632028-f378-4338-b74b-bef12aec3f6a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2d2607d1-29e9-4dfd-80ef-db2ba7d172bf/Combination%20factors.png\" data-asset-id=\"99632028-f378-4338-b74b-bef12aec3f6a\" data-image-id=\"99632028-f378-4338-b74b-bef12aec3f6a\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Abb. 19\\qquad Die Einstellung der Teilsicherheitsbeiwerte in Idea StatiCa Detail}}}\\]</em></p>"
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"value": "<p>Die GZT-Nachweise werden für die Betonfestigkeit, die Betonstahlfestigkeit und die Verankerung (Verbundschubspannungen) geführt.</p>\n<p>Die Druckfestigkeit <strong>des Betons</strong> wird als Verhältnis zwischen der aus der FE-Analyse erhaltenen maximalen Vergleichsspannung σ<em><sub>c</sub></em><em><sub>,eq </sub></em>und dem Grenzwert σ<em><sub>c</sub></em><em><sub>,lim</sub></em> = <em>f</em><em><sub>cd</sub></em> bewertet.</p>\n<p><strong>Die äquivalente Hauptspannung drückt die äquivalente einachsige Spannung für einen allgemeinen dreiachsigen Spannungszustand aus.</strong></p>\n<p>\\[\\sigma_{c,eq} = \\sigma_{c3} - \\sigma_{c1}\\]</p>\n<p>Der σ<em><sub>c</sub></em><em><sub>,eq-Wert</sub></em> kann daher direkt mit den Grenzwerten für die einachsige Festigkeit nach EN 1992-1-1 verglichen werden.</p>\n<p>Dieser Ausdruck ergibt sich aus der Anwendung der Mohr-Coulomb-Plastizitätstheorie, wobei konservativ der innere Reibungswinkel φ <em>= 0°</em> angenommen wird <em>.</em></p>\n<p>Die <strong>Festigkeit der Bewehrung</strong> wird sowohl auf Zug als auch auf Druck als das Verhältnis zwischen der Spannung in der Bewehrung an den Rissen <em>σ</em><em><sub>sr</sub></em> und dem angegebenen Grenzwert σ<em><sub>s</sub></em><em><sub>,lim</sub></em> bewertet:</p>\n<p>\\(σ_{s,lim} = \\frac{k \\cdot f_{yk}}{γ_s}\\qquad\\qquad\\textsf{\\small{für bilineares Diagramm mit geneigtem oberen Ast}}\\)</p>\n<p>\\(σ_{s,lim} = \\frac{f_{yk}}{γ_s}\\qquad\\qquad\\,\\,\\,\\,\\textsf{\\small{für bilineares Diagramm mit horizontalem oberem Ast}}\\)</p>\n<p>wobei:</p>\n<p><em>f</em><em><sub>yk</sub></em> ist die Streckgrenze der Bewehrung nach EN 1992-1-1 Cl. 3.2.3,</p>\n<p><em>k</em> ist das Verhältnis der Zugfestigkeit <em>f</em><em><sub>tk</sub></em> zur Streckspannung,<br>\n \\(k = \\frac{f_{tk}}{f_{yk}}\\)</p>\n<p><em>γ</em><em><sub>s </sub></em><sub> </sub>ist<sub> </sub>der Teilsicherheitsbeiwert für die Bewehrung.</p>\n<p>Die <strong>Verbundschubspannung</strong> wird unabhängig als das Verhältnis zwischen der durch FE-Analyse berechneten Verbundspannung <em>τ</em><em><sub>b</sub></em> und der Verbundendfestigkeit <em>f</em><em><sub>bd</sub></em><sub> </sub>gemäß EN 1992-1-1, Kap. 8.4.2:</p>\n<p>\\[\\frac{τ_{b}}{f_{bd}}\\le 1\\]</p>\n<p>\\[f_{bd} = 2,25 \\cdot η_1\\cdot η_2\\cdot f_{ctd}\\]</p>\n<p>wobei:</p>\n<p><em>f</em><em><sub>ctd</sub></em><sub> </sub>ist der Bemessungswert der Betonzugfestigkeit nach EN 1992-1-1 Cl. 3.1.6 (2). Wegen der zunehmenden Sprödigkeit von höherfestem Beton ist <em>f</em><em><sub>ctk,0.05</sub></em><sub> </sub>auf den Wert von C60/75 nach EN 1992-1-1 Cl. 8.4.2 (2) begrenzt.</p>\n<p>η<sub>1</sub> ist ein Koeffizient, der von der Qualität des Verbundzustandes und der Lage des Stabes während des Betonierens abhängt (Abb. 31).</p>\n<p>η<sub>1</sub> = 1,0, wenn \"gute\" Bedingungen erreicht werden und</p>\n<p>η<sub>1</sub> = 0,7 für alle anderen Fälle und für Stäbe in Strukturelementen, die mit Gleitschalungen gebaut werden, es sei denn, es kann nachgewiesen werden, dass \"gute\" Verbundbedingungen bestehen</p>\n<p>η<sub>2</sub> bezieht sich auf den Stabdurchmesser:</p>\n<p> η<sub>2</sub> = 1,0 für Ø ≤ 32 mm</p>\n<p> η<sub>2</sub> = (132 - Ø)/100 für Ø > 32 mm</p>\n<figure data-asset-id=\"c6ca9e31-4172-4034-a8b0-cdb2ad98d82a\" data-image-id=\"c6ca9e31-4172-4034-a8b0-cdb2ad98d82a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7aa307dc-3cd6-4d42-8dd8-d0ff97994677/Bond%20conditions.PNG\" data-asset-id=\"c6ca9e31-4172-4034-a8b0-cdb2ad98d82a\" data-image-id=\"c6ca9e31-4172-4034-a8b0-cdb2ad98d82a\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Abb. 20\\qquad EN 1992-1-1 Abbildung 8.2 - Beschreibung der Verbundbedingungen}}}\\]</em></p>\n<p>In IDEA StatiCa Detail werden die Verbundbedingungen gemäß Abb. 20 c) und d) berücksichtigt. Die Betonierrichtung kann in der Anwendung für jede Projektposition wie folgt eingestellt werden:</p>\n<figure data-asset-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" data-image-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e00845bc-3d60-4315-a8b3-67d4a52666a4/Direction%20of%20concreting.png\" data-asset-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" data-image-id=\"8a2ed21c-590e-4061-8c46-c5cc4c60ade1\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Abb. 21\\qquad Betonierrichtung}}}\\]</em></p>\n<p><strong>Gesamtkraft </strong><em><strong>F</strong></em><em><strong><sub>tot</sub></strong></em><strong> und Grenzkraft </strong><em><strong>F</strong></em><em><strong><sub>lim</sub></strong></em></p>\n<p>Die Gesamtkraft <em><strong>F</strong></em><em><strong><sub>tot</sub></strong></em> ist ein Ergebnis der Finite-Elemente-Analyse und kann auf zwei Arten definiert werden.</p>\n<p>\\[F_{tot}=A_{s}\\cdot \\sigma_{s}\\]</p>\n<p>wobei <em>A</em><em><sub>s</sub></em> die Fläche des Bewehrungsstabs und <em>σ</em><em><sub>s</sub></em> die Spannung im Stab ist.</p>\n<p>Oder als Summe aus der Verankerungskraft <em>F</em><em><sub>a </sub></em><em>und der </em>Verbundkraft <em>F</em><em><sub>bond</sub></em><em>.</em></p>\n<p>\\[F_{tot}=F_{a}+F_{bond}\\]</p>\n<p>wobei <em>F</em><em><sub>a</sub></em> die tatsächliche Kraft in der Verankerungsfeder und <em>F</em><em><sub>bond</sub></em> die Verbundkraft ist, die durch Integration der Verbundspannung <em>τ</em><em><sub>b</sub></em> über die Länge des Bewehrungsstabs <em>l</em> ermittelt werden kann<em>.</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> ist der Umfang des Bewehrungsstabs.</p>\n<p>Die Grenzkraft <em><strong>F</strong></em><em><strong><sub>lim</sub></strong></em> ist die minimale Kraft im Element des Bewehrungsstabs unter Berücksichtigung der <strong>Tragfähigkeit</strong> des Bewehrungsstabs und der <strong>Verankerungsbedingungen </strong>(Verbund zwischen Beton und Bewehrung und Verankerungshaken, Schlaufen usw.).</p>\n<p>\\[F_{lim}=min\\left( F_{lim,bond}+F_{au},F_{u} \\right)\\]</p>\n<p>\\[F_{u}=k\\cdot f_{yd}\\cdot A_{s}\\]</p>\n<p>\\[F_{au}=\\beta\\cdot k\\cdot f_{yd}\\cdot A_{s}\\]</p>\n<p>\\[F_{lim,bond}=C_{s}\\cdot l \\cdot f_{bd}\\]</p>\n<p>wobei C<sub>s</sub> der Umfang des Bewehrungsstabs und <em>l</em> die Länge vom Anfang des Bewehrungsstabs bis zum interessierenden Punkt ist.</p>\n<figure data-asset-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" data-image-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1a6bbdca-e56b-47e1-a85f-00d4317689a8/Flim.png\" data-asset-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" data-image-id=\"d3675eaf-0adb-4512-9366-58e4bdf171b1\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Abb. 22\\qquad Definition der Grenzkraft Flim}}}\\]</em></p>\n<p>\\[F_{lim,2}=F_{lim,1}+F_{lim,add}\\]</p>\n<p>wobei <em>F</em><em><sub>lim,add</sub></em> die zusätzliche Kraft ist, die aus der Größe des Winkels zwischen benachbarten Elementen berechnet wird. <em>F</em><em><sub>lim,2</sub></em> muss immer kleiner als <em>F</em><em><sub>u</sub></em> sein.</p>\n<p>Zu den verfügbaren <strong>Verankerungstypen</strong> in 3D CSFM gehören ein gerader Stab (d.h. keine Reduzierung der Ankerenden), ein gebogener Stab, ein Haken, eine Schlaufe, ein geschweißter Querstab, ein perfekter Verbund und ein durchgehender Stab. Alle diese Typen sind zusammen mit den jeweiligen Verankerungsbeiwerten β in Abb. 23 für die Längsbewehrung und in Abb. 24 für die Bügel dargestellt. Die Werte der angenommenen Verankerungsbeiwerte entsprechen EN 1992-1-1 Abschnitt 8.4.4 Tab. 8.2. Es ist zu beachten, dass 3D CSFM trotz der verschiedenen Möglichkeiten drei Arten von Verankerungsenden unterscheidet: (i) keine Verringerung der Verankerungslänge, (ii) eine Verringerung der Verankerungslänge um 30% im Falle einer normalisierten Verankerung und (iii) perfekter Verbund.</p>\n<figure data-asset-id=\"a4b32213-4a43-4c1d-a3c3-21d42d5dfbad\" data-image-id=\"a4b32213-4a43-4c1d-a3c3-21d42d5dfbad\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b16975dc-aeea-4e7e-bfc7-23a8f8b28c7e/Available%20anchorage%20types%20for%20longitudinal%20rebars.png\" data-asset-id=\"a4b32213-4a43-4c1d-a3c3-21d42d5dfbad\" data-image-id=\"a4b32213-4a43-4c1d-a3c3-21d42d5dfbad\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Abb. 23\\qquad Verfügbare Verankerungstypen und entsprechende Verankerungsbeiwerte für Längsbewehrungsstäbe im 3D-CSFM:}}}\\]</em></p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{(a) gerader Stab; (b) Biegung; (c) Haken; (d) Schlaufe; (e) geschweißter Querstab; (f) perfekte Verbindung; (g) durchgehender Stab}}}\\]</em></p>\n<figure data-asset-id=\"ec5159ea-3a7f-43fa-a807-a217b79d6cc9\" data-image-id=\"ec5159ea-3a7f-43fa-a807-a217b79d6cc9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/86ffb525-5912-4a7f-9576-fff17481b7a1/Available%20anchorage%20types%20for%20stirrups.png\" data-asset-id=\"ec5159ea-3a7f-43fa-a807-a217b79d6cc9\" data-image-id=\"ec5159ea-3a7f-43fa-a807-a217b79d6cc9\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Abb. 24\\qquad Verfügbare Verankerungstypen und entsprechende Verankerungsbeiwerte für Bügel.}}}\\]</em></p>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Geschlossene Steigbügel: (a) Haken; (b) Biegung; (c) Überlappung. 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"value": "<h1>Statische Bemessung von 3D-Diskontinuitäten aus Beton in IDEA StatiCa Detail</h1>\n<h2>Einführung in die 3D CSFM-Methode</h2>\n<p><a href=\"#general-introduction\">Allgemeine Einführung in die Bemessungsgrundlagen von 3D-Detail</a> <br>\n<a href=\"#main-assumptions-and-limitations\">Wichtigste Annahmen und Einschränkungen</a> <br>\n<a href=\"#mohr-coulomb-plasticity-theory-implementation-in-3D-CSFM\">Umsetzung der Mohr-Coulomb-Plastizitätstheorie in 3D CSFM</a> <br>\n<a href=\"#general-mechanics-assumptions-for-3D-CSFM\">Allgemeine Mechanik-Annahmen für 3D CSFM</a></p>\n<h2>Berechnungsmodell von IDEA StatiCa 3D Detail</h2>\n<p><a href=\"#introduction-to-finite-element-implementation\">Einführung in die Finite-Elemente-Implementierung</a> <br>\n<a href=\"#finite-element-types\">Finite-Elemente-Typen</a> <br>\n<a href=\"#load-transfer-devices\">Lastübertragung</a> <br>\n<a href=\"#concrete-meshing-in-3D-CSFM\">FE-Netzgenerierung in 3D CSFM</a> <br>\n<a href=\"#solution-method-and-load-control-algorithm-for-3D-CSFM\">Lösungsmethode und Lastkontrollalgorithmus für 3D CSFM</a> <br>\n<a href=\"#presentation-of-3D-results\">Darstellung der 3D-Ergebnisse</a> <br>\n<a href=\"#model-imported-from-idea-statica-connection\">Modell importiert von IDEA StatiCa Connection</a></p>\n<h2>Überprüfung des Modells</h2>\n<p><a href=\"#limit-states\">Grenzzustände</a></p>\n<h2>Strukturelementnachweise nach Eurocode</h2>\n<p><a href=\"#material-models-in-3D-CSFM\">Werkstoffmodelle in 3D CSFM (EN)</a> <br>\n<a href=\"#partial-safety-factors\">Teilsicherheitsfaktoren</a> <br>\n<a href=\"#ultimate-limit-state-checks\">Grenzzustand der Tragfähigkeit</a></p>\n<h1><br>\n</h1>\n<h1>Einführung in die 3D-CSFM-Methode</h1>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n262bb28a_3721_011d_b3ea_60a6173d931d\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" 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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>Einführung</h3>\n<p>Zu Beginn dieses Textes wollen wir definieren, wofür die Anwendung gedacht ist. In der aktuellen Version haben wir Werkzeuge entwickelt und die Lösung nur für die <strong>Verankerung von Stahlkonstruktionen in einfachen Betonblöcken</strong> überprüft.</p>\n<p>Der folgende Text ist in zwei Teile gegliedert - Einschränkungen der Anwendung und der Methode selbst und Einschränkungen des Imports aus IDEA StatiCa Connection.</p>\n<h3>Beschränkungen der Anwendung</h3>\n<h4>Bewehrter Beton</h4>\n<p>Das <strong>3D CSFM ist nicht für unbewehrten Beton oder leicht bewehrten Beton geeignet</strong>. In diesem Fall kann das Ergebnis der Berechnung zu irreführenden Ergebnissen oder zu einer Abweichung der nichtlinearen Berechnung führen.</p>\n<p>Mehr dazu erfahren Sie unter <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretischer Hintergrund</a>.</p>\n<p>Sie müssen also Bauwerke modellieren, die den Anforderungen der in den Normen definierten Detaillierungsregeln entsprechen<strong>, insbesondere dem maximalen Abstand der Bewehrungsstäbe</strong>. Das linke Modell enthält keinen Bügelschenkel im Volumen um die Anker. Das Modell wird zwar erfolgreich berechnet, aber die Ergebnisse können irreführend sein, da der maximale Abstand der Bügelschenkel bei weitem nicht erfüllt ist. Beim rechten Modell hingegen ist diese Regel erfüllt und die Ergebnisse sind korrekt.</p>\n<figure data-asset-id=\"53b340d6-e8d5-4ea5-bc65-7fd4fea5ba6b\" data-image-id=\"53b340d6-e8d5-4ea5-bc65-7fd4fea5ba6b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1a82f501-74b9-40b1-a6ec-70bfd43348da/Reinforced%20concrete.png\" data-asset-id=\"53b340d6-e8d5-4ea5-bc65-7fd4fea5ba6b\" data-image-id=\"53b340d6-e8d5-4ea5-bc65-7fd4fea5ba6b\" alt=\"\"></figure>\n<p>Zusammenfassend lässt sich sagen, dass Sie <strong>korrekte Ergebnisse erhalten, wenn Sie die in Ihrer Norm definierten Detaillierungsregeln befolgen</strong>.</p>\n<h4>Grenzzustand der Tragfähigkeit</h4>\n<p>Alle Berechnungen und Codeüberprüfungen sind <strong>nur</strong> für <strong>GZT</strong> implementiert.</p>\n<h4>Ankernachweis</h4>\n<p>Das Ankerelement ist so definiert, dass es in der Lage ist, normale Zug- oder Druckkräfte sowie Querkräfte zu übertragen, wobei auch die Biegesteifigkeit berücksichtigt wird, wie im <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">theoretischen Hintergrund</a> beschrieben. <strong>Es ist</strong> jedoch <strong>nicht möglich, den Schubnachweis</strong> (EN 1992-4 - 7.2.2.3.1, oder ACI 318-19 17.7.1.1) und den Nachweis der Interaktion von Zug und Schub (EN 1992-4 - 7.2.2.4 ACI 318-19 17.8) in der Detailanwendung <strong>durchzuführen</strong>.</p>\n<p>Dieser Nachweis ist in der Anwendung IDEA StatiCa Connection implementiert. Der Benutzer kann dort die Verankerung modellieren, die Anker überprüfen und die Option nutzen, das Modell in die Detailanwendung zu exportieren.</p>\n<p>Zusammenfassend lässt sich sagen, dass die Grenzquerkraft von den Ankern auf den Betonblock übertragen werden kann, aber der Norm-Nachweis selbst kann nicht durchgeführt werden.</p>\n<h4>Kontaktspannung aus Schub</h4>\n<p>Es ist möglich, die Querkraft von Ankern auf das Betonvolumen (und dann natürlich auf die Bewehrung usw.) zu übertragen. Die Kontaktspannung zwischen dem Beton und dem Anker oder der Schubknagge wird nicht überprüft und hat nur informativen Charakter.</p>\n<h4>Kippen</h4>\n<p>Wenn die Lasteinleitung ein Kipp-Problem verursacht, rechnet das Modell bis zur Abweichung oder zum Erreichen eines Kriteriums. Dies dauert in der Regel sehr lange und Sie erhalten das folgende Ergebnis:</p>\n<figure data-asset-id=\"84491111-cc1f-4723-953a-509b892d8976\" data-image-id=\"84491111-cc1f-4723-953a-509b892d8976\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2db19218-8483-49ec-8c9e-d0a41d4a9fbb/OT%20result.png\" data-asset-id=\"84491111-cc1f-4723-953a-509b892d8976\" data-image-id=\"84491111-cc1f-4723-953a-509b892d8976\" alt=\"\"></figure>\n<p>Es wird der Prozentsatz der übertragenen Last angezeigt. Außerdem wird in den Hilfsergebnissen die extreme Verformung angezeigt.</p>\n<p>Abhilfe: Es wird empfohlen, jedes Modell zuerst mit einem, auf einen hohen Wert (4-5) eingestellten Multiplikator der Standardnetzgröße zu berechnen. Dieser Multiplikator kann unter Einstellungen -> Netzeinstellungen gefunden werden. Die Berechnung ist dann schnell und Sie können sehen, ob die Überkippung das Problem ist oder nicht.</p>\n<p>Achten Sie darauf, dass das Eigengewicht des Fundaments angegeben ist.</p>\n<h3>Einschränkungen beim Import aus Connection</h3>\n<h4>Kontakte</h4>\n<p>Die Einleitung von Kräften, die auf die Fußplatte durch den <strong>Kontakt </strong>mit einer anderen Stahlplatte wirken, wird im Allgemeinen nicht unterstützt. Dies gilt sowohl für die Kontaktarten Kante-Fläche als auch Fläche-Fläche. Lesen Sie mehr <a href=\"https://www.ideastatica.com/support-center/10-most-important-questions-about-3d-anchoring-in-detail#contact-stress\" title=\"in this article\">in diesem Artikel</a>.</p>\n<figure data-asset-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\" data-image-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ed18b6d3-c35c-4edb-9919-9c108856ca5c/10%20most%20important%20questions%20about%203D%20anchoring%20in%20Detail%2003.png\" data-asset-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\" data-image-id=\"156a7ab4-17b4-46d6-8bbd-5169130f0963\" alt=\"\"></figure>\n<h4>Verankerung nach Bauteil</h4>\n<p>Nur Modelle, die über die Fußplatte verankert sind, können korrekt in die Anwendung Detail importiert werden. Bei Modellen, bei denen Stäbe direkt mit Betonblöcken verbunden sind, wird die Anschlussplatte des Stabes mit Ankern ohne Lasten importiert.</p>\n<figure data-asset-id=\"a6bc790a-51f0-4da8-a0ba-1af51e7a603d\" data-image-id=\"a6bc790a-51f0-4da8-a0ba-1af51e7a603d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8d3c9d76-58eb-43af-ba9b-e66a0aa1e621/Anchorage%20by%20member.png\" data-asset-id=\"a6bc790a-51f0-4da8-a0ba-1af51e7a603d\" data-image-id=\"a6bc790a-51f0-4da8-a0ba-1af51e7a603d\" alt=\"\"></figure>\n<h4>Eigengewicht wird nicht automatisch hinzugefügt</h4>\n<p>Das Eigengewicht wird nicht automatisch berechnet/hinzugefügt. Es muss manuell in das Projekt für das Detail aufgenommen werden. </p>\n<h4>Kombination von importierten Lasten und vom Benutzer eingegebenen Lasten</h4>\n<p><strong>Importierte Lasten und vom Benutzer eingegebene Lasten können nicht in einem Modell kombiniert werden</strong>. Aus den im Abschnitt <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretischer Hintergrund</a> beschriebenen Gründen. Anker werden ohne Verbindung zu den Fußplatten importiert. Wenn Sie einen benutzerdefinierten Lastfall erstellen, ist es offensichtlich, dass die Last nicht korrekt übertragen wird.</p>\n<h4>Ein Betonblock</h4>\n<p>In Detail wird <strong>nur ein Betonblock</strong> unterstützt. Der Betonblock kann jedoch mit Hilfe des negativen Volumens, der Schnittebene und der Schneideoperation modifiziert werden. So ist es möglich, komplexere Formen zu modellieren, wie z. B. Sockel, Fundamentstreifenverlängerungen, Verankerungen neben Öffnungen usw.</p>\n<p>Es ist auch möglich, zwei unabhängige Betonblöcke aus Connection zu importieren, die in Detail als zwei Modellelemente importiert werden, die mit der Schneideoperation weiter modifiziert werden können.</p>\n<figure data-asset-id=\"9f96c79c-33d3-4273-b411-1ad4e393715e\" data-image-id=\"9f96c79c-33d3-4273-b411-1ad4e393715e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/356bd5ec-b0a6-4db9-8eaa-91337f3b2f42/2%20independent%20blocks.png\" data-asset-id=\"9f96c79c-33d3-4273-b411-1ad4e393715e\" data-image-id=\"9f96c79c-33d3-4273-b411-1ad4e393715e\" alt=\"\"></figure>\n<h4>Mehr als eine Bodenplatte in einem Block</h4>\n<p>Es wird nicht empfohlen, sogenannte Randverankerungen zu importieren. In der Anwendung Connection kann es zu einer falschen Umverteilung der Kräfte zwischen den verschiedenen Teilen der Verankerung kommen, die von einzelnen Winkler-Böden getragen werden.</p>\n<p><em>Dies gilt für die aktuelle Version 25.1. Sie kann in früheren Versionen abweichen, da wir schrittweise an der Beseitigung dieser Einschränkungen arbeiten. Weitere Informationen zu den einzelnen Versionen finden Sie in den </em><a data-item-id=\"e0447990-4817-41b4-8d3e-37393eb4b691\" href=\"\"><em>Versionshinweisen</em></a><em>.</em><br>\n</p>"
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"value": "<p>Die Verankerung in einem einfachen Betonblock kann in IDEA StatiCa Connection modelliert und überprüft werden. Manchmal kann es sinnvoll oder notwendig sein, den Betonblock zu bewehren. Obwohl diese Funktion in der Connection-App nicht verfügbar ist, haben wir 3D-Details. 3D Detail konzentriert sich auf die Lösung der Verankerung in Betonblöcken und die Analyse sowohl der Verankerungselemente als auch des Betonblocks selbst. Darüber hinaus ist eine direkte Verbindung zwischen den Anwendungen Connection und Detail implementiert, um den Prozess zu vereinfachen.</p>\n<figure data-asset-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\" data-image-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6b232e1d-c718-4d2a-9df5-8f2c1ff3a967/import2.png\" data-asset-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\" data-image-id=\"f52be7d1-b166-4fd2-a552-91251b8ba865\" alt=\"\"></figure>\n<p>Connections-Benutzer, die <strong>Verankerungen nach Eurocode</strong> bemessen, können <strong>ihr Modell mit einem Klick aus Connections in das erweiterte 3D-Detail importieren</strong>.</p>\n<h3>Wie funktioniert das?</h3>\n<ul>\n <li>Der Import ist nur zum Verankern erlaubt. Wenn im Connection-Modell kein Betonblock vorhanden ist, wird der Export nach Detail deaktiviert.</li>\n <li>Das Modell in Connection muss berechnet werden.</li>\n <li>Es ist nur ein Betonblock für den Import/Export erlaubt.</li>\n</ul>\n<p>Eine vollständige Liste der Einschränkungen mit weiteren Erläuterungen finden Sie im Artikel <a data-item-id=\"4c908003-c3bb-4c0d-80ca-2c29cc8eef92\" href=\"\">Bekannte Einschränkungen für 3D Detail</a></p>\n<h3>Der Anschluss wird importiert, einschließlich </h3>\n<ul>\n <li>Der Mörtel</li>\n <li>Anker</li>\n <li>Das Fundament</li>\n</ul>\n<p>Zusätzliche Informationen und Parameter, die entsprechend den entsprechenden Einstellungen in Connections eingestellt werden:</p>\n<ul>\n <li>Schubübertragung (durch Anker, Schubknaggen und Reibung) </li>\n <li>Material</li>\n <li>Art der Verankerung: chemische Anker / Bewehrungsanker</li>\n <li>Verankerungsart am Ende: Unterlegscheibe/Gerade/Haken</li>\n <li>Reibungskoeffizient</li>\n</ul>\n<h3>So exportieren Sie Verankerungen von Connections zu Detail</h3>\n<p>Erstellen Sie zunächst ein Verankerungsmodell in Connections nach Eurocode und klicken Sie auf die Schaltfläche Berechnen.</p>\n<p>Wenn Ergebnisse vorhanden sind, ist der Export des Fundaments aktiviert. Mit einem Klick auf den Button \"<strong>RC Check</strong>\" im Menüband erscheint ein Dialog, in dem nach dem Speicherort und dem Namen der neu erstellten Detaildatei gefragt wird.</p>\n<figure data-asset-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\" data-image-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1c03470b-eaad-464c-88cc-588cb1ccfa1c/release%20notes.png\" data-asset-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\" data-image-id=\"18f1835a-575c-4509-b79a-c9e2a902e058\" alt=\"\"></figure>\n<p>Nach erfolgreichem Export wird das Projekt im Detail erstellt. Die Geometrie des Fundaments und der Fußplatte, die Lage und Eigenschaften der Anker sowie die Last werden automatisch in Detail übertragen. Die Bettung, die an der Unterseite des Betonblocks platziert ist, wird automatisch erstellt.</p>\n<p>Der kniffligste Teil dieses Prozesses ist der Import der Lasten. Für jede berechnete Lasteinwirkung in Verbindung werden automatisch der entsprechende Lastfall und die GZT-Kombination im Detail angelegt.</p>\n<ul>\n <li>Die Fußplatte wird durch <strong>Kräfte in Schweißnähten belastet,</strong> die als <strong>Gruppe von Kräften </strong>modelliert werden. Für die Belastung der Fußplatte selbst wird die importierte Belastung durch eine Gruppe von Kräften dargestellt, die den Spannungen in Schweißnähten zwischen der Fußplatte und den Stahlbauteilen im Connection-Modell folgen.</li>\n</ul>\n<figure data-asset-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\" data-image-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4023796d-3e22-4772-9f4a-537bd486cf8b/Group%20of%20forces.png\" data-asset-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\" data-image-id=\"48db236d-6937-49b2-a5ef-90a9f90d7010\" alt=\"\"></figure>\n<ul>\n <li>Anker werden unabhängig von der Fußplatte modelliert und belastet und axial durch Punktlasten belastet. Die Belastung von Ankern wird durch ein Doppel von Pfeilen in entgegengesetzte Richtungen dargestellt. Ein Pfeil stellt die Zugkraft dar, die nur auf die Oberseite des Ankers wirkt. Die andere stellt die Druckkraft dar, die auf die Fußplatte wirkt. </li>\n</ul>\n<figure data-asset-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\" data-image-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ba5a9ffc-b262-459d-8bf4-2b540e1d9a8a/Anchor%20forces.png\" data-asset-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\" data-image-id=\"0fcce141-f751-45d1-9bad-9fd581d6c4ee\" alt=\"\"></figure>\n<p>Das Kontrollkästchen \"Übertragung von Normalkräften\" ist standardmäßig deaktiviert, da die Anker direkt durch Kräfte belastet werden. </p>\n<figure data-asset-id=\"08317460-25d2-4a68-a94d-922ad2730096\" data-image-id=\"08317460-25d2-4a68-a94d-922ad2730096\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b9ef4c12-86e6-49a5-8ce6-0266bdba8290/import.png\" data-asset-id=\"08317460-25d2-4a68-a94d-922ad2730096\" data-image-id=\"08317460-25d2-4a68-a94d-922ad2730096\" alt=\"\"></figure>\n<ul>\n <li>Die Übertragung von Schubkräften wird entsprechend der Einstellung in Connections durch eine der Optionen – Anker, Schubknagge oder Reibung – übertragen. Wenn die Schubkraft durch Anker übertragen wird, können Sie bestimmte Anker deaktivieren, indem Sie das Häkchen bei der Checkbox \"Übertragung der Schubkraft\" entfernen. Wenn Reibungs- oder Schubknagge gesetzt werden, wird ein Schub in den Ankern im Modell nie berücksichtigt.</li>\n</ul>\n<p>Der einzige verbleibende Schritt besteht darin, die Bewehrung hinzuzufügen und das Modell zu berechnen.</p>\n<p><em>Hinweis: Code-Prüfungen im 3D-Detail gelten derzeit nur für den Eurocode (EN). </em></p>\n<p>Veröffentlicht in IDEA StatiCa Version 24.1.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_1085ffa\"></object>"
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"value": "Die Compatible Stress Fields Method (CSFM) ist eine Erweiterung der etablierten Methoden zur Berechnung von Diskontinuitätsbereichen. Was ist der Unterschied zwischen der CSFM und dem Fachwerkmodell? Welche Ergebnisse erhalten Sie? Und sind diese mit den Normen vereinbar? Finden Sie es in heraus!"
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"value": "<p>In der Praxis werden für die Bemessung von Diskontinuitätsbereichen in Stahl- und Spannbetontragwerken üblicherweise das Fachwerkmodell <strong>(Strut and Tie Method, S&T)</strong> und die <strong>Spannungsfeldmethode</strong> verwendet. Die <strong>Compatible Stress Field Method (CSFM)</strong> wurde durch die Erweiterung dieser klassischen Theorien entwickelt und ermöglicht einen hohen Automatisierungsgrad und steht im Einklang mit den Bemessungsnormen. Trotz ihrer Einfachheit liefert die Methode eine sehr realistische Beschreibung des Tragverhaltens sowohl im Grenzzustand der Tragfähigkeit (GZT) als auch im Grenzzustand der Gebrauchstauglichkeit (GZG). Das CSFM ist in <a data-item-id=\"b4790cf9-a605-45b3-b41b-e36909ad4291\" href=\"\">IDEA StatiCa Detail</a> implementiert.</p>\n<figure data-asset-id=\"a7b3dcf1-10ed-4b44-99e3-f59b4bd2a7fe\" data-image-id=\"a7b3dcf1-10ed-4b44-99e3-f59b4bd2a7fe\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7fd8d041-20d1-40a8-9a71-eb9cdce27155/7.png\" data-asset-id=\"a7b3dcf1-10ed-4b44-99e3-f59b4bd2a7fe\" data-image-id=\"a7b3dcf1-10ed-4b44-99e3-f59b4bd2a7fe\" alt=\"\"></figure>\n<p><em>Abb. 1 a) Wand mit Öffnungen b) Schubwand c) Träger mit gestuften Enden und Öffnungen d) Brückenpfeiler e) Brückenmembran</em></p>\n<p>Die Standardverfahren für die Bemessung von Betonquerschnitten sind in den Bereichen anwendbar, in denen die Bernoulli-Navier-Hypothese der ebenen Spannungsverteilung gilt (Bereich B). Die Stellen, an denen diese Hypothese nicht zutrifft, werden als <strong>Diskontinuitätsbereiche (D-Bereiche)</strong> bezeichnet. Dazu gehören Teile von Bauwerken, in denen konzentrierte Lasten auftreten oder in denen eine plötzliche Querschnittsveränderung auftritt, wie z. B. gestufte Enden (Abb. 1c), tiefe Balken, Wände mit Öffnungen (Abb. 1a, 1b) oder Pfahlköpfe. Im Brückenbau sind dies z. B. Widerlagerwände mit Öffnungen, Pfahlkopfplatten usw.</p>\n<h2>1. Fachwerkmodell</h2>\n<p>Die Grundannahme bei der Definition eines S&T-Modells ist, dass die Zugfestigkeit des Betons vernachlässigt wird. Ein einfaches Fachwerkmodell besteht aus Elementen, die auf Druck und Zug wirken und das GZT-Verhalten darstellen. Im Allgemeinen ist dies kein komplexes Problem, und die Definition eines grundlegenden S&T-Modells (Abb. 2a) sollte für einen erfahrenen Ingenieur kein Problem darstellen. Doch selbst bei dieser grundlegenden Aufgabe kann die korrekte Bewertung des Modells in Übereinstimmung mit der Entwurfsnorm ein langwieriger, manueller und iterativer Prozess sein.</p>\n<figure data-asset-id=\"59f28d4a-b793-4501-a11a-6ae6245cab70\" data-image-id=\"59f28d4a-b793-4501-a11a-6ae6245cab70\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7aecb55f-dac0-47db-a25c-48082e5e70c4/Untitled%20design.png\" data-asset-id=\"59f28d4a-b793-4501-a11a-6ae6245cab70\" data-image-id=\"59f28d4a-b793-4501-a11a-6ae6245cab70\" alt=\"\"></figure>\n<p><em>Abb. 2 a) S&T-Modell Option 1 b) S&T-Modell Option 2 c) S&T-Modell Option 3</em></p>\n<p>Verankerungen, Knotenbereiche und Querdehnungen in den Streben müssen bewertet werden. Wenn das Modell die Prüfung nicht besteht, muss eine S&T Geometrie angepasst oder ein anderes S&T Modell gewählt werden (Abb. 2b, 2c). Dies führt häufig dazu, dass der Tragwerksplaner die S&T Modellgeometrie nur einmal auswählt und nur den Bewehrungsstab bewertet. Dies kann zu einem erheblichen Fehler führen. Die Wahl des Modells ist immer eine Frage der Erfahrung. Bei komplexeren Strukturdetails ist die Wahl eines S&T-Modells, das dem tatsächlichen Verhalten der Struktur ausreichend entspricht, nicht immer so einfach wie im obigen Fall. Außerdem ist die S&T nur eine Methode für den Entwurf von Grenzzuständen der Tragfähigkeit. Sie ermöglicht nicht die Bemessung von <strong>Grenzzuständen der Gebrauchstauglichkeit (Verformung, Rissbildung)</strong>, die insbesondere bei Bauwerken von erheblicher Bedeutung kritische Nachweise sind, da sie sich direkt auf die Lebensdauer des Bauwerks auswirken.</p>\n<h2>2. Kompatible Spannungsfeldmethode - CSFM</h2>\n<p>CSFM ist eine moderne <strong>nichtlineare Methode</strong> für die Analyse von D-Regionen und Elementen, deren Verhalten auf eine ebene Spannung vereinfacht werden kann, d. h. ein 2D-Modell. Sie basiert jedoch immer noch auf einer grundlegenden und sicheren Annahme der Normen: <strong>Beton wirkt nicht auf Zug</strong>, und alle Spannungen müssen durch Bewehrung übertragen werden. Die kompatible Spannungsfeldmethode (CSFM) ist eine Weiterentwicklung der S&T- und der Spannungsfeldmethode und beseitigt deren oben genannte Hauptnachteile: Unsicherheiten bei der Modellauswahl, Schwierigkeiten bei der Automatisierung und die Unmöglichkeit, Grenzzustände der Gebrauchstauglichkeit zu bewerten.</p>\n<figure data-asset-id=\"6552ad81-c0fa-4071-9b95-00d09eb9fea4\" data-image-id=\"6552ad81-c0fa-4071-9b95-00d09eb9fea4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9e760312-8401-44c8-aae1-020b514876fb/2.png\" data-asset-id=\"6552ad81-c0fa-4071-9b95-00d09eb9fea4\" data-image-id=\"6552ad81-c0fa-4071-9b95-00d09eb9fea4\" alt=\"\"></figure>\n<p><em>Abb. 3 a) Normale Dehnung b) Hauptspannung c) CSFM</em></p>\n<p>Das Prinzip der CSFM kann anhand der <strong>ebenen Spannung</strong> des Grundelements einer Stahlbetonstruktur erklärt werden. Abb. 3a zeigt das 2D-Basiselement in ebener Spannung, wie wir es aus allen Lehrbüchern kennen. Dabei handelt es sich um die Spannung an einem Punkt der Struktur, die beispielsweise durch eine linear-elastische Analyse mit Hilfe der Finite-Elemente-Methode (FEM) ermittelt wird. Das Element ist einer horizontalen Normalspannung <sub>σx</sub>, einer vertikalen Normalspannung <sub>σz</sub> und einer Schubspannung <sub>τxz</sub> ausgesetzt. Aus diesen Spannungen lassen sich die sogenannten<strong> Hauptspannungen</strong> und ihre durch den Winkel θ definierte Richtung bestimmen (Abb. 3b). Das Element wird dann mit der Hauptzugspannung <sub>σ1</sub> und der Hauptdruckspannung <sub>σ2</sub> belastet.</p>\n<p>Wie sieht die Dehnung desselben mit CSFM analysierten Elements aus? Die Dehnung ist in Abbildung 3c dargestellt. Der gestauchte Beton erscheint in der Richtung der Hauptdruckspannung <sub>σ2</sub>. Und es wird ein Spannungsfeld mit der Spannung <sub>σc2</sub> erzeugt. Wie bereits erwähnt, ist die Grundannahme, dass der Beton nicht auf Zug beansprucht wird. Daher wird die transversale Hauptzugspannung <sub>σ1</sub> vom Beton nicht übertragen, und es bildet sich ein Riss senkrecht zu dieser Richtung. Die Spannung <sub>σc1r</sub> muss daher gleich Null sein. Um das Versagen unseres 2D-Elements zu vermeiden, müssen alle Zugspannungen durch die Bewehrung übertragen werden (in Abb. 3c blau dargestellt), die Teil des Berechnungsmodells sein muss.</p>\n<p>Wenn diese Spannungsanalyse mit CSFM<strong> kontinuierlich über den gesamten</strong> zu lösenden<strong> 2D-Bereich</strong> durchgeführt wird, ergibt sich ein kontinuierliches Druckfeld im Beton plus Zug- und Druckspannungen in der Bewehrung. Eine vereinfachte grafische Darstellung des CSFM-Spannungsfeldes ist in Abbildung 4 zu sehen. Zusätzlich zu den Ausnutzungsgraden von Beton und Bewehrung zeigt die Abbildung auch die unterschiedlichen Richtungen der berechneten Spannungen <sub>σc2</sub> entlang der Regionen.</p>\n<figure data-asset-id=\"9739b6d6-2cbc-4745-a590-4a85f7e1862f\" data-image-id=\"9739b6d6-2cbc-4745-a590-4a85f7e1862f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dc56c80f-67f3-481d-a2c8-26dacc258bb2/csfm%20explained%20%281%29.png\" data-asset-id=\"9739b6d6-2cbc-4745-a590-4a85f7e1862f\" data-image-id=\"9739b6d6-2cbc-4745-a590-4a85f7e1862f\" alt=\"\"></figure>\n<p><em>Abb. 4 Gesamtergebnisse aus IDEA StatiCa Detail</em></p>\n<p>Die Analyse eines Details oder einer Struktur mit <strong>CSFM basiert auf der Methode der finiten Elemente</strong>. Der Beton wird mit 2D-Wandelementen modelliert, die Bewehrung mit 1D-Stabelementen (Abb. 7). Die Analyse wird nicht in einem Schritt durchgeführt, da es sich um ein nichtlineares Problem handelt. Die Lasten werden während der Berechnung schrittweise aufgebracht, und die Lösung des nichtlinearen Gleichungssystems wird mit der <strong>Newton-Raphson-Methode</strong> gefunden.</p>\n<p>Die fiktiven verschmierten Risse (<sub>ε1</sub> ist der Mittelwert) werden senkrecht zur Richtung der Hauptspannungen \"gebildet\", die sich während der nichtlinearen Berechnung ändern können, da das Element bei jedem Belastungsinkrement \"progressiv reißt\". Zusammenfassend wird ein fiktiver spannungsfreier rotierender Riss betrachtet.</p>\n<p>Das Ergebnis der FEM-Lösung mit CSFM ist ein kompatibles Spannungsfeld (d.h. der Beton zerfällt im Modell nicht in einzelne, unabhängig voneinander wirkende Streben) und der Dehnungszustand, die über den gesamten zu lösenden 2D-Bereich kontinuierlich sind. Dies ist ein großer Vorteil gegenüber klassischen S&T-Ansätzen und ermöglicht die Automatisierung und Verfeinerung des Berechnungsmodells, wie in den folgenden Abschnitten beschrieben.</p>\n<figure data-asset-id=\"c5bf3113-2223-4ddc-bbab-2131db37ac0c\" data-image-id=\"c5bf3113-2223-4ddc-bbab-2131db37ac0c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/40e41bf7-4a81-4245-bd1b-843963c104e8/3.png\" data-asset-id=\"c5bf3113-2223-4ddc-bbab-2131db37ac0c\" data-image-id=\"c5bf3113-2223-4ddc-bbab-2131db37ac0c\" alt=\"\"></figure>\n<p><em>Abb. 5 Prinzip der Betonerweichung</em></p>\n<p>Die einfache Formulierung des CSFM ermöglicht die Verwendung des standardmäßigen einachsigen parabolisch-rechteckigen Spannungs-Dehnungs-Diagramms für Beton unter Druck entsprechend der Bemessungsnorm. Bekanntlich nimmt die Druckfestigkeit von Beton ab, wenn der Beton durch Querrisse geschädigt wird (Abb. 5). Dieser so genannte <strong>Druckentlastungseffekt </strong>wird in dem Verfahren durch die automatische Berücksichtigung der effektiven Druckfestigkeit des Betons berücksichtigt.</p>\n<p>Ausgehend von der Höhe der Querzugspannungen <sub>ε1</sub> wird der Abminderungsfaktor <sub>kc</sub> bestimmt und das Spannungs-Dehnungs-Diagramm des Betons angepasst (Abb. 5). Da das Feld der Dehnungen im gesamten Bauwerk bekannt ist, kann die effektive Druckfestigkeit des Betons in einzelnen Abschnitten in Abhängigkeit vom lokalen Niveau der Querzugdehnungen <sub>ε1</sub> automatisch berechnet werden.</p>\n<figure data-asset-id=\"6c73faf0-64d4-41ce-b816-520ccadff05a\" data-image-id=\"6c73faf0-64d4-41ce-b816-520ccadff05a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/51628156-5014-4501-8f28-9f3b93783840/1.png\" data-asset-id=\"6c73faf0-64d4-41ce-b816-520ccadff05a\" data-image-id=\"6c73faf0-64d4-41ce-b816-520ccadff05a\" alt=\"\"></figure>\n<p><em>Abb. 6 Prinzip der Zugaussteifung</em></p>\n<p>Weiterhin berücksichtigt das CSFM die <strong>Mitwirkung des Betons zwischen den Rissen (Tension Stiffening) </strong>auf die Bewehrung. Im Berechnungsmodell wird der mittlere Bewehrungsgrad <sub>εm</sub> verwendet. Dann wird das Spannungs-Dehnungs-Diagramm der Bewehrung modifiziert (Abb. 6). Dies ermöglicht eine realistische Darstellung der Steifigkeit einer durch Risse geschädigten Stahlbetonkonstruktion. Es gilt jedoch weiterhin, dass die Zugfestigkeit des Betons nicht zur Tragfähigkeit beiträgt. Die maximale Spannung in der Bewehrung <sub>σsr</sub> in den Rissen ist für die Bemessung entscheidend (Abb. 6).</p>\n<p>CSFM verwendet gängige einachsige Materialmodelle (Spannungs-Dehnungs-Diagramme), die in <strong>Bemessungsnormen</strong> definiert sind. Der Standardansatz, die Methode der Teilsicherheitsbeiwerte, wird dann zur Bewertung des GZT verwendet. Die Einfachheit der Methode macht sie für die technische Praxis geeignet und steht im Einklang mit den Bemessungsnormen.</p>\n<p>Obwohl es sich um eine nichtlineare FEA-Analyse handelt, muss der Tragwerksplaner keine zusätzlichen Materialeigenschaften und Betoneigenschaften in die Berechnung eingeben, die möglicherweise in der Entwurfsphase noch gar nicht zur Verfügung stehen und die notwendig sind, z. B. FEA-Analysen, die nichtlinear sind und auf Bruchmechanik basieren. Wie bereits angedeutet, besteht ein großer Vorteil der CSFM-Analyse neben den Grenzzuständen der Tragfähigkeit in der Möglichkeit, die <strong>Grenzzustände der Gebrauchstauglichkeit</strong> zu bewerten<strong>: Durchbiegungen, Spannungsbegrenzungen und insbesondere die Rissbreite</strong>.</p>\n<figure data-asset-id=\"6c090b06-f906-4e6e-9016-d73de172f321\" data-image-id=\"6c090b06-f906-4e6e-9016-d73de172f321\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8fd3f66a-63b9-4aba-bb10-9e12889ed7d4/Finite%20element%20model.png\" data-asset-id=\"6c090b06-f906-4e6e-9016-d73de172f321\" data-image-id=\"6c090b06-f906-4e6e-9016-d73de172f321\" alt=\"\"></figure>\n<p><em>Abb. 7 Beispiel für die Darstellung eines Finite-Elemente-Modells in IDEA StatiCa Detail</em></p>\n<p>(Abb. 7) Das FEM-Modell in CSFM setzt sich aus mehreren Arten von finiten Elementen zusammen:</p>\n<ul>\n <li>1-D Element mit axialer Steifigkeit für die Bewehrung</li>\n <li>2-D isoparametrisches Element für den Beton</li>\n <li>Endfedern für das Verankerungsmodell der Bewehrung mit Endbehandlung</li>\n <li>Spezielles 2-D-Element zur Modellierung der Kohäsion zwischen Bewehrung und Beton</li>\n <li>Starre und interpolierende Kopplungselemente (Multi-Point Constraints, MPC) zwischen Betonstahl und Beton</li>\n</ul>\n<p>Es hat sich gezeigt, dass die CSFM trotz der Einfachheit der Formulierung sehr gute Vorhersagen über das Verhalten und die Tragfähigkeit des Bauteils liefert. Mit anderen Worten, die Methode eignet sich beispielsweise nicht für die Bemessung von Trägern ohne Querkraftbewehrung, die ein potenziell sprödes Verhalten aufweisen. <a data-item-id=\"1e879886-9e36-49e1-acb1-e6001361531f\" href=\"\">Überprüfungen</a> der Methode, einschließlich Experimenten, finden sich in [1]. Eine detailliertere Beschreibung der Methode ist auch im Abschnitt <a data-item-id=\"0000c94c-b603-48c4-8d31-bc56d7c95886\" href=\"\">Theoretischer Hintergrund</a> zu finden.</p>\n<p>Es ist klar, dass die Prinzipien der CSFM-Methode allgemein sind und ihre Anwendung daher nicht auf D-Regionen beschränkt ist, sondern für die Modellierung ganzer Bauteile, z. B. Fertigteilträger, verwendet werden kann, und wo das Element zu einem ebenen 2D-Modell vereinfacht werden kann. Die Methode und ihre Umsetzung in Software (IDEA StatiCa Detail) wurden auch um die Möglichkeit erweitert, <strong>vorgespannte und nachgespannte Bewehrung</strong> zu spezifizieren.</p>\n<h2>3. Beispiel für den Entwurf einer Pfeilerkappe</h2>\n<p>Die praktische Anwendung von CSFM wird anhand des Entwurfs des Brückenpfeilers in Abbildung 8 gezeigt. Es handelt sich um den zweiten Pfeiler einer durchgehenden Brücke mit drei Spannweiten von 30,0 m, 42,0 m und 30,0 m. Die Betongüte in C40/50 und die Dicke (in Brückenlängsrichtung) beträgt 2,0 m.</p>\n<figure data-asset-id=\"9d541a10-b879-4d35-a6f8-4e85fa9843a6\" data-image-id=\"9d541a10-b879-4d35-a6f8-4e85fa9843a6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7bd9ebbf-5d30-448a-93e2-c89641d05677/4.png\" data-asset-id=\"9d541a10-b879-4d35-a6f8-4e85fa9843a6\" data-image-id=\"9d541a10-b879-4d35-a6f8-4e85fa9843a6\" alt=\"\"></figure>\n<p><em>Abb. 8 Pfeilerkopf: a) Zusammenfassender Entwurf; b) Druckspannung im Beton in GZT; c) Zugspannung in der Bewehrung in GZT; d) Rissbreite in GZG</em></p>\n<p>Am oberen Ende des Pfeilers wurde zunächst ein Querträger aus B500-Bewehrung 20xϕ28+20xϕ25 - die oberen vier Lagen - bemessen. Bild 8a zeigt eine zusammenfassende Bemessung im Grenzzustand der Tragfähigkeit, in der die Druckspannungen im Beton, die Richtungen der Druckspannungen und die Spannungen in der Bewehrung angegeben sind. Die detailliertere Spannungsverteilung im Beton und in der Bewehrung ist dann in den Bildern 8b und 8c dokumentiert. Die Querbewehrung liegt knapp unterhalb der Streckgrenze, auch die Spannungen im Beton (und die relativen Dehnungen) sind bei GZT zufriedenstellend. Das Ergebnis der Rissbreitenberechnung (Abb. 8d) zeigt jedoch, dass die Bemessung in <strong>GZG</strong> nicht erfüllt ist: <sub>wmax</sub> = 0,36 mm > <sub>wlim</sub> = 0,3 mm. <strong>Um die Grenzrissbreite einzuhalten, ist es notwendig, die Bewehrung</strong> des Querträgers auf 20xϕ32+20xϕ28 zu <strong>erhöhen</strong>. Im Fall von <sub>wlim</sub> = 0,2 mm müsste die Bewehrung des Querträgers sogar auf 24xϕ32+24xϕ28 erhöht werden.</p>\n<h2>Schlussfolgerung</h2>\n<p>CSFM eignet sich für die Ingenieurpraxis, weil es <strong>einfache Materialmodelle</strong> verwendet<strong>, die in einer Bemessungsnorm definiert sind</strong>. Neben den Grenzzuständen der Tragfähigkeit ermöglicht es auch die Bemessung von Grenzzuständen der Gebrauchstauglichkeit. Für diese war die Bewertung mit Hilfe von Fachwerkmodellen bisher nur schwer vorstellbar. Durch die Implementierung der Methode in <strong>IDAStatiCa Detail</strong> ist es dann möglich, das Tragwerksverhalten realistisch zu erfassen und Diskontinuitätsbereiche effizient und sicher zu bemessen.</p>\n<p>Entwickelt wurde das CSFM vor allem durch die Arbeit von Professor Walter Kaufmann, Leiter der Professur für Tragwerksplanung an der Eidgenössischen Technischen Hochschule (ETH) Zürich. Er und sein Team haben die <a data-item-id=\"0dd36e25-63b2-4d63-a33e-6043644fda4f\" href=\"\">Methode und ihre Softwareimplementierung</a> auch <a data-item-id=\"0dd36e25-63b2-4d63-a33e-6043644fda4f\" href=\"\">verifiziert</a>.</p>\n<h2>Literatur</h2>\n<p>[1] KAUFMANN, Walter, et al: Verträgliche Spannungsfeldbemessung von Konstruktionsbeton, ETH Zürich, 2020, ISBN 978-3-906916-95-8,</p>\n<p>[2] KAUFMANN, W., MARTI, P.: Structural Concrete: Cracked Membrane Model. Zeitschrift für Hochbau 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.: Numerische Analyse von experimentell geprüften Rahmenecken mit Öffnungsmomenten mittels der Compatible Stress Field Method (CSFM). In: Computational Modelling of Concrete and Concrete Structures, S. 694-03. CRC Press, 2022 <a href=\"https://doi.org/10.1201/9781003316404\">https://doi.org/10.1201/9781003316404</a></p>\n<h2>Autor</h2>\n<p>Ing. Pavel Kaláb, Ph.D.</p>\n<p>IDEA StatiCa s.r.o.</p>"
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"value": "<p>Neben den <a data-item-id=\"2930d8aa-f173-4be0-a2eb-6142785d5361\" href=\"\">Highlights der Version 24.1</a> finden Sie hier eine vollständige Liste der neuen Funktionen:</p>\n<h2>Beton</h2>\n<p><strong>Detail 3D (nur Eurocode)</strong></p>\n<ul>\n <li><a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\">3D Detail verlässt die BETA-Phase</a> und ist für Verankerung verifiziert</li>\n <li><a data-item-id=\"9cbe085e-7b89-4860-a28d-33fe19f1c4ae\" href=\"\">Schubübertragung</a> durch Anker, Schubknagge und Reibung</li>\n <li><a data-item-id=\"270b17d4-280e-4c4b-b83e-ae25015afb38\" href=\"\">Vollständiger Verbindungsexport mit neuen Elementen</a></li>\n <li><a data-item-id=\"853de83d-1111-46f4-a95d-4a21630613a9\" href=\"\">Verbesserung der Ergebnisinterpretation</a> - Schnitte, Spannungsnachweis</li>\n <li><a data-item-id=\"a2cf325c-75de-43ad-a564-623204b11903\" href=\"\">Arbeitsebenen-Raster</a> für den Entwurf neuer Elemente</li>\n <li>Feines Netz um Anker und 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data-item-id=\"1d9b89d5-be91-46c0-9463-87c60c0a42c3\" href=\"\">Schnelle Reaktion der Connection-App</a></li>\n <li><a href=\"https://www.ideastatica.com/support-center/project-item-and-material-management#buckling-in-every-project\">Knickberechnungen im Backstage-Menü</a></li>\n <li><a href=\"https://www.ideastatica.com/support-center/regional-improvements-in-24-1#Theoretical-background-in-Report-updated\">Theoretischer Hintergrund im Bericht</a> auf Italienisch und Portugiesisch</li>\n <li><a href=\"https://www.ideastatica.com/support-center/how-to-import-a-plate-from-dxf#Smooth-import-of-plate-shape-from-dxf\">Reibungsloser Import von Plattenformen aus DXF</a></li>\n <li><a href=\"https://www.ideastatica.com/support-center/parametric-templates-in-connection-library#Common-properties-in-parametric-template\">Verbesserte parametrische Entwurfsvorlagen</a></li>\n <li><a data-item-id=\"c45b2f39-b0a5-483f-a187-0c9e3d67683e\" href=\"\">Regionale Verbesserungen</a></li>\n <li><a data-item-id=\"4788d48e-6df5-4028-b282-8699303315b0\" href=\"\">Automatische Auswahl der Norm für den Verankerungsnachweis</a></li>\n <li><a data-item-id=\"939df342-cb53-4862-aef6-f71038dcbd91\" href=\"\">Vernetzung um Schrauben und Bolzen</a></li>\n</ul>\n<h2>BIM und Checkbot</h2>\n<ul>\n <li><a data-item-id=\"4b69e0c2-0658-4549-93fe-00a12c4a7900\" href=\"\">Multi-Management und Gruppierungswerkzeuge in Checkbot</a></li>\n <li><a data-item-id=\"634feb76-63f1-49fd-b680-f4ff75195c99\" href=\"\">Parameter für jedermann nutzbar gemacht</a></li>\n <li><a data-item-id=\"9a784358-0e6c-4525-8a9c-b675bd76931e\" href=\"\">HILTI PROFIS-Plugin in Checkbot</a></li>\n <li><a data-item-id=\"eaf4fb86-4078-4f47-8de7-162a1e35d871\" href=\"\">60% schnellere FEA-Importe in Checkbot</a></li>\n <li><a href=\"https://www.ideastatica.com/support-center/exporting-an-ifc-file-from-idea-statica#IFC-export-from-Checkbot\">IFC-Export aus Checkbot</a></li>\n <li><a data-item-id=\"480c794c-f3e6-4d3f-9c86-1cdb864de793\" href=\"\">Erweiterter Import von Konnektoren aus CAD-Tools</a></li>\n <li><a data-item-id=\"91e1b7d3-99d7-4a8a-81ee-8a65faf95b18\" href=\"\">Unterstützte BIM-Links in Version 24.1</a></li>\n</ul>\n<h2>Benutzerfreundlichkeit und Lizenzierung</h2>\n<ul>\n <li><a data-item-id=\"e19f7ee2-b429-4cc4-9879-5c9bb8e42a1f\" href=\"\">Projekt-Einstellungen</a></li>\n <li><a data-item-id=\"eef900db-352e-4c9b-9a4c-4906627857ad\" href=\"\">Gemeinsame Einstellungen für die gesamte Werkzeugpalette</a></li>\n <li><a data-item-id=\"e9466502-2ceb-47a3-a609-499c9c072581\" href=\"\">Single Sign-on für die öffentliche Nutzung</a></li>\n <li><a data-item-id=\"e89674ed-d5af-49c1-aa2b-31b486a16302\" href=\"\">Schließen der Lücke zwischen Viewer und Verbindung</a></li>\n <li><a href=\"https://www.ideastatica.com/support-center/license-usage-analytics-in-the-user-portal#User-usage-analytics\">Berichte über die Lizenznutzung im 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"value": "<h2>Kompatibilität der Versionen</h2>\n<p>Die Version der IDEA StatiCa Software (z.B. 22.1.3.0789) wird durch eine Zahl beschrieben, die sich aus der Hauptversion (22), der Nebenversion (.1), der Patch-Nummer (.3) und der Build-Nummer (.0789) zusammensetzt.</p>\n<p>Jede Haupt- und Nebenversion von IDEA StatiCa Anwendungen ändert die Projektdaten und macht es unmöglich, sie in den vorherigen Versionen zu verwenden. Das heißt, wenn Sie ein Projekt in Version 22.1 erstellen oder speichern, können Sie es nicht in 22.0 öffnen.</p>\n<p>Patches innerhalb der gleichen Version sind jedoch kompatibel, d.h. wenn Sie ein Projekt in Patch 22.1.3 erstellen oder speichern, können Sie es trotzdem in Patch 22.1.0 öffnen.</p>\n<p>Die Cloud-Dienste, wie z.B. der <a data-item-id=\"5b39bcd0-4f5e-463d-9ef7-b6dd5cdf58ee\" href=\"\">Viewer</a>, erzeugen immer Projektdateien in der neuesten IDEA StatiCa Version und dem neuesten Patch.</p>\n<h2>Öffnen eines alten Projekts in einer neueren Version</h2>\n<p>Modelle, die in älteren Versionen von IDEA StatiCa erstellt wurden, können Unterschiede aufweisen, wenn Sie auf die neueste Version aktualisieren. Wenn Sie auf eine neuere Version des Programms aktualisieren, können Sie einige Unterschiede beim Öffnen von Modellen feststellen, die in älteren Versionen erstellt wurden.</p>\n<p>Um sich auf den neuesten Stand zu bringen, lesen Sie bitte die <a href=\"https://www.ideastatica.com/support-center-release-notes\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">Versionshinweise</a> für jede veröffentlichte Haupt- und Nebenversion, zusammen mit den Patch-Updates und den <a data-item-id=\"26e29f8c-f439-430a-8ffd-f16af55d4c31\" href=\"\">Listen der behobenen Fehler</a>.</p>\n<p>Nachfolgend finden Sie eine Liste der wichtigsten Änderungen für jede neue Version des Programms, die zu einigen Änderungen bei den Ergebnissen führen können:</p>\n<h3>Änderungen in Version 25.1</h3>\n<p>STAHL</p>\n<ul>\n <li><a href=\"https://preview.ideastatica.com/support-center/smooth-results-with-precise-meshing#25-1-CHS-mesh\">Aktualisierung des FEM-Netzes für CHS-Stäbe</a></li>\n <li><a href=\"https://preview.ideastatica.com/support-center/updated-cbfem-solver#member-calculation-25-1\">Gestufte Analyse im Stab</a></li>\n <li><a href=\"https://preview.ideastatica.com/support-center/steel-pins#25-1-pin-buckling\">Knickberechnung von Modellen mit Stiften</a></li>\n <li><a href=\"https://preview.ideastatica.com/support-center/connection-analysis-0-or-doesn-t-reach-100#warning-big-deformation\">Warnung vor großen Verformungen</a></li>\n</ul>\n<p>BETON</p>\n<p>Das zugrunde liegende Analysemodell wurde in mehreren wesentlichen Punkten verbessert. Das Dübelnetz wurde verfeinert, die Verbundsteifigkeit wurde neu kalibriert, und das gesamte System der Zwänge zwischen Dübeln und Betonblock wurde verbessert, um das reale Last-Rutsch-Verhalten besser wiederzugeben. Darüber hinaus wurde die Kontaktinteraktion, die das Aufliegen der Anker auf dem Beton unter Scherbelastung darstellt, auf der Grundlage interner Forschung, verschiedener Studien und Richtlinien angepasst. Insgesamt verbessern diese Verfeinerungen den Realismus des Lastabtragungsmechanismus, was bedeutet, dass sich die Ergebnisse von früheren Versionen unterscheiden können - sie sind in der Regel realistischer und weniger konservativ, bleiben aber dennoch sicher.</p>\n<p>Lesen Sie die <a data-item-id=\"e10d94b2-d7f4-48d0-ba3b-0ac3e73a8fb9\" href=\"\">Highlights</a> und die <a data-item-id=\"44b90fbb-8348-4643-8966-823b2c71587b\" href=\"\">vollständige Liste der Verbesserungen</a> in den Release Notes IDEA StatiCa 25.1.</p>\n<h3>Änderungen in Version 25.0</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"19493ffb-f7cc-4070-8da9-7de73a4104fb\" href=\"\">Geometrisch nichtlineare Analyse</a> (GMNA)</li>\n <li><a data-item-id=\"39838f72-2f1e-4385-9393-952efa63dc20\" href=\"\">Schweißnahtausbreitungsbereich</a></li>\n</ul>\n<p>Lesen Sie die <a data-item-id=\"4092856c-6824-4dcf-b42e-4a7a9b561c83\" href=\"\">Highlights</a> und die <a data-item-id=\"16ee2c44-5334-4be9-8cc8-5100e7211880\" href=\"\">vollständige Liste der Verbesserungen</a> in den Release Notes IDEA StatiCa 25.0.</p>\n<h3>Änderungen in Version 24.1</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"4788d48e-6df5-4028-b282-8699303315b0\" href=\"\">Automatische Codeauswahl für den Verankerungsnachweis</a></li>\n <li><a data-item-id=\"939df342-cb53-4862-aef6-f71038dcbd91\" href=\"\">Vermaschung um Bolzen- und Stiftlöcher verbessert</a></li>\n</ul>\n<p>BETON</p>\n<ul>\n <li><a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\">3D Detail ist aus BETA heraus</a> und für die Verankerung verifiziert</li>\n <li><a data-item-id=\"9cbe085e-7b89-4860-a28d-33fe19f1c4ae\" href=\"\">Scherübertragung</a> durch Anker, Scherfahnen und Reibung</li>\n <li><a data-item-id=\"d575da28-1aec-48ce-859e-9a977926e976\" href=\"\">Seitliches Biegedrillknicken</a> (nur Eurocode)</li>\n</ul>\n<p>Lesen Sie die <a data-item-id=\"2930d8aa-f173-4be0-a2eb-6142785d5361\" href=\"\">Highlights</a> und die <a data-item-id=\"17d58b3b-ad50-4d8b-9be5-8c387010e618\" href=\"\">vollständige Liste der Verbesserungen</a> in den Release Notes IDEA StatiCa 24.1.</p>\n<h3>Änderungen in Version 24.0</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"a812ce0d-b124-4e23-a47a-c23596542092\" href=\"\">Warnung bei Überschreitung der Flächenlast im Stab</a> (Patch 23.1.1)</li>\n <li><a data-item-id=\"af78d64f-182b-4c58-ac7d-4f5e02505e9b\" href=\"\">Erweitern Sie den Stab mit der Schnittoperation</a></li>\n</ul>\n<p>ZUSAMMENBAU</p>\n<ul>\n <li><a data-item-id=\"431204ff-fe93-46cb-ab0c-eb74dc6bff6d\" href=\"\">Genaue Berechnung der Scherfestigkeit von Platten</a> (Patch 23.1.2)</li>\n</ul>\n<p>BIM und CLOUD-DIENSTE</p>\n<ul>\n <li><a data-item-id=\"e6265d1f-5135-46de-91cf-05c783c4ffc8\" href=\"\">Checkbot Free structural design hub für alle unterstützten FEA- und CAD-Programme</a> und Beendigung der kostenlosen Viewer-Plugins</li>\n</ul>\n<p>Lesen Sie die <a data-item-id=\"d20b6ced-cb86-4b2c-9488-1788032ab730\" href=\"\">Highlights</a> und die <a data-item-id=\"52afe115-4e0f-4c6a-be42-e82757fdb937\" href=\"\">vollständige Liste der Verbesserungen</a> in den Release Notes IDEA StatiCa 24.0.</p>\n<h3>Änderungen in Version 23.1</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"b4706514-8348-4710-918e-fd6b6e80c5f5\" href=\"\">Schweißnähte - Autodesign, Eingabe, Warnungen, Visualisierung</a></li>\n <li><a data-item-id=\"a92ec89a-9706-46a2-9681-e08ce1a1cec9\" href=\"\">Eingabe und Visualisierung der Querkraftposition</a> (seit Patch 23.0.5)</li>\n <li><a data-item-id=\"1352883b-0a63-4fa5-b379-7fa5536c9b4e\" href=\"\">Streckgrenzenreduzierung für hochfeste Stahlhohlprofile</a></li>\n <li><a data-item-id=\"139d124d-d3e0-463d-979a-86ae271d3e81\" href=\"\">Warnung für Schweißnähte und Bolzen, die dieselben Bleche verbinden</a> (seit Patch 23.0.4)</li>\n <li><a data-item-id=\"1148f543-3884-4985-b774-b8cc13147689\" href=\"\">Erkennung von Füllblechen (Packplatten)</a> (seit Patch 23.0.3)</li>\n <li><a data-item-id=\"5f4c7d1f-5145-4fa0-a9bf-535808187857\" href=\"\">Detailverbesserungen für Schrauben und Schweißnähte im Eurocode</a> (seit Patch 23.0.2)</li>\n <li><a data-item-id=\"26962c6a-7395-4994-b91c-2f02923d157f\" href=\"\">Einschränkungen beim Nachweis von Ankern</a> (seit Patch 23.0.2)</li>\n <li><a data-item-id=\"2cc695f0-16cc-40cf-87c4-c5f8c4ca6605\" href=\"\">Detaillierte Berechnung der Materialwerte für die Verbindungsbemessung, die in der Ergebnistabelle der Platten angezeigt werden</a></li>\n <li>AISC-Stahl und Schraubenwerkstoffe für AISC360-22 (seit Patch 23.0.4)</li>\n <li><a data-item-id=\"e9a04b3d-e2e6-4408-b09d-8403b233380f\" href=\"\">Singularitätserkennung im Stab</a> (seit Patch 23.0.3)</li>\n</ul>\n<p>BETON</p>\n<ul>\n <li><a data-item-id=\"808008d4-d25a-403f-a4cd-ed61e1c71203\" href=\"\">Fortschritte bei der Interaktionsprüfung in RCS</a> (seit Patch 23.0.2)</li>\n</ul>\n<p>Lesen Sie die vollständige Liste der Verbesserungen in den <a data-item-id=\"068f049a-e99f-4d33-9148-692c33fad018\" href=\"\">Release Notes IDEA StatiCa 23.1</a>.</p>\n<h3>Änderungen in Version 23.0</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"b43e9a21-f95d-40c7-96be-62c96573bc3b\" href=\"\">Qualifikationsprüfungen von seismisch präqualifizierten Verbindungen für AISC</a></li>\n <li><a data-item-id=\"20bea177-2a2e-4326-adb2-82c7e021cae7\" href=\"\">Aktualisierung der Normen ANSI/AISC 360-22, CSA S16:19 und Taiwain-Abschnitte</a></li>\n <li><a data-item-id=\"d4c5223a-47bd-4c4a-b3cf-041381232705\" href=\"\">Anker mit Abstandshalter</a> (seit Patch 22.1.5)</li>\n <li><a data-item-id=\"1fa719d0-2d65-42bb-b892-7b1bdb540d77\" href=\"\">Eurocode-Updates zu dünnwandigen Bauteilen und Ankern</a></li>\n <li><a data-item-id=\"5f4c7d1f-5145-4fa0-a9bf-535808187857\" href=\"\">Detailverbesserungen für Bolzen und Schweißnähte in Eurocode</a> (seit Patch 23.0.2)</li>\n <li><a data-item-id=\"26962c6a-7395-4994-b91c-2f02923d157f\" href=\"\">Beschränkungen beim Nachweis von Ankern</a> (seit Patch 23.0.2)</li>\n <li><a data-item-id=\"ae8ec5d5-7aff-4dc1-9e94-a414912414c1\" href=\"\">Kantenindizierung in Stab- und Verbindungsmodellen</a></li>\n <li><a data-item-id=\"f1af1623-b7a3-4b77-8562-18cddae30194\" href=\"\">Auswahl von Lastextremen</a> (seit Patch 22.1.3)</li>\n</ul>\n<p>BETON</p>\n<ul>\n <li><a data-item-id=\"77cd8496-7dd0-44e8-8153-3f7498958c0c\" href=\"\">Begrenzter Spannungsnachweis im Detail</a></li>\n <li><a data-item-id=\"11765fc5-842e-4fe5-afed-c54104da47d5\" href=\"\">Implementierung von Langzeitverlusten in Detail</a></li>\n <li><a data-item-id=\"b2f21cdf-2d85-4815-ad24-fbe41ac65093\" href=\"\">Verbesserungen für ACI 318-19 im Detail</a></li>\n <li><a data-item-id=\"358763b8-7373-444f-ab5f-d207d38e281b\" href=\"\">Verbesserungen bei der kaiserlichen Rundung im Detail</a></li>\n <li><a data-item-id=\"9e5fe158-5f4a-4be7-ad2b-63ccbd5b419e\" href=\"\">Äquivalente Zeit für die Durchbiegung in Beam</a> (seit Patch 22.1.3)</li>\n <li><a data-item-id=\"fcf88cfa-ef51-4afa-a139-917a5f1f8cbb\" href=\"\">Dreiecksnetz in Betonbauteil</a></li>\n <li><a data-item-id=\"808008d4-d25a-403f-a4cd-ed61e1c71203\" href=\"\">Verbesserungen bei der Interaktionsprüfung in RCS</a> (seit Patch 23.0.2)</li>\n</ul>\n<p>Lesen Sie die vollständige Liste der Verbesserungen in den <a data-item-id=\"9a275699-6cf5-48a3-ac7c-1154c4c1331a\" href=\"\">Release Notes IDEA StatiCa 23.0</a>.</p>\n<h3>Änderungen in Version 22.1</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"eed5a14c-0581-42b1-8a67-7181fb8d4fdf\" href=\"\">Winkel zur Maserung der Stahl-Holz-Verbindungen</a></li>\n</ul>\n<p>BETON</p>\n<ul>\n <li><a data-item-id=\"eac075cc-9e8a-4d0b-b678-e94b527863df\" href=\"\">GMNIA-Löser erweitert um Scher- und Torsionseffekte</a></li>\n</ul>\n<p>Lesen Sie die vollständige Liste der Verbesserungen in den <a data-item-id=\"8136efc3-3a87-48df-9cb2-890edbe4cfb2\" href=\"\">Release Notes IDEA StatiCa 22.1</a>.</p>\n<h3>Änderungen in Version 22.0</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"da6f80aa-abfd-4e64-b691-1dc7ea8e3d4c\" href=\"\">Lasten im Gleichgewicht als Standard</a></li>\n <li><a data-item-id=\"a2f4a486-315f-4571-a9b3-abdcfff0b7a8\" href=\"\">Ermüdungsanalyse - wie die Ergebnisse angezeigt werden</a></li>\n <li><a data-item-id=\"f89307a5-4bac-4632-bb5f-1a2586f199a3\" href=\"\">Warnung vor durchgehenden Schrauben für Hohlprofile</a></li>\n <li>Update von Connection Lite</li>\n</ul>\n<p>KONKRET</p>\n<ul>\n <li><a data-item-id=\"293fcced-8994-4a81-a805-88267657c66a\" href=\"\">Aktualisierung der Exzentrizitätsdefinition einer Normalkraft für Betonstützen nach Eurocode</a></li>\n</ul>\n<p>Lesen Sie die vollständige Liste der Verbesserungen in den <a data-item-id=\"29c317b9-212a-4207-8b4f-16d75c99ea4d\" href=\"\">Release Notes IDEA StatiCa 22.0</a>.</p>\n<h3>Änderungen in Version 21.1</h3>\n<p>STEEL</p>\n<ul>\n <li><a data-item-id=\"c3e0558d-c799-44e3-8961-57cdbc9434d9\" href=\"\">Lagertypoptionen für Schrauben ab Version 21.1</a></li>\n <li><a data-item-id=\"6a1966e1-7905-4ced-a002-c8f568072d4c\" href=\"\">Spezifische Schweißnahtnachweise gemäß Eurocode (EN) und Indischem Standard (IS)</a></li>\n <li><a data-item-id=\"7510a749-ad18-4a34-bacf-44b7b9647bde\" href=\"\">Aktualisierung des Gleitschutznachweises gemäß SP 16</a></li>\n</ul>\n<p>Benutzer des <strong>Vorlagenmanagers</strong> können <a data-item-id=\"f15a7793-7b4f-4714-b8aa-13f6579d95e6\" href=\"\">ihre Entwürfe</a> mit der Version 21.1 <a data-item-id=\"f15a7793-7b4f-4714-b8aa-13f6579d95e6\" href=\"\">in die neue Verbindungsbibliothek übertragen</a>.</p>\n<p>Lesen Sie die vollständige Liste der Verbesserungen in den <a data-item-id=\"6e8b2b16-b334-4518-9317-cf64b8503410\" href=\"\">Release Notes IDEA StatiCa 21.1</a>.</p>\n<h3>Änderungen in Version 21.0</h3>\n<p>Die größte Änderung seit Version 21.0 betrifft das analytische Modell der Stäbe in Connection. Lesen Sie bitte den Artikel <a data-item-id=\"521c376f-96f7-4217-b0ee-29cc1d404d34\" href=\"\">Aktualisierter CBFEM-Löser</a> und den Blogbeitrag <a data-item-id=\"2b6ef976-6002-4d3a-aea1-1d974d1b2599\" href=\"\">Kondensierte Superelemente - unsichtbar, aber wichtig</a>. Die Auswirkungen der Änderungen sind auch im Artikel <a data-item-id=\"d6b52773-3d62-47c6-b200-ea5d94f669b8\" href=\"\">Verbesserungen des Analysemodells in IDEA StatiCa Version 21.0</a> beschrieben.</p>\n<p>Lesen Sie die vollständige Liste der Verbesserungen in den <a data-item-id=\"d5c25f3a-9cbb-47f7-b5a8-57d34bfb7e50\" href=\"\">Release Notes IDEA StatiCa 21.0</a>.</p>\n<h3>Änderungen in Version 20.1</h3>\n<p>Hier finden Sie Artikel, die die wichtigsten Unterschiede zwischen der älteren und der neueren Version beschreiben.</p>\n<ul>\n <li><a data-item-id=\"8f9596de-f78e-4169-ad3a-79d88ef7bd6f\" href=\"\">Verbessertes Modell der Kontakte</a></li>\n <li><a data-item-id=\"040fcb75-d544-4d75-bc49-182d150177d7\" href=\"\">Verbessertes Modell für Stumpfnähte</a></li>\n <li><a data-item-id=\"26804761-f112-4709-a9a5-4f54410ddc34\" href=\"\">Bolzenlagerabstände für Eurocode</a></li>\n <li><a data-item-id=\"16cdb752-6f79-408d-81b6-cc33f0b41778\" href=\"\">Exzentrizität der Verbindungsplatte</a></li>\n</ul>\n<p>Lesen Sie die vollständige Liste der Verbesserungen in den <a data-item-id=\"28c5e551-7dcf-4aed-93a1-97e001d6f3bc\" href=\"\">Release Notes IDEA StatiCa Steel 20.1</a> und <a data-item-id=\"79ff8a70-a79d-483c-8ce8-218a5f43cadc\" href=\"\">Release Notes IDEA StatiCa Concrete 20.1</a>.</p>\n<h3>Änderungen in Version 20</h3>\n<p><strong>Überarbeitung des Stollenherstellungsprozesses</strong></p>\n<p>In der Vorgängerversion wurden bei der Herstellung von Stollen manchmal die Schenkel des L-Querschnitts vertauscht, vor allem wenn die Stäbe um die Längsachse gedreht wurden. Von nun an werden die L-Profile korrekt positioniert, und die Ausrichtung der Schenkel wird beibehalten, während das Element gedreht wird. Der neue Mechanismus basiert auf der neuen Stabpositionierung (durch seine LCS-Koordinaten - und nicht durch seine Rotationen).</p>\n<p><strong>Lokale Koordinatensysteme der Stäbe in FEA/CAD-Anwendungen</strong></p>\n<p>Alle Stabelemente in FEA/CAD-Anwendungen werden so erstellt, dass ihre Definitionsachse einen Anfangs- und einen Endpunkt hat. Diese beiden Punkte werden als Vektor genommen, um das lokale Koordinatensystem des Stabes zu definieren. In jedem FEA/CAD-Anwendungsprojekt sind diese Dateninformationen gespeichert und können beim Import verwendet werden. Wir haben uns das zunutze gemacht, um die Korrektheit des Imports unserer BIM-Link-Geometrie zu verbessern. Andererseits ändert es die Spielregeln, und der Benutzer muss darauf achten, wie das Modell in FEA/CAD erstellt wird, da dies auch Auswirkungen auf das CBFEM-Verbindungsmodell hat. Wir empfehlen, beim Importieren von FEA/CAD-Projekten in die Version 20 darauf zu achten, dass das lokale Koordinatensystem der Mitglieder das Modell verändert und der Unterschied zu dem in die vorherigen Versionen importierten Modell eminent ist.</p>\n<figure data-asset-id=\"598f53c8-737d-4644-8ad8-b1803561fe51\" data-image-id=\"598f53c8-737d-4644-8ad8-b1803561fe51\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8df14b81-7a90-42db-9b62-e7e511acf069/CleatRefactoring.png\" data-asset-id=\"598f53c8-737d-4644-8ad8-b1803561fe51\" data-image-id=\"598f53c8-737d-4644-8ad8-b1803561fe51\" alt=\"\"></figure>\n<p><strong>Kompatibilität der Projekte der Mitgliedsanwendungen</strong></p>\n<p>IDEA StatiCa Member Application durchläuft eine agile Entwicklung, insbesondere die Datenspeicherarchitektur und die geführte Benutzeroberfläche. Aus diesem Grund kann es vorkommen, dass Projekte, die in älteren Versionen erstellt wurden, in Version 20 nicht korrekt geöffnet werden können oder die Anwendung sie nicht öffnen kann. Bitte beachten Sie dies und entschuldigen Sie IDEA StatiCa für die Unannehmlichkeiten.</p>\n<p>Lesen Sie die vollständige Liste der Verbesserungen in den <a data-item-id=\"4ba1aea8-5819-4504-bfc7-717be84625d1\" href=\"\">Release Notes IDEA StatiCa Steel 20.0</a> und <a data-item-id=\"2c50b5cb-2dde-450d-89bd-989d1b561084\" href=\"\">Release Notes IDEA StatiCa Concrete 20.0</a>.</p>\n<h3>Änderungen in Version 10.1 und älter</h3>\n<p>Einer der Gründe für die neue GUI ist, dass viele Ingenieure gesagt haben: \"IDEA StatiCa Connection muss fehlersicherer werden\". Diese \"Fehler\" beziehen sich normalerweise auf:</p>\n<ul>\n <li>Die Einstellung der korrekten <strong>Stablänge</strong> - bei extrem kurzen oder langen Stäben kann dies die Ergebnisse massiv beeinflussen. Seit Version 9 setzt IDEA StatiCa Connection automatisch eine angemessene Länge für alle Stäbe.</li>\n <li><strong>Schweißnähte </strong>- die plastische Spannungsverteilung ist die bei weitem genaueste Bemessungsmethode für Schweißnähte und wurde in Version 7.1 eingeführt. Während der Version 8 - und in einer Übergangsphase - war sie die Standardmethode, die neben den anderen Bewertungsmethoden existierte. Seit Version 9 ist diese Methode die einzige verfügbare Option, und die anderen Bewertungsmethoden wurden entfernt, um Verwirrung bei den Benutzern zu vermeiden, wie wir über unseren Helpdesk feststellen konnten. Dadurch wird sichergestellt, dass alle Schweißnähte im Projekt sicher entworfen sind und den Vorschriften entsprechen.</li>\n</ul>\n<p>Wir haben mehrere <strong>Kontrollmechanismen</strong> für IDEA StatiCa Connection seit Version 9.0 implementiert - automatische Prüfung, wenn die Verbindung in einer empfohlenen Weise modelliert wird (Singularitätsprüfung, Stablängen, deren Versätze, ...). Wenn der Anschluss nicht korrekt modelliert ist, wird die Berechnung unterbrochen oder eine Fehlermeldung angezeigt. 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"value": "<p>Released January 12, 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>00043871</td><td>The issue with opening a file from version 23.0 in version 23.1 has been fixed</td></tr>\n <tr><td>00044045</td><td>The issue when changing a weld electrode material properties was fixed</td></tr>\n <tr><td>00044380</td><td>Fix the crash when opening the project created in the previous version that contains a hollow section </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>00041167</td><td>BIM API: Description of a necessary switch from obsolete WCF to gRPC communication added to developer documentation</td></tr>\n <tr><td>00042270</td><td>The issue with missing parts after export from Tekla to the Connection application has been fixed</td></tr>\n <tr><td>00042361</td><td>Communication with the user while importing a RAM Structural System model was improved, now Checkbot shows a window saying that it is in the import process</td></tr>\n <tr><td>00043076</td><td>The issue with import to Tekla has been fixed</td></tr>\n <tr><td>00043231</td><td>An issue with mapping certain sections, mainly double angles, from SAP2000 has been fixed</td></tr>\n <tr><td>00043319</td><td>An issue with the import of a large model from SCIA Engineer, with many combinations identified. The problem with data transfer is on the SCIA side and SCIA developers were noted</td></tr>\n <tr><td>00043480</td><td>An issue with the import of SAF files has been fixed</td></tr>\n <tr><td>00043711</td><td>An issue with the import of cross-section from RFEM files has been fixed</td></tr>\n <tr><td>00043720</td><td>An issue with the import of SAF files has been fixed</td></tr>\n <tr><td>00043887</td><td>An issue with discontinuities in internal forces on members after import form RFEM 6 solved</td></tr>\n <tr><td><strong>Connection</strong></td><td> </td></tr>\n <tr><td><strong>Case #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00042660</td><td>The issue of the load value not updating when changing any value in the Material tab and using Load - Percentage has been resolved</td></tr>\n <tr><td>00042745</td><td>An issue with the calculation of bearing resistance has been fixed</td></tr>\n <tr><td>00043113</td><td>An issue with the export of opening to IFC files has been fixed</td></tr>\n <tr><td>00043259</td><td>An issue with the preloaded bolts' shear limit in FE analysis and fatigue checks has been fixed</td></tr>\n <tr><td>00044497</td><td>An issue with load import from one connection file to another has been fixed</td></tr>\n <tr><td><strong>Detail</strong></td><td> </td></tr>\n <tr><td><strong>Case #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00044033</td><td>When renaming a combination in a combination Pop-up window, the name of the combination was not changed in the tree menu in the 3D scene</td></tr>\n <tr><td><strong>Licensing</strong></td><td> </td></tr>\n <tr><td><strong>Case #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00042276</td><td>It is no longer possible to use a newer version of the IDEA Statica application in offline mode without a valid license for that version</td></tr>\n <tr><td>00043078</td><td>An issue with IOM for version 22 has been fixed, and the issue with export from Tekla was improved in version 23</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>00042959</td><td>An issue with missing welds in Member has been fixed</td></tr>\n <tr><td><strong>RCS</strong></td><td> </td></tr>\n <tr><td><strong>Case #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00044147</td><td>The error \"API Request for RCS failed\", while running the RCS-IOM API examples from GitHub is resolved</td></tr>\n</tbody></table>"
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The welding of such sections in this manner is not recommended</td></tr>\n <tr><td>00042281</td><td>An issue with welded cross sections has been fixed, and warnings have now been added</td></tr>\n <tr><td><strong>Beam</strong></td><td> </td></tr>\n <tr><td><strong>Case #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00042514</td><td>The problem with detailed report generation in the Beam application was solved</td></tr>\n <tr><td>00042879</td><td>Fixed crashing of Beamm app during deflections calculation</td></tr>\n <tr><td>00043184</td><td>Fixed generation of incomplete reports in the Beam app</td></tr>\n <tr><td><strong>BIM links</strong></td><td> </td></tr>\n <tr><td><strong>Case #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00037839</td><td>The problem with importing combinations from Checkbot to Member has been solved</td></tr>\n <tr><td>00041464</td><td>Fixed manufacturing operation Cuts of member while importing model from Tekla structures through IDEA Checkbot.</td></tr>\n <tr><td>00042010</td><td>Fixed wrong import of tapered sections into IDEA StatiCa BIM from midas Civil</td></tr>\n <tr><td>00042014</td><td>The messaging was improved when updating the model or merging members in Checkbot</td></tr>\n <tr><td>00042024</td><td>The issue with the local axis and importing of internal forces from RFEM has been fixed</td></tr>\n <tr><td>00042392</td><td>An issue with additional operations after import from Tekla has been fixed</td></tr>\n <tr><td>00042466</td><td>There was an issue between TSD 2023 and Idea StatiCa 23.1, and it was solved by updating .NET 6.0</td></tr>\n <tr><td>00042566</td><td>The issue related to the load import from Robot has been fixed</td></tr>\n <tr><td>00043056</td><td>An issue with the wrong geometrical type of member imported from AS has been fixed</td></tr>\n <tr><td><strong>Connection</strong></td><td> </td></tr>\n <tr><td><strong>Case #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00041216</td><td>The issue when the stiffener was created at the wrong position was fixed</td></tr>\n <tr><td>00041411</td><td>An issue with the operation stiffener has been fixed</td></tr>\n <tr><td>00042002</td><td>Export of anchors using IFC fixed</td></tr>\n <tr><td>00042059</td><td>Fixed wrong calculation of concrete breakout cone area for a group of tensioned anchors</td></tr>\n <tr><td>00042207</td><td>Resolved multiple butt welds over each other to run the analysis</td></tr>\n <tr><td>00042211</td><td>Adaptation of weld evaluation on tubes</td></tr>\n <tr><td>00042293</td><td>Corrected calculation of effective stress area in concrete breakout strength</td></tr>\n <tr><td>00042310</td><td>Fixed failing application of complex connection from Connection library on clean connection in Connection app</td></tr>\n <tr><td>00042450</td><td>Cleat operation with asymmetrical cleat CS generated broken geometry. 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Model and mesh: The number of analyses and Divergent iterations count should be doubled</td></tr>\n <tr><td>00042087</td><td>The issue with the bolts' position during exporting the IFC file has been fixed</td></tr>\n <tr><td>00042195</td><td>An issue with incorrect bolt position in the IFC file export from the Connection application has been fixed</td></tr>\n <tr><td>00042198</td><td>The issue with incorrect language in the Design tab solved</td></tr>\n <tr><td>00042337</td><td>The visualization of the bolts that used to appear to be hanging in the air has been corrected and the IFC file now opens as expected</td></tr>\n <tr><td>00042712</td><td>The issue with opening certain connections with concrete has been fixed</td></tr>\n <tr><td><strong>Detail</strong></td><td> </td></tr>\n <tr><td><strong>Case #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00042280</td><td>Delete all feature is working now</td></tr>\n <tr><td><strong>Licensing</strong></td><td> </td></tr>\n <tr><td><strong>Case #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00041267</td><td>The bug in the license agent has been fixed</td></tr>\n <tr><td><strong>Member</strong></td><td> </td></tr>\n <tr><td><strong>Case #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00032604</td><td>The 1D rod member has been added to IDEA StatiCa Member</td></tr>\n <tr><td>00041735</td><td>Fixed issue when a reinforced concrete beam in the Member app was loaded by shear Y and Z direction in separate load cases. 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"value": "<p>Released Apr 26, 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>00034818</td><td>An issue that generated a negative internal radius for a user-defined cold-formed section has been fixed</td></tr>\n <tr><td><strong>Beam</strong></td><td> </td></tr>\n <tr><td><strong>Case #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00034296</td><td>In IDEA StatiCa Beam the user can select to perform the deflection check under either the quasi-permanent combination or the characteristic one. Also, there is now a clear notification that the value of ξ should be explicitly set by the user if it is different than the one defined in the Eurocodes</td></tr>\n <tr><td><strong>BIM links</strong></td><td> </td></tr>\n <tr><td><strong>Case #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00031467</td><td>An issue that results in some loads being missed from the Robot Structural Analysis BIM link has been resolved</td></tr>\n <tr><td>00033702</td><td>Several issues regarding sections and load effects with the RFEM6 BIM link have been identified and fixed</td></tr>\n <tr><td>00034106</td><td>Import of internal forces has been fixed by export to IDEA StatiCa Checkbot</td></tr>\n <tr><td>00034171</td><td>Import of the circular hollow section for parametrized profile was fixed</td></tr>\n <tr><td>00034300</td><td>Failing export of connections from STAAD.Pro to Checkbot fixed</td></tr>\n <tr><td>00034371</td><td>The issue with the import of parallel flat bars from RFEM has been fixed</td></tr>\n <tr><td>00034676</td><td>The problem with Tekla export was solved</td></tr>\n <tr><td>00034691</td><td>The error message \"Unable to import cross-section\" when importing connections from RFEM 6 resolved</td></tr>\n <tr><td>00034732</td><td>An issue with the incorrect (opposite) direction of the concrete block and anchors in the baseplate connection after the import to the Checkbot app has been fixed</td></tr>\n <tr><td>00034764</td><td>Issues with specific operations of connections after opening the structure as a whole in the Member application have been fixed</td></tr>\n <tr><td>00034774</td><td>Incorrect import of RHS (rotating about the main axis) from SCIA Engineer fixed</td></tr>\n <tr><td>00034835</td><td>The issue with the import of load effects from RStab has been fixed</td></tr>\n <tr><td>00034996</td><td>The wrong import of forces from AXIS VM model to Checkbot was fixed</td></tr>\n <tr><td>00034997</td><td>The issue with the graphical representation of hollow profiles imported from RFEM has been fixed</td></tr>\n <tr><td>00035064</td><td>The error message \"Duplicated load case\" when importing connections from RFEM 6 resolved</td></tr>\n <tr><td>00035314</td><td>The issue with incorrect geometry of the parametric cross-section imported from RFEM has been fixed</td></tr>\n <tr><td><strong>Connection</strong></td><td> </td></tr>\n <tr><td><strong>Case #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00032093</td><td>The problematic cut and weld in Connection were fixed</td></tr>\n <tr><td>00032498</td><td>The bug consisting of showing the wrong result of the buckling factor for a rod connected by a connecting plate operation in certain connection models resolved</td></tr>\n <tr><td>00032879</td><td>Incorrect results in checks of symmetrical anchoring with beta angle 0° and 180° fixed</td></tr>\n <tr><td>00033014</td><td>The Connection Library template was updated and fixed</td></tr>\n <tr><td>00033735</td><td>The problematic cut of a tube by another tube was fixed</td></tr>\n <tr><td>00033893</td><td>Cut of a diagonal by a work plane was implemented</td></tr>\n <tr><td>00034034</td><td>Problem with detecting multiple anchor groups when going through multiple plates and determining the effective area required for the concrete breakout checks resolved</td></tr>\n <tr><td>00034183</td><td>The the issue with the incorrect definition of the free edge has been fixed</td></tr>\n <tr><td>00034236</td><td>Tha tab with summary results for HT analysis has been added to the report</td></tr>\n <tr><td>00034240</td><td>The incorrect definition of stiffeners was fixed</td></tr>\n <tr><td>00034362</td><td>An issue impacting the .pdf export from the Report tab has been fixed, the sizes should now correspond to a standard A4</td></tr>\n <tr><td>00034553</td><td>Issue with missing borders and headings at the exported tables to DOC file was solved</td></tr>\n <tr><td>00034596</td><td>Issue with wrong results in the Developer mode corrected</td></tr>\n <tr><td>00034693</td><td>Issue with missing borders and headings at the exported tables to DOC file was solved</td></tr>\n <tr><td>00034798</td><td>Problem with an anchor missing in the calculation fixed</td></tr>\n <tr><td>00034811</td><td>The messaging of \"out of scope\" issues was enhanced</td></tr>\n <tr><td>00034836</td><td>The issue with Tekla export to IDEA was solved</td></tr>\n <tr><td>00034870</td><td>It was not really a bug, but issue was explained more clearly to the client.</td></tr>\n <tr><td>00034892</td><td>Issue with missing Weld and Plate name symbols in the Connction app - Section view has been resolved</td></tr>\n <tr><td>00034960</td><td>Issue with missing borders and headings at the exported tables to DOC file was solved</td></tr>\n <tr><td>00035054</td><td>Issue with missing borders and headings at the exported tables to DOC file was solved</td></tr>\n <tr><td>00035229</td><td>Issue with missing symbols / remarks in sections was solved</td></tr>\n <tr><td>00035478</td><td>Issue with missing borders and headings at the exported tables to DOC file was solved</td></tr>\n <tr><td>00035479</td><td>Different results were obtained when cutting members by different methods. Now the issue is fixed</td></tr>\n <tr><td>00035490</td><td>Issue with missing borders and headings at the exported tables to DOC file was solved</td></tr>\n <tr><td>00035499</td><td>Issue with missing borders and headings at the exported tables to DOC file was solved</td></tr>\n <tr><td>00035506</td><td>Bug with green check even though u.c. > 100% was solved</td></tr>\n <tr><td><strong>Detail</strong></td><td> </td></tr>\n <tr><td><strong>Case #</strong></td><td><strong>Description</strong></td></tr>\n <tr><td>00032833</td><td>Issue with the graphical representation of crack results has been fixed.</td></tr>\n <tr><td>00033570</td><td>The utilization of reinforcement bars is already taken from the stress output and not from the strain. 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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{
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{
"codename": "rn_24_0__in_app_tooltips_and_links_with_support_ce",
"linkId": "27ac2cc3-d891-4fcd-af3f-ea3b93fbb440",
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"name": "Content",
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"value": "<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n75f1cc97_7b9d_016d_cbb5_ed5e9ad8b9e5\"></object>\n<p>Neben den <a href=\"https://preview.ideastatica.com/idea-statica-25-1-release-highlights\">Highlights der Version 25.1</a> finden Sie eine vollständige Liste der neuen Funktionen:</p>\n<h2>Beton</h2>\n<p><strong>Detail</strong></p>\n<p>3D-Analyse</p>\n<ul>\n <li><a data-item-id=\"10e87806-c370-4f36-97fd-c9eb0824350f\" href=\"\">Verankerungstypen (Kopfbolzen, Unterlegplatten, glatte Bewehrungsstäbe)</a></li>\n <li><a data-item-id=\"35df682b-c8f1-4bfa-9a34-26b74991d405\" href=\"\">Aktualisierung der eingegossenen Platten</a></li>\n <li><a data-item-id=\"2a4f94ba-b8bb-4cab-abfc-d5c6d81e4f16\" href=\"\">Optionen für Verankerungsplatten</a></li>\n <li><a href=\"https://ideastatica.com/support-center/modeling-options-negative-volume-cutting-plane-and-cut-related-to-center-point#25-1-referenced-to-the-center\">Anker, die mit der Grundplatte verbunden sind und sich auf den Mittelpunkt beziehen</a></li>\n <li><a href=\"https://ideastatica.com/support-center/loading-and-combinations#the-stub\">Stumpfes Stahlteil zur Lastübertragung</a></li>\n <li><a href=\"https://ideastatica.com/support-center/australian-code-for-detail#anchoring-australian-code\">Australischer Code für Verankerungen</a></li>\n</ul>\n<p>2D-Analyse</p>\n<ul>\n <li><a data-item-id=\"1292bf28-f868-4b04-83fa-add42c2b060b\" href=\"\">Unverankerte Spannglieder</a></li>\n <li><a data-item-id=\"182f8ba8-899b-44fc-a1c7-59d562ef8c6c\" href=\"\">Glatte Bewehrungsstäbe</a></li>\n <li><a href=\"https://ideastatica.com/support-center/australian-code-for-detail#prestressing-australian-code\">Australischer Code für Vorspannungen</a></li>\n</ul>\n<p>Allgemeine Verbesserungen</p>\n<ul>\n <li><a data-item-id=\"e2072e23-d102-479f-b977-a0f9d46a3ca6\" href=\"\">Erweiterte Ergebnisdarstellung</a></li>\n <li><a data-item-id=\"6276678a-d51d-4c58-ae53-9cefd64caffe\" 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Neue Möglichkeit, <a data-item-id=\"e8d3e9e8-0671-460a-bc80-22eb894538ca\" href=\"\"><strong>parametrische Vorlagen mit benutzerdefinierten Operationen zu kombinieren</strong></a>.</li>\n <li><strong>Gemeinsame Nutzung </strong>von<strong> </strong>benutzerdefinierten <a data-item-id=\"60b0c9c3-2cd1-43b2-a025-3933402ec16b\" href=\"\"><strong>Stahlquerschnitten, die in MPRL gespeichert sind</strong></a>.</li>\n <li>Bolzenverbindungen mit <a data-item-id=\"ddb0faed-a5ef-477b-b2b0-7de0b09b1fc5\" href=\"\"><strong>Langlöchern mit</strong> <strong>Plattenauswahl (mehrere Platten).</strong></a></li>\n <li><a data-item-id=\"b69964d5-581d-4184-bddd-80b58f80a902\" href=\"\"><strong>Regionale Verbesserungen</strong></a><strong> - </strong>PJP-Schweißnähte für EC, ACI-Code Version 318-19, und Verankerungen für GB (China) Code. 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"value": "<h2>Highlights der Version 24.0</h2>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"e22ff7d9_4923_01a0_c63f_8375cd85b845\"></object>\n<h2>Bemessung von Stahlverbindungen</h2>\n<ul>\n <li><a data-item-id=\"07f0d4e0-790e-4ddc-82eb-6bff094488b3\" href=\"\"><strong>Parametrische Vorlagen</strong></a> reduzieren die Klicks für Standardverbindungen um bis zu 80%. </li>\n <li><a data-item-id=\"987e0d3d-116f-47b8-8fea-cd8dde608cc3\" href=\"\"><strong>Skizzen</strong></a><strong> </strong>enthalten jetzt alle notwendigen Daten für Detailplaner (bearbeitbar, lesbar).</li>\n <li>Die<strong> Connection Library</strong> Datenbank<strong> </strong>wurde von 400k auf 1000k erweitert, mit neuen Filtern (AISC/EN,...). </li>\n <li><a data-item-id=\"0248496a-4acc-4b33-8842-4afe0bd9e802\" href=\"\"><strong>Ein-Klick-Schweißnahtbemessung</strong></a><strong> </strong>bis zur vollen Kapazität aller Schweißnähte in der Verbindung. </li>\n <li><strong>Auto-Design von Schrauben</strong> für Scherverbindungen. </li>\n <li><a data-item-id=\"d65d8320-3860-4fbc-984c-a73163766798\" href=\"\"><strong>PJP-Schweißnähte</strong></a> für AISC und <strong>Verankerungs-Update</strong> für australische/indische Codes. </li>\n <li>Nur Eurocode: Modellierung von <a data-item-id=\"659f367d-2583-4cff-8e95-d103961e93bb\" href=\"\"><strong>Bolzen</strong></a>, <a data-item-id=\"b5fdc985-c8bd-41af-abf8-d6722fc84d43\" href=\"\"><strong>Optimierung von Schweißnähten</strong></a> durch maschinelles Lernen. </li>\n <li><a data-item-id=\"cc8f87c9-d20b-43dd-aa50-854bfddabc04\" href=\"\"><strong>L-Anker in AISC</strong></a><strong> </strong>(<strong>Verankerungs-Update</strong> für australische/indische Codes).</li>\n</ul>\n<h2>Nachweis von Beton Details </h2>\n<ul>\n <li><a data-item-id=\"382192dd-b0af-4352-b8e2-67196db3c59f\" href=\"\"><strong>Fundamente</strong></a><strong> und </strong><a data-item-id=\"62787805-f419-46e2-a87d-5e9d938e10a3\" href=\"\"><strong>Wände</strong></a> können als 3D-Modell in IDEA StatiCa Detail nachgewiesen werden. Diese Funktionalität befindet sich in der BETA-Phase, da die Verifizierung noch nicht abgeschlossen ist. </li>\n <li><a data-item-id=\"c6a63f28-f703-4125-993e-8b2b00d61479\" href=\"\"><strong>Intuitive Modellierung</strong></a> mit Massenänderungen, schnellere 3D-Szene und Berechnungsgeschwindigkeit. </li>\n <li><strong>Vollständig konfigurierbarer </strong><a data-item-id=\"a1254395-e1e9-4f5f-9cb2-659d78636ef7\" href=\"\"><strong>Bericht</strong></a><strong> </strong>mit theoretischem Hintergrund. </li>\n <li><a data-item-id=\"6ef53c71-e5ea-449b-86e5-e040904eac1d\" href=\"\"><strong>Export</strong></a> eines Fundamentes aus dem Programm Connection in Detail.</li>\n</ul>\n<h2>BIM und Checkbot</h2>\n<ul>\n <li><a data-item-id=\"e6265d1f-5135-46de-91cf-05c783c4ffc8\" href=\"\"><strong>KOSTENLOSE Version von Checkbot</strong></a> für Ingenieure, Konstrukteure und andere, die keine kommerzielle Lizenz von IDEA StatiCa haben. Dies ersetzt die KOSTENLOSEN CAD-Plugins. </li>\n <li><a data-item-id=\"eaf4fb86-4078-4f47-8de7-162a1e35d871\" href=\"\"><strong>Checkbot ist bereit für große Projekte</strong></a>, verarbeitet zuverlässig die Importprozesse (<30 Sek.) von Modellen mit bis zu 1.000 Knoten und öffnet sie dank verbessertem Dateirendering 50% schneller.</li>\n <li><a data-item-id=\"8e0407fe-f601-4810-b98b-3725be29d5e9\" href=\"\"><strong>IDEA StatiCa Viewer</strong></a> zeigt jetzt Lasteinwirkungen an und hat eine verbesserte Ladezeit.</li>\n <li>Überprüfen Sie die Kompatibilität mit Ihrer Software in der Liste <a data-item-id=\"c47fe8a4-faa9-45bd-9e52-346863674f26\" href=\"\">der unterstützten Versionen in 24.0</a>.</li>\n</ul>\n<h2>Benutzerfreundlichkeit und Lizenzierungand</h2>\n<ul>\n <li>Anmeldung über <a data-item-id=\"e9466502-2ceb-47a3-a609-499c9c072581\" href=\"\"><strong>Single Sign-On</strong></a> und <a data-item-id=\"71c42530-7c6f-4d69-82ba-5848a74e0ba1\" href=\"\"><strong>Verbesserungen im Anwenderportal</strong></a>.</li>\n <li><a data-item-id=\"6a6fd072-8be0-48d4-9319-5a3ebf2ad0c7\" href=\"\"><strong>Tastaturkurzbefehle</strong></a> und <strong>eine neue Sprache</strong> (brasilianisches Portugiesisch).</li>\n <li><a data-item-id=\"eef900db-352e-4c9b-9a4c-4906627857ad\" href=\"\"><strong>Gemeinsame Einstellungen</strong></a> zur projekt- und anwendungsübergreifenden Verwaltung von Einstellungen.</li>\n <li>Neue <a data-item-id=\"681b748a-eb87-4148-8329-a31be6a2c184\" href=\"\"><strong>Fehlermeldungen</strong></a> und <a data-item-id=\"27ac2cc3-d891-4fcd-af3f-ea3b93fbb440\" href=\"\"><strong>Tooltips</strong></a> mit Links zum Support Zentrum.</li>\n</ul>\n<h2>Alle Versionshinweise</h2>\n<p>Nachfolgend können Sie die <strong>Versionshinweise</strong> für IDEA StatiCa 24.0 (EN) im PDF-Format herunterladen.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n3bbf50fd_7711_011b_013e_69e1a4453c64\"></object>\n<p><br>\n</p>"
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"value": "<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_12faece\"></object>\n<h2>Neues für Stahl</h2>\n<p><strong>Geschwindigkeit</strong>, <strong>Präzision</strong> und <strong>Übersichtlichkeit</strong> sind das Gebot der Stunde für unsere Steel-Anwendungen in IDEA StatiCa 23.0. Für diejenigen unter Ihnen, die nach <strong>mehr Transparenz in Ihren Dokumentationen</strong> suchen, haben wir weitere Funktionen und <strong>Verbesserungen in die Berichte</strong> aufgenommen . Beispielsweise können Sie nicht nur Dinge wie Exzentrizitäten sehen, die aufgrund der Ausrichtung einer Platte zur anderen hinzugefügt wurden, sondern Sie können <strong>auch die Lasteffekte sehen</strong>, unabhängig davon, ob sie am Anfang des Elements oder am Ende beginnen. Sollten Sie außerdem versehentlich auf die Registerkarte \"Bericht\" klicken, wird der Bericht nicht automatisch generiert, was garantiert einige ernsthafte Frustrationen vermeidet! </p>\n<p><strong>Haben wir schon die AISC-Präqualifikationsprüfungen für seismische Bemessung erwähnt?</strong> So können Sie bereits in der 3D-Szene die Grenzen erkennen und eventuelle Probleme in Ihren Modellen sofort beheben, wobei alles in den Prüftabellen und im Bericht deutlich angezeigt wird.</p>\n<p>Mit unserem beeindruckenden <strong>neuen Netzgenerator</strong> erhalten Sie noch genauere Ergebnisse mit verbesserter Zuverlässigkeit und einem schöneren Netz. Offene Bereiche sind jetzt standardmäßig feiner vernetzt, sodass Sie sicherere Ergebnisse als je zuvor erzielen können.</p>\n<h3>Codecheck mehr mit transparenten Eingaben</h3>\n<ul>\n <li><a data-item-id=\"d0b2eca2-e40d-4ac8-bf4e-d2d0f8e09fbf\" href=\"\">Geschweißte Abschnitte</a></li>\n <li><a data-item-id=\"631d598a-81dd-48e5-845d-61c3b9ab37f8\" href=\"\">Detaillierte Modell- und Lastberichte</a></li>\n <li><a data-item-id=\"b43e9a21-f95d-40c7-96be-62c96573bc3b\" href=\"\">Eignungsprüfungen von seismischen präqualifizierten Verbindungen für AISC</a></li>\n <li><a data-item-id=\"20bea177-2a2e-4326-adb2-82c7e021cae7\" href=\"\">Aktualisierung der Standards ANSI/AISC 360-22, CSA S16:19</a></li>\n <li><a data-item-id=\"d4c5223a-47bd-4c4a-b3cf-041381232705\" href=\"\">Anker mit Abstand</a> (seit Patch 22.1.5)</li>\n <li><a data-item-id=\"1fa719d0-2d65-42bb-b892-7b1bdb540d77\" href=\"\">Eurocode-Aktualisierungen für dünnwandige Stäbe und Anker</a></li>\n</ul>\n<h3>Intuitive und schnelle Modellierung</h3>\n<ul>\n <li><a data-item-id=\"62e15cb6-276e-431a-a040-e72dad44d713\" href=\"\">Arbeitsebenenreferenz in LCS</a></li>\n <li><a data-item-id=\"4abe0b86-91da-4171-b82a-7617a756d12c\" href=\"\">Gruppierung von Operationen und andere Änderungen im Baum</a></li>\n <li><a data-item-id=\"9a886d33-a7d3-4036-9dc6-33a9802e5293\" href=\"\">Querschnitt-Suchfeld</a></li>\n <li><a data-item-id=\"ae8ec5d5-7aff-4dc1-9e94-a414912414c1\" href=\"\">Kantenindizierung in Member- und Connection Modellen</a></li>\n <li><a data-item-id=\"038ec4ea-5c1f-4d8a-b202-9b16b1b27ad8\" href=\"\">Leere Verbindungen in Member</a></li>\n <li><a data-item-id=\"bc486465-b71b-4b7c-a2c6-528bb8f8cf09\" href=\"\">Last in der Oberfläche Warnung in Member</a></li>\n <li><a data-item-id=\"de1f52a3-5f44-4e7c-89f2-b46494910966\" href=\"\">Auflager mit Versatz in Member</a></li>\n</ul>\n<h3>Geschwindigkeit und Präzision</h3>\n<ul>\n <li><a data-item-id=\"f1af1623-b7a3-4b77-8562-18cddae30194\" href=\"\">Extreme Lasten Auswahl</a> (since patch 22.1.3)</li>\n <li><a data-item-id=\"939df342-cb53-4862-aef6-f71038dcbd91\" href=\"\">Reibungslose Ergebnisse mit präziser Vernetzung</a></li>\n <li><a data-item-id=\"094f55d1-82eb-438e-9058-5e34c3f5c533\" href=\"\">Schnelle Berechnungszeit und Neuzeichnung der Ergebnisse</a></li>\n <li><a data-item-id=\"1007c4e1-c23d-4ea6-b3a6-6e7f0c62f107\" href=\"\">Fußplatte verlängert über Betonblock</a> (seit Patch 22.1.1)</li>\n <li><a data-item-id=\"9c1d5d0b-188b-4127-b3d4-db1edae7f141\" href=\"\">3D-Präsentation: Szenenoptionen</a></li>\n</ul>\n<h3>Neuigkeiten für Beton und Vorspannung</h3>\n<p>Unsere Verbesserungen im Bereich Beton sind wirklich praktisch und international. Und die anspruchsvolleren Beton-Anwender unter Ihnen werden sich freuen zu hören, dass wir die automatische Berechnung der <strong>äquivalenten Zeit für die langfristige Durchbiegung</strong> in der Anwendung Beam eingeführt haben. Und was ist mit den internationalen Updates? </p>\n<p>Obwohl das metrische System in Europa weit verbreitet ist, wird in den USA und im Nahen Osten immer noch das imperiale System verwendet. Wenn Sie früher in der Anwendung Detail neue Elemente auf das Modell angewendet haben, die in metrischen Einheiten waren, aber alles in imperialen Einheiten dargestellt wurde, erhielten Sie Abmessungen mit vielen Nachkommastellen. Das ist jetzt nicht mehr der Fall. Ab der Version 23.0 können die <strong>Abmessungen entsprechend dem von Ihnen bevorzugten Einheitensystem gerundet</strong> werden.</p>\n<p>Es ist jetzt auch möglich, einen Nachweis der Spannungsbegrenzung zu führen, <strong>um irrelevante Spannungsspitzen für SLS-Nachweise von Beton zu ignorieren</strong>, was vollständig <strong>mit dem Eurocode übereinstimmt.</strong> Sie erhalten einen 100%igen Norm-Nachweis mit einer Warnung über vernachlässigte Teile, während Sie trotzdem vollkommen sicher sind.</p>\n<p>IDEA StatiCa Member erfreut sich auch eines ernsthaften Netz-Updates in Form eines <strong>Dreieck-Netzes</strong>. Dies hat den Vorteil, dass das Netz viel größer ist und die Ergebnisse weniger netzsensitiv sind. Außerdem ist die Berechnung aufgrund der geringeren Anzahl an finiten Elementen schneller, die <strong>Darstellung der Ergebnisse ist schneller und das Ansprechverhalten der Anwendung ist ebenfalls besser</strong>.</p>\n<h3>Die Verbesserungen in Concrete und Prestressing umfassen:</h3>\n<ul>\n <li><a data-item-id=\"77cd8496-7dd0-44e8-8153-3f7498958c0c\" href=\"\">Nachweis der Spannungsbegrenzung in Detail</a></li>\n <li><a data-item-id=\"11765fc5-842e-4fe5-afed-c54104da47d5\" href=\"\">Implementierung von Langzeitverlusten in Detail</a></li>\n <li><a data-item-id=\"b2f21cdf-2d85-4815-ad24-fbe41ac65093\" href=\"\">Verbesserungen für ACI 318-19 in Detail</a></li>\n <li><a data-item-id=\"358763b8-7373-444f-ab5f-d207d38e281b\" href=\"\">Imperiale Rundungsverbesserungen in Detail</a></li>\n <li><a data-item-id=\"ee04978a-935a-4434-8f76-3fe19363de98\" href=\"\">Realistische Bewehrungslayouts in Detail</a></li>\n <li><a data-item-id=\"9e5fe158-5f4a-4be7-ad2b-63ccbd5b419e\" href=\"\">Äquivalente Zeit für die Durchbiegung in Beam</a> (seit Patch 22.1.3)</li>\n <li><a data-item-id=\"fcf88cfa-ef51-4afa-a139-917a5f1f8cbb\" href=\"\">Dreieckiges Netz in Beton Member</a></li>\n</ul>\n<h4>Kleinere Verbesserunge</h4>\n<ul>\n <li>Schnellere Berechnung um bis zu 25 % in Detail (wieder!)</li>\n <li>Übergangslänge zu SLS für vorgespannte Spannglieder in Detail hinzugefügt</li>\n <li>GMNIA-Analyse in Member enthält jetzt den Norm-Nachweis von Schub und Torsion</li>\n</ul>\n<h3>Neuigkeiten für BIM-Links</h3>\n<p>BIM-Interkonnektivität von IDEA StatiCa-Anwendungen mit Software von Drittanbietern gibt es schon seit einiger Zeit. Die Abdeckung der Marken und Produkte ist wirklich breit, mit dreizehn hauseigenen Lösungen und mehreren weiteren, die auf der Seite unserer Partner entwickelt wurden. Der Fokus für Version 23.0 lag also nicht auf der Anzahl der Links, sondern auf der <strong>Qualität und Zuverlässigkeit</strong> . Was sich geändert hat, ist die Art und Weise, wie wir Daten aus anderen Anwendungen lesen und verwenden. Das bedeutet, dass unsere Benutzer keine Überraschungen in Sonderfällen und Arbeitsabläufen erleben sollten.</p>\n<p>Unsere <strong>neue BimApi-Lösung wird innerhalb des BIM-Portfolios kontinuierlich verbreitet</strong> , und der Load-Mapping-Algorithmus hat die neue Generation der Verbindungserkennung <strong>erreicht .</strong></p>\n<ul>\n <li><a data-item-id=\"3ca1ccb1-f505-4f62-b742-8a3bc7ed223c\" href=\"\">BIM-Verknüpfung mit RFEM 6 und RSTAB 9</a> (seit Patch 22.1.4)</li>\n <li><a data-item-id=\"d8e4c647-8d9b-461c-be50-c792319ee1da\" href=\"\">Einheitliche BimApi-Lösung – Advance Steel, SAP2000, ETABS</a></li>\n <li><a data-item-id=\"df9b3ad5-296c-4918-b9b5-7bdfdbe88574\" href=\"\">Load-Mapping-Algorithmus zum Importieren von Stahlverbindungen</a> (seit Patch 22.1.1) </li>\n <li><a data-item-id=\"f1af1623-b7a3-4b77-8562-18cddae30194\" href=\"\">Automatische Auswahl kritischer Lastkombinationen</a> (seit Patch 22.1.3)</li>\n <li><a data-item-id=\"be1bc111-ddd8-4cca-b85c-a479c3dde877\" href=\"\">Parametrisches Design mit der Registerkarte „Entwickler“ einrichten</a></li>\n</ul>\n<p>Wenn Sie die Kompatibilität mit Ihrer speziellen Anwendung überprüfen möchten, werfen Sie einfach einen Blick auf unsere Liste der aktiv <a data-item-id=\"e873105b-3b44-4df1-8466-5ef8796f59e0\" href=\"\">unterstützten Versionen in 23.0</a> .</p>\n<h3>Cloud & Lizenzierung & Alle Anwendungen</h3>\n<p>Die größte Neuigkeit in der Cloud ist, dass <strong>Web Connection Browser in Connection Library umbenannt wurde</strong> . Das war die Entscheidung nach vielen Marktforschungen darüber, wie wir die Bibliothek benutzerfreundlicher und intuitiver gestalten und ihren Arbeitsablauf optimieren können.</p>\n<p><strong>Das Benutzerportal wurde auch verbessert</strong> , um die Produktversion, Länderanalysen und die Meldung von Lizenzkollisionen zu melden, und das Lizenzierungssystem hat eine erhöhte Stabilität, wodurch <strong>alle damit verbundenen Supportfälle eliminiert werden</strong> .</p>\n<ul>\n <li><a data-item-id=\"84c424ca-9ec8-4456-a862-cd9b2f27c59a\" href=\"\">Connection Browser wird in Connection Library umbenannt</a></li>\n <li><a data-item-id=\"ae72fe21-865c-4680-921d-72a8ab494407\" href=\"\">Benutzerportal – Admin-Protokolle, zuletzt aktiv, Versionsverfolgung</a></li>\n <li><a data-item-id=\"b99cf334-1dde-43df-825c-71b676c3cdb5\" href=\"\">IDEA StatiCa Basisplan</a></li>\n</ul>\n<h2>Gelöste Fälle</h2>\n<p>Sehen Sie sich die aktuelle <a data-item-id=\"26e29f8c-f439-430a-8ffd-f16af55d4c31\" href=\"\">Liste der gelösten Fälle</a> an , die von unseren Kunden gemeldet wurden.</p>\n<h3>Vollständige Versionshinweise</h3>\n<p><strong>Nachfolgend können Sie die Versionshinweise</strong> für IDEA StatiCa v23.0 im PDF-Format herunterladen .</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"cf207dda_f13b_0169_26c7_73f514c9da14\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n0793f416_f289_0165_b898_0bdc26191c8f\"></object>"
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"value": "<h2>Highlights der Version 23.1</h2>\n<p>Für Stahl haben wir viel für die<strong> Fehlerbehebung und Berichterstellung</strong> getan - Schweißnähte, Lastpositionen und Detailkontrollen. IDEA StatiCa Member verfügt jetzt über einen Eingabeassistenten und die Möglichkeit, starre Auflager auszuwählen, was Ihre Eingaben stark beschleunigt und Fehlerquellen minimiert. Die <strong>Feuerwiderstandsberechnung</strong> von Verbindungen beinhaltet nun auch die automatische Berechnung der Temperaturen. </p>\n<p>IDEA StatiCa Connection ermöglicht jetzt auch das <strong>Generieren von IFC-Dateien</strong>, einschließlich aller Schrauben, Schweißnähte und Materialien. Ingenieure können Verbindungsentwürfe mit Konstrukteuren austauschen. Unsere Cloud-App <strong>Connection Library</strong>, die weltweit größte Online-Datenbank für Stahlverbindungen, ermöglicht das <strong>Herunterladen und Wiederverwenden</strong> von Verbindungsdateien in der Desktop-App.</p>\n<p><strong>IDEA StatiCa Detail</strong>, unsere Lösung für die Bemessung von Betonwänden und -details, wurde einer kompletten <strong>Überarbeitung der Benutzeroberfläche</strong> unterzogen. Ein neues Design der Icons und des Menübandes, neue Modellierungsbefehle, eine bessere 3D-Darstellung und mehr Optionen für die Berichterstellung - all das beschleunigt Ihre Arbeit erheblich.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"fb685539_c22e_01d2_ff06_96bcfe194737\"></object>\n<h2>Bemessung von Stahlverbindungen</h2>\n<ul>\n <li><a data-item-id=\"fd5bef4c-e557-461f-83a9-e7895e4cb0e0\" href=\"\">Export einer IFC-Datei aus IDEA StatiCa Connection</a></li>\n <li><a data-item-id=\"7b304893-2abe-4b0b-8ef2-5b0a4a55ac23\" href=\"\">Feuerwiderstand - automatische Temperaturberechnung</a></li>\n <li><a data-item-id=\"b4706514-8348-4710-918e-fd6b6e80c5f5\" href=\"\">Schweißnähte - Autodesign, Eingabe, Warnungen, Darstellung</a> (seit Patch 23.0.2)</li>\n <li><a data-item-id=\"acaf2460-d59c-48fa-b682-764610d63a22\" href=\"\">Die einheitlichen Symbole und das Menüband von IDEA StatiCa Connection</a></li>\n <li><a data-item-id=\"37fb73bf-dfd3-46d7-ae57-ee0e9c4cdb75\" href=\"\">Connection Library – </a><a data-item-id=\"37fb73bf-dfd3-46d7-ae57-ee0e9c4cdb75\" href=\"\">die größte Datenbank mit herunterladbaren Stahlverbindungen</a></li>\n <li><a data-item-id=\"a92ec89a-9706-46a2-9681-e08ce1a1cec9\" href=\"\">Eingabe und Darstellung der Schubkraftposition</a> (seit Patch 23.0.5)</li>\n <li><a data-item-id=\"1352883b-0a63-4fa5-b379-7fa5536c9b4e\" href=\"\">Reduzierung der Streckgrenze für Hohlprofile aus hochfestem Stahl</a></li>\n <li><a data-item-id=\"139d124d-d3e0-463d-979a-86ae271d3e81\" href=\"\">Warnungen für Schweißnähte und Schrauben, die dieselben Platten verbinden</a> (seit Patch 23.0.4)</li>\n <li><a data-item-id=\"1148f543-3884-4985-b774-b8cc13147689\" href=\"\">Erkennung von Füllplatten (Packplatte)</a> (seit Patch 23.0.3)</li>\n <li><a data-item-id=\"5f4c7d1f-5145-4fa0-a9bf-535808187857\" href=\"\">Detailverbesserungen für Schrauben und Schweißnähte im Eurocode</a> (seit Patch 23.0.2)</li>\n <li><a data-item-id=\"26962c6a-7395-4994-b91c-2f02923d157f\" href=\"\">Einschränkungen bei der Überprüfung von Verankerungen</a> (seit Patch 23.0.2)</li>\n <li><a data-item-id=\"2cc695f0-16cc-40cf-87c4-c5f8c4ca6605\" href=\"\">Detaillierte Berechnung der Materialwerte für die Verbindungsbemessung, die in der Ergebnistabelle der Platten angezeigt werden</a></li>\n <li>AISC Stahl- und Schraubenwerkstoffe für AISC360-22 (seit Patch 23.0.4)</li>\n</ul>\n<h2>Bemessung von Stahlbauteilen</h2>\n<ul>\n <li><a data-item-id=\"51f637a2-2c12-4e17-ba60-b4d4457f04f8\" href=\"\">Member – </a><a data-item-id=\"51f637a2-2c12-4e17-ba60-b4d4457f04f8\" href=\"\">starre Auflager (RSM)</a></li>\n <li><a data-item-id=\"4485e112-0800-43dd-aa97-a50c144d5d87\" href=\"\">Verstärkung bestehender Stahlbauteile</a></li>\n <li><a data-item-id=\"7c6e400b-9efb-4833-8cf7-66e95fc680cf\" href=\"\">Modellierungsassistent für typische Anwendungsfälle in Member</a></li>\n <li><a data-item-id=\"e9a04b3d-e2e6-4408-b09d-8403b233380f\" href=\"\">Singularitätserkennung in Member</a> (seit Patch 23.0.3)</li>\n</ul>\n<h2>Entwurf von Wänden, Details und Querschnitten</h2>\n<ul>\n <li><a data-item-id=\"5679b927-4f44-4875-be28-5342542fef8e\" href=\"\">I</a><a data-item-id=\"5679b927-4f44-4875-be28-5342542fef8e\" href=\"\">ntuitives Menüband und Navigationssystem für </a><a data-item-id=\"5679b927-4f44-4875-be28-5342542fef8e\" href=\"\">IDEA StatiCa Detail</a>, inklusive,\n <ul>\n <li>Navigationsbaum, der alle Elemente des Modells an einem Ort enthält</li>\n <li>Einfaches Hinzufügen, Kopieren, Löschen oder Umbenennen von Objekten</li>\n <li>Filterbare spezifische Bewehrungselemente für mehr Übersichtlichkeit</li>\n <li>Sortierbare Objekte in der Baumstruktur basierend auf der gewählten Hierarchie</li>\n <li>Leicht zu findende Werkzeuge helfen Ihnen bei der Planung der Bewehrung</li>\n </ul>\n </li>\n <li><a data-item-id=\"808008d4-d25a-403f-a4cd-ed61e1c71203\" href=\"\">Verbesserungen bei der Interaktionsnormprüfung in RCS</a> (seit Patch 23.0.2)</li>\n <li><a data-item-id=\"ee577133-34f8-4ce8-91f9-6f1c2b3c6dba\" href=\"\">Importieren von Bewehrungen aus DXF-Dateien in </a><a data-item-id=\"ee577133-34f8-4ce8-91f9-6f1c2b3c6dba\" href=\"\">IDEA StatiCa Detail</a></li>\n <li><a data-item-id=\"605deda1-c4b4-4050-9f9a-99dd7dcc89a1\" href=\"\">Bond model for SLS in Detail</a></li>\n</ul>\n<h2>BIM-Links und Weiterbildung</h2>\n<p>BIM-Links reduzieren die Modellierungszeit, verringern die Anzahl der Copy-Paste-Fehler und lösen Probleme bei der Datenübertragung. In Version 23.1 können Sie nun auf unsere neue BIM-Verknüpfung mit <strong>SDS2</strong> von Allplan sowie auf ein IDEA StatiCa-Plugin für das <strong>Rhino Grasshopper</strong>-Tool zugreifen.</p>\n<ul>\n <li><a data-item-id=\"06245986-c2b4-418b-9cc4-4293cd8ef1bd\" href=\"\">IDEA StatiCa</a> <a data-item-id=\"06245986-c2b4-418b-9cc4-4293cd8ef1bd\" href=\"\">Grasshopper Plugin</a></li>\n <li><a data-item-id=\"27e518e3-63ef-4833-9697-67939922ccc8\" href=\"\">Neuer BIM Link mit SDS2 von Allplan</a></li>\n <li><a data-item-id=\"43f3dfc4-bff8-464b-b284-da70ec8f5120\" href=\"\">Benutzerfreundlichkeit im parametrischen Design</a> (seit Patch 23.0.2)</li>\n <li><a data-item-id=\"3c53aabc-4cfb-4ede-b6c7-ce1f0426ed69\" href=\"\">BimApi Lösung für AXIS VM 7, Robot Structural Analysis</a> (seit Patch 23.0.1)</li>\n <li><a data-item-id=\"32eee9f7-135f-46c5-8b98-19fa9d4b466c\" href=\"\">Neue Website zur API-/Entwicklerdokumentation</a></li>\n <li>Überprüfen Sie die Kompatibilität mit Ihrer Software in der Liste der <a data-item-id=\"253fe4ea-28e8-425a-8ec3-73c43794ef66\" href=\"\">unterstützten Versionen in 23.1</a></li>\n</ul>\n<p>Um Sie bei der <strong>Anwendung von IDEA StatiCa</strong> zu unterstützen, haben wir den <a data-item-id=\"9b649ffb-9cc1-48a3-b827-442f7cdd2af5\" href=\"\"><strong>Campus umgestaltet</strong></a>, der Ihnen E-Learning-Kurse zum Selbststudium bietet, von denen jeder die Möglichkeit bietet, eine Zertifizierung auf professioneller Ebene zu erwerben.</p>\n<h2>Alle Versionshinweise</h2>\n<p>Nachfolgend können Sie die <strong>Versionshinweise</strong> für IDEA StatiCa 23.1 (EN) im PDF-Format herunterladen.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n25392898_6311_01a1_76ff_a833849ea0e7\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n71735d23_ba9e_0195_b67c_f1e8f0ade6f3\"></object>"
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"value": "<h2>Highlights der Version 24.1</h2>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"ac40b280_74f0_01c1_5777_522face7bf57\"></object>\n<h2>Betonbemessung</h2>\n<ul>\n <li><a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\"><strong>3D Detail ist verifiziert</strong></a> und bereit für die Bemessung von <strong>Verankerungen in 3D</strong> unter Berücksichtigung der <strong>realen Bewehrung</strong>, was die Herausforderung von<strong> </strong>Verankerungen in der Nähe von Betonkanten löst.</li>\n <li>Neu ist die<strong> </strong><a data-item-id=\"d575da28-1aec-48ce-859e-9a977926e976\" href=\"\"><strong>Kippanalyse</strong></a> in <strong>Beam</strong> und <a data-item-id=\"a1c57505-9977-49a8-a3fd-c6311e8e3910\" href=\"\"><strong>GZG-Kombinationen</strong></a> in <strong>Detail für die Bemessung von Fertigteilen</strong>.</li>\n <li>Vorgefertigte <a data-item-id=\"1c30d555-f7b5-472c-b450-e377385c0b46\" href=\"\"><strong>Vorlagen für 2D-Detail</strong></a> machen den Start des Modellierungsprozesses zu einer Sache von Sekunden.</li>\n</ul>\n<h2>Stahlverbindungsbemessung</h2>\n<ul>\n <li><a href=\"https://preview.ideastatica.com/support-center/parametric-templates-in-connection-library#Common-properties-in-parametric-template\"><strong>Parametrische Vorlagen</strong></a> für typisierte oder sich wiederholende Stahlverbindungen. Es gibt 50 Standardvorlagen im IDEA-Set und Sie können beliebige Vorlagen selbst erstellen.</li>\n <li><a data-item-id=\"1d9b89d5-be91-46c0-9463-87c60c0a42c3\" href=\"\"><strong>Erhöhung der Geschwindigkeit in Connection</strong></a> mit kürzerem Start der Anwendung, schnelleren Reaktionen im Backstage-Menü und <strong>optimierter </strong>Ergebnisdarstellung und <strong>Speichernutzung </strong>für<strong> </strong>große Projekte.</li>\n <li><strong>Verbesserungen der Programmoberfläche - </strong><a data-item-id=\"fb77fca1-385b-46a4-b900-6abfb43459f3\" href=\"\">Projektelement- und Materialverwaltung</a><strong>, </strong><a data-item-id=\"f45ea370-25e6-41b7-8b46-dcd1321357c7\" href=\"\">Messwerkzeug</a>, <a data-item-id=\"1a8ba6b6-dd01-41ef-88cd-8639573edc39\" href=\"\">Mehrfachauswahl/Multibearbeitung</a> und <a data-item-id=\"d0b73776-87a3-52b5-8aca-6fae3f08b94e\" href=\"\">DXF-Plattenimport</a></li>\n <li><strong>Eurocode-Verbesserungen </strong>beinhalten die <a data-item-id=\"4788d48e-6df5-4028-b282-8699303315b0\" href=\"\">automatische Norm-Auswahl zwischen 1993-1-8 und 1992-4</a>. <strong>Kanada und Australien</strong> werden mit <a href=\"https://preview.ideastatica.com/support-center/regional-improvements-in-24-1#PJP-welds-for-CSA-and-AS\">PJP-Schweißnähten</a>, <a href=\"https://preview.ideastatica.com/support-center/regional-improvements-in-24-1#Update-of-cross-section-and-material-databases\">aktualisierter AISC v16.0 Formdatenbank</a> und <a href=\"https://preview.ideastatica.com/support-center/regional-improvements-in-24-1#material-defaults-aisc-as\">Materialvorgaben</a> bedient.</li>\n <li><a data-item-id=\"e89674ed-d5af-49c1-aa2b-31b486a16302\" href=\"\"><strong>Die Funktionen des Viewers</strong></a><strong> </strong>wurden für die Zusammenarbeit im Team durch die gemeinsame Nutzung von Modellen über <strong>URL-Hyperlinks</strong> und <strong>Link-Management</strong> verbessert. <a href=\"https://preview.ideastatica.com/support-center/the-ui-of-the-idea-statica-viewer-tool#The-right-Property-panel\">Zusätzliche Modellinformationen</a> wurden hinzugefügt - Schweißnahtarten und -größen, Modelltyp, Stiftverbindungen, Verbindungsraumkoordinaten.</li>\n <li><a data-item-id=\"37fb73bf-dfd3-46d7-ae57-ee0e9c4cdb75\" href=\"\"><strong>Die </strong></a><a data-item-id=\"37fb73bf-dfd3-46d7-ae57-ee0e9c4cdb75\" href=\"\"><strong>Connection Library</strong></a><strong> </strong>schlägt Konstruktionen aus dem Viewer vor.</li>\n</ul>\n<h2>BIM und Checkbot</h2>\n<ul>\n <li>Das <a data-item-id=\"9a784358-0e6c-4525-8a9c-b675bd76931e\" href=\"\"><strong>Hilti PROFIS Plugin</strong></a> ermöglicht über 200.000 Hilti Anwendern den Export von Lasten, Materialien und Querschnitten aus ihrer FEA-Anwendung in Hilti PROFIS Engineering über den Checkbot.</li>\n <li>Verbindungsbemessungen, die auf <a data-item-id=\"4b69e0c2-0658-4549-93fe-00a12c4a7900\" href=\"\"><strong>Knotengruppen in Checkbot</strong></a> anwendbar sind, werden automatisch entsprechend der Geometrie und des Querschnitts oder einer benutzerdefinierten Auswahl erstellt.</li>\n <li><a data-item-id=\"eaf4fb86-4078-4f47-8de7-162a1e35d871\" href=\"\"><strong>Die Geschwindigkeit</strong></a> vom Checkbot wurde um 60 % <a href=\"https://preview.ideastatica.com/support-center/exporting-an-ifc-file-from-idea-statica#IFC-export-from-Checkbot\"><strong>erhöht</strong></a> und öffnet Projekte mit bis zu 1000 Knoten in Sekundenschnelle.</li>\n <li>Die Exportmöglichkeiten wurden um den <a data-item-id=\"91e1b7d3-99d7-4a8a-81ee-8a65faf95b18\" href=\"\"><strong>IFC-Export</strong></a> für eine oder mehrere Verbindungen gleichzeitig erweitert.</li>\n <li>Prüfen Sie die Kompatibilität mit Ihrer Software in der Liste der <a data-item-id=\"eeb85fd1-4708-4f88-ad36-cbe30ac41eb7\" href=\"\"><strong>unterstützten Versionen in 24.1</strong></a></li>\n</ul>\n<h2>Benutzerfreundlichkeit und Lizenzierung</h2>\n<ul>\n <li><a data-item-id=\"e9466502-2ceb-47a3-a609-499c9c072581\" href=\"\"><strong>Neue Projekteinstellungen</strong></a> mit Export und Freigabe, die für nationale Anhänge angepasst werden können.</li>\n <li><a href=\"https://preview.ideastatica.com/support-center/license-usage-analytics-in-the-user-portal#User-usage-analytics\"><strong>Single Sign-on (SSO)-Lizenztyp</strong></a> für alle Enterprise-Kunden verfügbar.</li>\n <li>Lizenzadministratoren können<strong> </strong><a data-item-id=\"17d58b3b-ad50-4d8b-9be5-8c387010e618\" href=\"\"><strong>monatliche Nutzungsberichte</strong></a><strong> </strong>von IDEA StatiCa Apps einsehen<strong>.</strong></li>\n</ul>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n91720379_1937_01f4_f1a8_cf1838d61fe7\"></object>"
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"value": "<p>IDEA StatiCa Checkbot verwaltet Ihre <a data-item-id=\"48d2251b-1818-4c19-bfa8-f89955c2e64a\" href=\"\">BIM-Workflows</a> und bietet Ihnen:</p>\n<ul>\n <li>Eine übersichtliche Liste aller importierten Elemente einschließlich des Status geprüft/nicht geprüft</li>\n <li>3D-Visualisierung der importierten Bauteile und Lasten</li>\n <li>Umrechnungstabelle für Materialien und Querschnitte</li>\n <li>Verwaltung von Lastkombinationen</li>\n</ul>\n<p>Der große Vorteil des Tools besteht darin, dass es nicht nur die Geometrie der ursprünglichen Struktur, sondern vor allem die aus der Analyse resultierenden Lasten und Schnittgrößen kennt. Jeder Ingenieur, der Schnittgrößen von einer Analyse in eine andere transformiert, weiß, wie schwierig es sein kann, alle Kräfte im richtigen Koordinatensystem zu halten. Checkbot kann dies für Hunderte von Lastkombinationen und Dutzende von verschiedenen Werkzeugen aus jeder unterstützten Software tun.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"ed98e7f0_49c8_018f_c590_912a0d89f219\"></object>\n<h2>Verschiedene Möglichkeiten, Daten in Checkbot zu importieren</h2>\n<h4>BIM-Verknüpfungen</h4>\n<p>Checkbot arbeitet als eigenständige Anwendung, die es dem Benutzer ermöglicht, jede Tragwerksplanung mit <strong>BIM-Links </strong>direkt in einer Software eines Drittanbieters zu öffnen. Die Import-Befehlsleiste unterscheidet sich geringfügig, je nachdem, ob es sich bei dem Quellprogramm um ein CAD- oder ein FEA-Programm (Finite-Elemente-Analyse) handelt. Sie können jederzeit die <a data-item-id=\"4a9855d4-6081-4707-86d5-7f4ad2bb3a57\" href=\"\">unterstützten Integrationen</a> für Stahl-CAD-/FEA-Software überprüfen und eine Liste der <a data-item-id=\"eeb85fd1-4708-4f88-ad36-cbe30ac41eb7\" href=\"\">unterstützten Versionen von Drittanbieter-Anwendungen</a> einsehen.</p>\n<p>Anhand von Schritt-für-Schritt-Anleitungen lernen Sie, wie Sie Ihre Verbindungen und Bauteile mit Hilfe der BIM-Verknüpfung zwischen IDEA StatiCa und anderer Software entwerfen und nachweisen können.</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</a><a href=\"https://www.ideastatica.com/support-center-tutorials?label=robot_structural_analysis_professional\"> 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>... und mehr</li>\n</ul>\n<p>Wenn ein Checkbot-Projekt mit Hilfe des BIM-Links erstellt wird, müssen die Knoten und Bauteile ausgewählt werden, um Verbindungen oder Bauteile zu importieren.</p>\n<figure data-asset-id=\"3206b684-edb0-48a6-baeb-d2f3ccff86c1\" data-image-id=\"3206b684-edb0-48a6-baeb-d2f3ccff86c1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2f3dcd5b-caa2-4623-824b-d59d06ae66af/Checkbot_start%20from%20BIM%20link.png\" data-asset-id=\"3206b684-edb0-48a6-baeb-d2f3ccff86c1\" data-image-id=\"3206b684-edb0-48a6-baeb-d2f3ccff86c1\" alt=\"\"></figure>\n<h4>SAF/IOM</h4>\n<p>Eine weitere Möglichkeit, Daten aus CAD und Statik-Software zu importieren, bietet <strong>IDEA Open Model </strong><a href=\"https://developer.ideastatica.com/docs/iom/iom_getting_started.html\">(IOM</a>). Es ermöglicht auch den Import und die Verarbeitung des weit verbreiteten <strong>Structural Analysis Format</strong> (SAF). Eine SAF-Datei kann aus SCIA Engineer, Dlubal-Software, FEM-Design, SOFiSTiK, Risa 3D, FRILO, Allplan, AxisVM, ConSteel und <a href=\"https://www.saf.guide/en/stable/getting-started/who-supports-saf.html\">vielen anderen</a> exportiert werden <a href=\"https://www.saf.guide/en/stable/getting-started/who-supports-saf.html\">.</a></p>\n<figure data-asset-id=\"724d1961-0355-4f4f-a74e-bbe088b80fef\" data-image-id=\"724d1961-0355-4f4f-a74e-bbe088b80fef\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/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<h3>Importieren von Stahlverbindungen/Bauteilen</h3>\n<ul>\n <li><strong>Stahlverbindung </strong>- importiert nur einen ausgewählten Knoten und angeschlossene Bauteile in die Checkbot-Anwendung.</li>\n <li><strong>Bauteile</strong> (nur Analysesoftware)<strong> </strong>- importiert ausgewählte Knoten und Bauteile, die für den Nachweis in der Anwendung <a data-item-id=\"e2fb6b14-f5e4-4b81-8322-71acd2cdf487\" href=\"\">IDEA StatiCa Member</a> grundlegend sind.</li>\n</ul>\n<figure data-asset-id=\"71edfb87-e12c-4658-ae08-734e7aea77f8\" data-image-id=\"71edfb87-e12c-4658-ae08-734e7aea77f8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/389426c9-527c-43c6-9de3-8e248e1cb7be/Connection%20and%20member%20import.png\" data-asset-id=\"71edfb87-e12c-4658-ae08-734e7aea77f8\" data-image-id=\"71edfb87-e12c-4658-ae08-734e7aea77f8\" alt=\"\"></figure>\n<h3>Konvertierung</h3>\n<p>Wenn ein Querschnitt oder ein Material während des Imports nicht automatisch erkannt wird, erscheint ein neuer Konvertierungsreiter, um es manuell aus unserer Querschnitts-/Materialbibliothek zuzuordnen. Diese Paare werden dann für die zukünftige Verwendung in Ihrem Benutzerkonto gespeichert und müssen daher nicht erneut definiert werden.</p>\n<figure data-asset-id=\"9e9b2ba9-58d8-424a-a60c-74f48be07db7\" data-image-id=\"9e9b2ba9-58d8-424a-a60c-74f48be07db7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/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>Alle in Checkbot verwendeten Materialien werden auf der Registerkarte <strong>Materialien </strong>aufgelistet. Alle importierten Materialien und Querschnitte sind für Änderungen gesperrt. Um ihre Parameter zu ändern, muss eine Kopie erstellt werden.</p>\n<figure data-asset-id=\"a2c2e427-4416-4686-9fc0-6ccd866f0e34\" data-image-id=\"a2c2e427-4416-4686-9fc0-6ccd866f0e34\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/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<h3>Nummerierung und lokales Koordinatensystem</h3>\n<p>Die Nummerierung und das lokale Koordinatensystem von Bauteilen in Checkbot und in Software von Drittanbietern können unterschiedlich sein. Obwohl Checkbot auf einem Lastabbildungsalgorithmus basiert, besteht kein Grund zur Besorgnis. Checkbot erkennt und identifiziert die entsprechenden Bauteile und ordnet ihnen zuverlässig die richtigen Lasteinwirkungen zu.</p>\n<h2>So arbeiten Sie mit Checkbot</h2>\n<h3>Lastkonfiguration</h3>\n<p>Der <strong>Lastkonfigurator</strong> zeigt die importierten Lastfälle und Lastkombinationen an. Die erste Spalte listet alle Lastfälle und Kombinationen auf, die aus dem verknüpften Statik-Modell importiert wurden. Die zweite Spalte zeigt die für das Checkbot-Projekt verwendeten Ergebnisklassen.</p>\n<p>Importierte Lastfälle können <strong>Ergebnisklassen</strong> zugewiesen werden. Ergebnisklassen dienen dazu, Lastfälle in bestimmte Gruppen zu sortieren, was den Entwurfsprozess vereinfachen und beschleunigen kann. Ergebnisklassen können mit dem<strong>\"+</strong>\"-Symbol erstellt und mit einem Rechtsklick wieder entfernt werden.</p>\n<p>Mit dem Lastkonfigurator können Sie die Auswertung von kritischen Einwirkungen in komplexen Strukturen aktivieren. Diese Funktion wählt Lastfälle und Kombinationen mit maximalen und minimalen Lasteinwirkungen unter Berücksichtigung der Spannungen in den oberen und unteren Fasern des Querschnitts aus, um die Berechnungen des Normnachweises zu beschleunigen.</p>\n<figure data-asset-id=\"2ce6352c-49f7-4c3b-8f46-b0698d64e4ae\" data-image-id=\"2ce6352c-49f7-4c3b-8f46-b0698d64e4ae\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2dbf011a-4525-4ed9-bfa3-9d3125fd30f6/Load%20configurator.png\" data-asset-id=\"2ce6352c-49f7-4c3b-8f46-b0698d64e4ae\" data-image-id=\"2ce6352c-49f7-4c3b-8f46-b0698d64e4ae\" alt=\"\"></figure>\n<p>Darüber hinaus werden in der dritten Spalte detaillierte Beschreibungen des aktuell ausgewählten Elements angezeigt.</p>\n<figure data-asset-id=\"17aac798-49b0-43bc-a4f7-1699d097ce3c\" data-image-id=\"17aac798-49b0-43bc-a4f7-1699d097ce3c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/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>Jeder Lastfall oder jede Kombination kann einer Ergebnisklasse zugewiesen werden, indem man sie aus der ersten Spalte unter die entsprechende Ergebnisklasse in der zweiten Spalte zieht. Ergebnisklassen können mit dem \"+\"-Symbol hinzugefügt und mit einem Rechtsklick der Maus entfernt werden.</p>\n<figure data-asset-id=\"95dd4a87-b5d2-41f9-afe7-d274fd01e34a\" data-image-id=\"95dd4a87-b5d2-41f9-afe7-d274fd01e34a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/69e52010-53ba-4fb9-b628-39f0bbdd0b0d/Checkbot%20configuration%202.png\" data-asset-id=\"95dd4a87-b5d2-41f9-afe7-d274fd01e34a\" data-image-id=\"95dd4a87-b5d2-41f9-afe7-d274fd01e34a\" alt=\"\"></figure>\n<p>Eine Ergebnisklasse kann jedem beliebigen Entwurfselement über das Dropdown-Menü in den Eigenschaften des Projektelements zugewiesen werden. Nachdem eine andere Ergebnisklasse ausgewählt wurde, kann die Schaltfläche Aktualisieren laden verwendet werden, um für das Projektelement auf der Grundlage der neu ausgewählten Ergebnisklasse Lasteffekte zu erzeugen. Falls das Projektelement bereits berechnet wurde, werden mit dieser Aktion die alten Ergebnisse gelöscht.</p>\n<figure data-asset-id=\"9d845b4b-3141-450e-a002-c5ac9881ac0e\" data-image-id=\"9d845b4b-3141-450e-a002-c5ac9881ac0e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1c311078-ead6-4ab6-b4e2-8f0e816397cf/Checkbot%20configuration%203.jfif\" data-asset-id=\"9d845b4b-3141-450e-a002-c5ac9881ac0e\" data-image-id=\"9d845b4b-3141-450e-a002-c5ac9881ac0e\" alt=\"\"></figure>\n<p>Checkbot visualisiert auch die Schnittgrößen von importierten Kombinationen. Klicken Sie mit der rechten Maustaste auf die Verbindungen/Träger oder wählen Sie alle aus und wählen Sie die Lastkombinationen und Schnittgrößen, die angezeigt werden sollen.</p>\n<figure data-asset-id=\"3edd953a-9a8b-4199-8b10-ace671e83902\" data-image-id=\"3edd953a-9a8b-4199-8b10-ace671e83902\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/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>Bitte beachten Sie, dass nicht alle Kombinationen mit Checkbot kompatibel sind. Einige Kombinationen können als Lastfälle importiert werden, was keinen Einfluss auf die Ergebnisse hat. Prüfen Sie immer die bekannten Einschränkungen der einzelnen BIM-Links zu den Statik und CAD Programmen:</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<h3>Dynamische Gruppierung</h3>\n<p>Die <a data-item-id=\"4b69e0c2-0658-4549-93fe-00a12c4a7900\" href=\"\">Gruppierungsfunktion</a> erstellt automatisch Gruppen auf der Grundlage von Typologie und/oder Querschnitten. Die Gruppen werden dann auf der Grundlage der Anzahl der verbundenen Mitglieder von der geringsten zur höchsten Komplexität geordnet.</p>\n<p>Die Gruppierung <strong>nach Typologie </strong>berücksichtigt die Anzahl der Bauteile und ihre relative Position (Träger zu Träger, Träger zu Stütze). Die Rotation der Bauteile wird nicht berücksichtigt.</p>\n<p>Die Gruppierung <strong>nach Typologie, Querschnitt (Anordnung) </strong>unterscheidet die Typologiegruppen nach konstruierten Querschnittstypen. Zum Beispiel gehören ein HEB 200 und ein HEB 220 zu einem Querschnittstyp. Die Gruppierung nach Typologie und Anordnung ist standardmäßig eingestellt.</p>\n<h3>Benutzerdefinierte Gruppen</h3>\n<p>Darüber hinaus können Benutzer ihre eigenen Gruppen erstellen, was eine weitere Anpassung und Organisation auf der Grundlage spezifischer Projektanforderungen ermöglicht. Zum Beispiel können Verbindungen, die eine Verankerung mit Aussteifung darstellen, gruppiert werden.</p>\n<figure data-asset-id=\"214968b6-ae4c-4c90-87c2-5d630508ccab\" data-image-id=\"214968b6-ae4c-4c90-87c2-5d630508ccab\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/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>Der <strong>Referenzanschluss</strong> (im Baum unterstrichen) wird automatisch als übergeordneter Anschluss bezeichnet, der den Entwurf für die gesamte Gruppe bestimmt. Alle anderen Anschlüsse werden als <strong>untergeordnete Anschlüsse</strong> behandelt. Die Referenzverbindung wird nur zugewiesen, wenn Sie eine Gruppe manuell erstellen. Um eine solche zu definieren, erstellen Sie zunächst eine Gruppe, die nur die gewünschte Referenzverbindung enthält. Sobald diese hinzugefügt ist, nehmen Sie die anderen Verbindungen in die Gruppe auf.</p>\n<p>Sie können nun die Referenzverbindung bearbeiten. Alle Operationen, die der Referenzverbindung hinzugefügt werden, werden automatisch in die untergeordneten Verbindungen dupliziert, um doppelte Arbeit zu vermeiden. Das direkte Hinzufügen von Operationen zu einer untergeordneten Stahlverbindung ist deaktiviert. Wenn Anpassungen erforderlich sind, klicken Sie mit der rechten Maustaste auf den Anschluss und wählen Sie \"Aus Gruppe entfernen\". Sobald eine Stahlverbindung aus der Gruppe entfernt wird, werden auch alle von der Referenzverbindung kopierten Vorgänge gelöscht.</p>\n<h3>Bauteile zusammenführen</h3>\n<p>In einigen Fällen kann es vorkommen, dass im Modell der Analysesoftware ein Bauteil in mehrere Segmente aufgeteilt ist, obwohl es sich in Wirklichkeit um ein einziges durchgehendes Bauteil handelt. In diesen Fällen kann die Funktion <strong>\"Zusammenführen\" </strong>Abhilfe schaffen. Klicken Sie mit der rechten Maustaste auf eines der geteilten Bauteile, die Sie zusammenführen möchten, und markieren Sie die anderen Teile, die Sie verbinden möchten. Bitte beachten Sie, dass nur Bauteile, die entlang desselben X-Vektors ausgerichtet sind, zusammengeführt werden können.</p>\n<p>Wenn Sie eine Zusammenführung rückgängig machen möchten, können Sie mit der Schaltfläche <strong>Trennen </strong>alle bereits zusammengeführte Elemente wieder in ihren ursprünglichen Zustand zurückversetzen.</p>\n<figure data-asset-id=\"eedc03bb-f751-4f4f-b2f4-9334aef4ec68\" data-image-id=\"eedc03bb-f751-4f4f-b2f4-9334aef4ec68\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/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>Stahlverbindungen zusammenführen</h3>\n<p><a data-item-id=\"dfb6df2c-37af-40e5-bd91-a601e1d445b4\" href=\"\">Verbindungsanordnungen</a> mit engen strukturellen Verbindungen, die in einem Verbindungsmodell analysiert werden sollten, können als zwei getrennte Verbindungen importiert werden, was typischerweise bei exzentrischen Diagonalen auftritt.</p>\n<figure data-asset-id=\"798d2851-f7db-4603-89f6-f6db6dd5ce4f\" data-image-id=\"798d2851-f7db-4603-89f6-f6db6dd5ce4f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/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>Löschen Sie einen der Anschlüsse mit einem Rechtsklick und fügen Sie Bauteile hinzu, die durch den gelöschten Anschluss getrennt sind. Nun müssen Sie die angeschlossenen Bauteile des analysierten Anschlusses ändern. Klicken Sie auf das Maussymbol, wählen Sie alle für den Anschluss relevanten Bauteile aus (rot markiert) und bestätigen Sie die Änderungen durch Anklicken des Häkchens.</p>\n<h3>Verbindungsmanager</h3>\n<p>Für einen organisierten Überblick über das Projekt bietet Checkbot einen zusammengefassten Projektstatus, der die Gesamtzahl der Verbindungen, die Anzahl der noch zu konstruierenden Verbindungen und die Anzahl der geprüften Verbindungen anzeigt. Außerdem wird angezeigt, wie viele Verbindungen den Normnachweis bestanden oder nicht bestanden haben, so dass der Benutzer auf einen Blick einen umfassenden Überblick über den Projektfortschritt erhält.</p>\n<p>Um die Übersicht aufzurufen, klicken Sie in der Baumstruktur auf <strong>Verbindungen </strong>und alle Daten werden angezeigt.</p>\n<figure data-asset-id=\"49a26276-6bfa-406a-9143-751d233551b4\" data-image-id=\"49a26276-6bfa-406a-9143-751d233551b4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/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>Darüber hinaus ist jede Stahlverbindung mit den folgenden Symbolen gekennzeichnet, um einen schnellen Überblick zu ermöglichen.</p>\n<figure data-asset-id=\"10f0c79d-5b92-4352-a18a-a4448f8172f4\" data-image-id=\"10f0c79d-5b92-4352-a18a-a4448f8172f4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/715985a2-e54a-44c7-aa37-27f5b4821731/Checkbot_Legend.png\" data-asset-id=\"10f0c79d-5b92-4352-a18a-a4448f8172f4\" data-image-id=\"10f0c79d-5b92-4352-a18a-a4448f8172f4\" alt=\"\"></figure>\n<ul>\n <li>Zahnrad - weitere Eingaben erforderlich (Geometrie, Lastfälle, ...)</li>\n <li>Nichts - bereit zur Berechnung</li>\n <li>Grünes Häkchen - berechnet und Norm-Nachweis bestanden</li>\n <li>Rotes Kreuz - berechnet, aber Norm-Nachweis nicht bestanden</li>\n <li>Ungültiger Entwurf - bei einer Synchronisierung oder Aktualisierung des Strukturmodells entspricht der untergeordnete Anschluss nicht mehr den Parametern des Referenzanschlusses</li>\n</ul>\n<h3>Wie Sie Checkbot noch schneller machen können</h3>\n<p>Wenn das Fenster der Anwendung Connection geöffnet ist, schließen Sie es nicht. Kehren Sie einfach zum Checkbot zurück und öffnen Sie eine neue Stahlverbindung - diese wird viel schneller geladen.</p>\n<h3>Zu Connection exportieren</h3>\n<p>Wenn Checkbot über einen BIM-Link mit Software von Drittanbietern verbunden ist, können Sie die Eigenschaften eines Elements nicht bearbeiten. Wenn solche Änderungen notwendig sind, können Sie das Modell unabhängig vom synchronisierten Checkbot-Modell einfach in IDEA StatiCa Connection exportieren. Sie können entweder nur eine Stahlverbindung exportieren oder mehrere Verbindungen auswählen und alle in einer Datei speichern, so dass Sie alle Berichte über modellierte Anschlüsse auf einmal ausdrucken können.</p>\n<p>Sobald die getrennten Projektdateien exportiert wurden, sind sie nicht mehr mit dem ursprünglichen Checkbot-Strukturmodell verknüpft. Daher ist eine weitere Synchronisation mit dem Fremdmodell oder deren Verwaltung in Checkbot nicht mehr möglich. Änderungen der Bauteileigenschaften sind möglich.</p>\n<figure data-asset-id=\"ec532e24-0c32-4b72-b442-7bb3d555b8af\" data-image-id=\"ec532e24-0c32-4b72-b442-7bb3d555b8af\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/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<h3>Exportieren nach IFC</h3>\n<p>Das Industry Foundation Classes (IFC)-Format ist ein offenes, herstellerneutrales Datenformat, das den Austausch von Daten ermöglicht. Checkbot ermöglicht es Ihnen, alle ausgewählten Verbindungen in ein IFC-Modell zu exportieren oder Verbindungen zu einzelnen IFC-Dateien in einen bestimmten Ordner zu exportieren.</p>\n<p>Der Export enthält die globalen Koordinaten des Verbindungspunktes - die tatsächliche Position einer Stahlverbindung in einem Projekt.</p>\n<figure data-asset-id=\"8a4e8540-a6d6-4afb-8fee-0b08d539fb2f\" data-image-id=\"8a4e8540-a6d6-4afb-8fee-0b08d539fb2f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/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>Exportieren nach 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> ist eine benutzerfreundliche, cloud-basierte Software für die Bemessung und Analyse von Verankerungen. Durch Auswahl eines Knotens mit einem verankerten Bauteil kann der Benutzer die Daten über die Schaltfläche <strong>Exportieren</strong> direkt in Hilti PE exportieren, wodurch die genaue Übertragung der relevanten Strukturdaten für die weitere Analyse gewährleistet wird.</p>\n<p>Dieser gesamte Arbeitsablauf ist auch mit einer IDEA StatiCa <a data-item-id=\"9ee8cc2f-720a-49a0-9655-3f89322287fa\" href=\"\">Basic Lizenz</a> verfügbar, d.h. er ist kostenlos. Die Verwendung des Plugins wird Schritt für Schritt im folgenden <a data-item-id=\"1b83d6d4-4559-40fc-b497-383d3a74494d\" href=\"\">Artikel</a> beschrieben, der auch über den <strong>Learn more </strong>Button in Checkbot zugänglich ist.</p>\n<figure data-asset-id=\"36e7c8ba-80d2-444b-8ec4-819feafa737f\" data-image-id=\"36e7c8ba-80d2-444b-8ec4-819feafa737f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ca66431a-6502-4493-a91e-a3a0cfc7f59e/Hilti%20Profis%20Plugin.png\" data-asset-id=\"36e7c8ba-80d2-444b-8ec4-819feafa737f\" data-image-id=\"36e7c8ba-80d2-444b-8ec4-819feafa737f\" alt=\"\"></figure>\n<h3>Sync</h3>\n<p>Nachdem Sie alle notwendigen Elemente importiert haben, können Sie mit dem <strong>Sync-Button</strong> ganz einfach Änderungen aus dem Quellprojekt erkennen und auf das IDEA StatiCa Modell anwenden. Diese Änderungen können Aktualisierungen der Dicke, der Querschnitte oder Änderungen der Eigenschaften von Schweißnähten und Schrauben umfassen. Es ist jedoch wichtig zu beachten, dass Aktualisierungen<strong> keine neuen oder gelöschten</strong> <strong>Komponenten </strong>wie Platten, Bauteile, neu positionierte Elemente oder Lastkombinationen<strong> enthalten können</strong>. In solchen Fällen müssen Sie das aktuelle Checkbot-Projekt (den Ordner) löschen und es erneut importieren.</p>\n<p>Bitte beachten Sie, dass die Synchronisation in IDEA StatiCa nur in eine Richtung funktioniert, nämlich vom Quellprogramm ( Statik Programm oder CAD Programm ) zu IDEA StatiCa und nicht umgekehrt.</p>\n<ul>\n <li><strong>Statik Software Lösung </strong>- die Synchronisation hat keinen Einfluss auf die Konstruktionsoperationen (Schnitt, Endplatte, ...)</li>\n <li><strong>CAD-Lösung </strong>- die Synchronisierung hat keinen Einfluss auf die Belastungseffekte (außer bei Revit, das das Statik Modell mit den Ergebnissen speichern kann)</li>\n</ul>\n<p>Wenn später Änderungen im Softwaremodell des Drittanbieters vorgenommen werden, müssen Sie das Checkbot-Projekt erneut öffnen und die Schaltfläche <strong>Synchronisieren </strong>betätigen, um sicherzustellen, dass alle Aktualisierungen des Softwaremodells des Drittanbieters in Checkbot übernommen werden. Die Schaltfläche \"Synchronisieren\" ist nur aktiviert, wenn die Checkbot-Datei über die Anwendung des Drittanbieters geöffnet ist.</p>\n<figure data-asset-id=\"5fd77659-57bc-49df-b838-dfffce0a12d2\" data-image-id=\"5fd77659-57bc-49df-b838-dfffce0a12d2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/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>Denken Sie daran, dass die Schaltfläche \"Synchronisieren\" nur aktiv ist, wenn Checkbot über eine BIM-Verknüpfung aus einer Drittanbietersoftware geöffnet wird.</p>\n<figure data-asset-id=\"0eba12b3-8302-4220-931c-58e872482160\" data-image-id=\"0eba12b3-8302-4220-931c-58e872482160\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/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>Beachten Sie, dass alle direkt in IDEA StatiCa vorgenommenen Änderungen (z.B. an Querschnitten, Exzentrizitäten, Lastkombinationen oder Operationen) bei der Synchronisation mit dem Quellprojekt überschrieben werden. Das Gleiche gilt, wenn die Exzentrizitäten in IDEA StatiCa geändert werden.</p>\n<p>Wenn Sie zum Beispiel einen Stahlverbindung in IDEA StatiCa Connection anpassen, die ursprünglich aus Tekla Structures importiert wurde, und dann synchronisieren, werden Ihre Änderungen in IDEA StatiCa durch die neuesten Entwurfsdaten aus Tekla Structures ersetzt.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n9eb97e43_d570_014f_cf50_11668954c60b\"></object>"
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"value": "<p>In IDEA StatiCa <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">Connection</a> haben wir die Möglichkeit, die Modelle mit Hilfe von Parametern (Beziehungen, die zwischen einzelnen Entitäten definiert werden) zu erstellen. Das parametrische Design erlaubt es uns, standardisierte Verbindungen effizient zu gestalten - <strong>lesen Sie</strong> <a data-item-id=\"e5982961-3fb7-424b-9b44-dfd731b836d4\" href=\"\">in diesem Artikel</a> <strong>, wie Sie mit Parametern arbeiten</strong><a data-item-id=\"d462d4fd-c84f-4b3b-8111-c248b270291b\" href=\"\">.</a></p>\n<p>Die Integration <strong>parametrischer Vorlagen</strong> in die Verbindungsbibliothek (Connection Library)<strong> ermöglicht Benutzern, eine universelle Sammlung von Vorlagen zu erstellen und zu verwenden, die mühelos angepasst und in verschiedenen Designkontexten eingesetzt werden können.</strong></p>\n<h3>Wie funktioniert das?</h3>\n<p>Der Benutzer kann die modellierte Verbindung in sein Firmen- oder persönliches Set hochladen, und dies sogar <strong>mit den definierten Parametern</strong>. Sobald die gleiche Geometrie im Projekt vorhanden ist und die Lösung wiederholt werden kann, kann der Benutzer diese Vorlage mit allen Parametern anwenden.</p>\n<figure data-asset-id=\"6359b9fa-158a-4310-b5da-045f09457bf6\" data-image-id=\"6359b9fa-158a-4310-b5da-045f09457bf6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f0a53fd0-929f-4053-9c8c-37b522604485/parametric_template_3.png\" data-asset-id=\"6359b9fa-158a-4310-b5da-045f09457bf6\" data-image-id=\"6359b9fa-158a-4310-b5da-045f09457bf6\" alt=\"\"></figure>\n<p>Darüber hinaus ist es möglich, nach dem Vorschlag der Vorlage <strong>die Parameter direkt</strong> <strong>im Hauptentwurfsfenster</strong> <strong>zu ändern</strong>, ohne in den Entwicklermodus wechseln zu müssen. Dank dieser benutzerfreundlichen Umgebung können auch weniger erfahrene Benutzer sicher mit vordefinierten Parametern arbeiten, die den Vorgaben der erfahrenen Designer entsprechen.</p>\n<figure data-asset-id=\"5de639e8-ed39-46ec-b976-8b542a884951\" data-image-id=\"5de639e8-ed39-46ec-b976-8b542a884951\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/21f4f5f7-4808-4e52-ad70-4c7446950a47/parametric_template_5.png\" data-asset-id=\"5de639e8-ed39-46ec-b976-8b542a884951\" data-image-id=\"5de639e8-ed39-46ec-b976-8b542a884951\" alt=\"\"></figure>\n<p>Dies macht weitere Optimierungen sehr einfach, da die Möglichkeit besteht, bei der Verwendung von Operationen nicht jedes Element einzeln zu ändern.</p>\n<p>Durch die Änderung eines Parameters können <strong>mehrere Schritte</strong> auf einmal durchgeführt werden. Wenn Sie beispielsweise die Breite der Aufweitung ändern, wirkt sich dies nicht nur auf die Aufweitung selbst, sondern auch auf alle zugehörigen Schweißnähte und die Position der Steifen aus:</p>\n<figure data-asset-id=\"b3f55ab2-d7c7-43a3-a143-e9b22dd2318c\" data-image-id=\"b3f55ab2-d7c7-43a3-a143-e9b22dd2318c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a920b12e-d9f6-4545-9616-2b4e45b7c256/parametric_template_4.png\" data-asset-id=\"b3f55ab2-d7c7-43a3-a143-e9b22dd2318c\" data-image-id=\"b3f55ab2-d7c7-43a3-a143-e9b22dd2318c\" alt=\"\"></figure>\n<p>Die gesperrten Änderungen in der Eigenschaftsliste einiger Fertigungsoperationen sind in solchen Fällen deaktiviert. Wenn der Benutzer es jedoch wünscht, kann er die Parameter mit der Schaltfläche <strong>\"Zerlegen</strong>\" aufheben und mit der Änderung der Operationen fortfahren.</p>\n<p>Die Vorlagen, mit denen die Parameter verknüpft sind, sind mit einem Kleinbuchstaben {p} gekennzeichnet. <strong>Das IDEA StatiCa Team</strong> hat bereits mehrere parametrische Vorlagen vorbereitet und im <strong>vordefinierten Design Set</strong> zur Verfügung gestellt.</p>\n<figure data-asset-id=\"088d4e9e-2275-4a46-ba2c-563cd28ba6c3\" data-image-id=\"088d4e9e-2275-4a46-ba2c-563cd28ba6c3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1f541105-3c13-4356-9547-4495dfdbfdce/parametric_template_1.png\" data-asset-id=\"088d4e9e-2275-4a46-ba2c-563cd28ba6c3\" data-image-id=\"088d4e9e-2275-4a46-ba2c-563cd28ba6c3\" alt=\"\"></figure>\n<h3>Was sind die Vorteile von parametrischen Vorlagen?</h3>\n<ul>\n <li><strong>Universelle Vorlagen</strong>: Benutzer können auf eine breite Sammlung von parametrischen Vorlagen aus der Verbindungsbibliothek zugreifen. Diese Vorlagen sind so konzipiert, dass sie universell einsetzbar sind und eine solide Grundlage für eine Vielzahl von Projekten bieten.</li>\n <li><strong>Parametrische Anpassung</strong>: Über die Registerkarte Entwickler können Benutzer spezifische Parameter für jede Vorlage definieren, was ein hohes Maß an Anpassung und Flexibilität bei Modellierung ermöglicht.</li>\n <li><strong>Identifizierung von Vorlagen</strong>: Parametrische Vorlagen sind leicht an dem Symbol {p} zu erkennen, so dass die Benutzer sie schnell erkennen und für ihre Projekte auswählen können.</li>\n <li><strong>Verbesserte Filterung der Bibliothek</strong>: Der Filter im Vorschlagsfenster der Verbindungsbibliothek ermöglicht es Benutzern, parametrische Vorlagen im umfangreichen Angebot der Bibliothek effizient zu finden.</li>\n <li><strong>Kontrolle der Veröffentlichung</strong>: Wenn eine Verbindung Parameter enthält, haben Benutzer die Möglichkeit, diese parametrischen Vorlagen in der Verbindungsbibliothek zu veröffentlichen. Diese Funktion bietet die Flexibilität, benutzerdefinierte Vorlagen mit einer breiteren Benutzergemeinschaft zu teilen oder sie für den individuellen oder internen Gebrauch zu reservieren.</li>\n</ul>\n<h3>Auswirkungen auf den Arbeitsablauf</h3>\n<p>Die Aufnahme parametrischer Vorlagen in die Verbindungsbibliothek stellt einen bedeutenden Fortschritt im Modellierungsprozess dar. Diese Funktionalität vereinfacht den Designprozess durch die Bereitstellung:</p>\n<ul>\n <li><strong>Effizienz</strong>: Die Verwendung von Vorlagen beschleunigt die Modellierungsphase und ermöglicht schnellere Wiederholungen und Änderungen.</li>\n <li><strong>Konsistenz</strong>: Parametrische Vorlagen gewährleisten projektübergreifende Konsistenz, was für die Einhaltung von Standards und Qualität entscheidend ist.</li>\n <li><strong>Kollaboration</strong>: Die Möglichkeit, angepasste Vorlagen gemeinsam zu nutzen, verbessert die Zusammenarbeit zwischen den Teams und mit der breiteren Community.</li>\n <li><strong>Individuelle Anpassung</strong>: Benutzer können Vorlagen an spezifische Projektanforderungen anpassen und so die Genauigkeit und Effektivität verbessern.</li>\n</ul>\n<p>Freigegeben in IDEA StatiCa Patch 23.1.5.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n503dd16a_3bbb_01aa_bb8d_c5cb081f36f8\"></object>\n<h2>Standard-Kontrollsätze in den Fertigungsoperationen (in Version 24.1)</h2>\n<p>Die Gestaltung von Verbindungen durch Parameter besteht einerseits aus der Einstellung von sehr individuellen Parametern, die für jeden einzelnen Verbindungstyp spezifisch sind. Andererseits gibt es Parameter, die fast immer verwendet werden, wie z.B. ein Satz von Schweißnähten, Verbindungselementen und Materialien.</p>\n<p>Um die Erstellung parametrischer Vorlagen zu vereinfachen und diese Einstellungen jederzeit zu erreichen, werden diese Steuerelemente als Standardsätze im Menübaum (unter dem Punkt Operationen) aufgenommen.</p>\n<p>Wenn Sie die Vorgänge auswählen, gibt es standardmäßig die folgenden Einstellungen:</p>\n<ul>\n <li>Schweißnaht-Einstellung: <strong>Schweißnahtbemessung Methode</strong> und <strong>Schweißnahtmaterial</strong> (24.0.5)</li>\n <li>Einstellung der Schraube: <strong>Typ</strong>, <strong>Scherebene im Gewinde</strong> und <strong>Scherkraftübertragung</strong> (24.1.0)</li>\n <li>Einstellung der Platten: <strong>Material </strong>(24.1.0)</li>\n</ul>\n<figure data-asset-id=\"2a3a3db4-b18c-4e2c-a09d-5774aa412487\" data-image-id=\"2a3a3db4-b18c-4e2c-a09d-5774aa412487\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/23570977-6342-4a3e-adc8-2563c3e0028f/common%20properties%201.png\" data-asset-id=\"2a3a3db4-b18c-4e2c-a09d-5774aa412487\" data-image-id=\"2a3a3db4-b18c-4e2c-a09d-5774aa412487\" alt=\"\"></figure>\n<p>Diese Steuerelemente legen die spezifischen Eigenschaften für das gesamte Modell für alle Operationen fest und werden standardmäßig im Menübaum (unter dem Punkt Operationen) angezeigt. Sie ändern nicht die Eigenschaften der Strukturelemente, sondern nur die Fertigungsoperationen.</p>\n<p>Falls eine der Eigenschaften, die mit dem Steuerelement verbunden sind,<strong> in einem Parameter</strong> der parametrischen Vorlage <strong>verwendet wird</strong>, wird das Steuerelement automatisch deaktiviert. Durch dieses Verhalten wird verhindert, dass dieselbe Eigenschaft an zwei Stellen beeinflusst werden kann und somit das Modell durch Schleifen in Parametern zerstört wird.</p>\n<p>Ein weiterer Vorteil ist, dass diese Steuerelemente auch ohne parametrische Vorlage angezeigt werden, was schnelle Änderungen und die Vereinheitlichung der Eigenschaften eines beliebigen Modells ermöglicht.</p>\n<h3>Was sind die Vorteile?</h3>\n<ul>\n <li>Für den <strong>Benutzer der parametrischen Vorlage</strong> sind alle Operationen deaktiviert (schreibgeschützt). Das <strong>Ändern des Materials, der Schraubenklasse oder des Plattenmaterials</strong> ist jedoch immer noch eine allgemein erwartete Aktion. Wenn jedoch ein einziger Parameter in der parametrischen Vorlage fehlte, wurde die Vorlage unbrauchbar. Gängige Eigenschaften wie Schweißnähte, Schrauben und Material können jetzt in jeder parametrischen Vorlage über die unter den Parametern angezeigten Standardsteuerungen angepasst werden.</li>\n <li>Das Hinzufügen dieser Steuerelemente <strong>vereinfacht die Arbeit des Vorlagenerstellers</strong> <strong>bei der Erstellung der parametrischen Vorlagen</strong>. Jetzt ist es nicht mehr notwendig, manuell spezielle Parameter für die Änderung allgemeiner Eigenschaften wie Schweißnähte, Schrauben und Materialien zu erstellen.</li>\n <li>Manchmal möchte man <strong>Schraubengüten oder Platten- und Schweißmaterial</strong> im gesamten Modell<strong>vereinheitlichen</strong>, auch wenn die <strong>parametrische Vorlage nicht verwendet wird</strong>. Dies kann entweder durch Mehrfachauswahl im Menübaum und Bearbeitung von Operationen desselben Typs geschehen (in diesem Fall muss jedoch jede Gruppe von Operationen mehrmals separat bearbeitet werden), oder es ist jetzt möglich, <strong>die gewünschte Eigenschaft zu ändern</strong> oder einfach zu prüfen, ob dieselbe Eigenschaft <strong>mit einem Klick</strong> verwendet wird.</li>\n</ul>\n<figure data-asset-id=\"bb5a4e57-69fe-4255-b4f5-adb95bf8a794\" data-image-id=\"bb5a4e57-69fe-4255-b4f5-adb95bf8a794\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/937c9874-ecb7-4e00-ba25-790f70433722/common%20properties%202.png\" data-asset-id=\"bb5a4e57-69fe-4255-b4f5-adb95bf8a794\" data-image-id=\"bb5a4e57-69fe-4255-b4f5-adb95bf8a794\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_1085ffa\"></object>"
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"value": "<h2>1. Neues Projekt</h2>\n<p>Starten Sie <strong>IDEA StatiCa Connection</strong>. </p>\n<figure data-asset-id=\"37d6cebc-433c-4d59-9574-f7fe7d62d33a\" data-image-id=\"37d6cebc-433c-4d59-9574-f7fe7d62d33a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/da3d5864-96c6-42fc-8aca-a67751913e96/p1uFUjwZ4W.png\" data-asset-id=\"37d6cebc-433c-4d59-9574-f7fe7d62d33a\" data-image-id=\"37d6cebc-433c-4d59-9574-f7fe7d62d33a\" alt=\"\"></figure>\n<p>Wählen Sie die Standard-Einstellungen für die Verankerungstopologie und öffnen Sie anschließend das Projekt.</p>\n<figure data-asset-id=\"8e2b4a96-d310-4461-9ee3-e69aa70b6a30\" data-image-id=\"8e2b4a96-d310-4461-9ee3-e69aa70b6a30\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/af5c2b8c-2442-4f8c-b412-d45eebd1dcbf/TBmkTHgVkZ.png\" data-asset-id=\"8e2b4a96-d310-4461-9ee3-e69aa70b6a30\" data-image-id=\"8e2b4a96-d310-4461-9ee3-e69aa70b6a30\" alt=\"\"></figure>\n<h2>2. Modellierung in Connection</h2>\n<p>Nach dem Erzeugen des Modells aus der Vorlage wird die Fußplatte zum Rand verschoben. Dafür wird <strong>die Vorlage zerlegt</strong>, sodass einzelne Bearbeitungsschritte getrennt angepasst werden können.</p>\n<figure data-asset-id=\"5654d764-1f62-421b-9af5-018f1f59bf0f\" data-image-id=\"5654d764-1f62-421b-9af5-018f1f59bf0f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/904eaffd-5190-4cc3-aed0-42215bc017bf/KTaLxKhra5.png\" data-asset-id=\"5654d764-1f62-421b-9af5-018f1f59bf0f\" data-image-id=\"5654d764-1f62-421b-9af5-018f1f59bf0f\" alt=\"\"></figure>\n<p>Passen Sie anschließend die Fußplatte an und stellen Sie die <strong>Schubkraftübertragung</strong> auf <strong>Reibung</strong> um.</p>\n<figure data-asset-id=\"83c02761-80a3-41df-9ab8-fbc5b65ae1ee\" data-image-id=\"83c02761-80a3-41df-9ab8-fbc5b65ae1ee\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/25e322be-ce5a-4227-8d32-ae2cdabb1f50/EcONyox3ro.png\" data-asset-id=\"83c02761-80a3-41df-9ab8-fbc5b65ae1ee\" data-image-id=\"83c02761-80a3-41df-9ab8-fbc5b65ae1ee\" alt=\"\"></figure>\n<p>Geben Sie nun die Bemessungsschnittgrößen für die <strong>biaxial beanspruchte Verankerung</strong> ein.<br>\nUnter diesen Lasten entsteht eine Kontaktpressung zwischen Fundamentunterseite und Boden. Standardmäßig wird der Betonblock als <strong>gerissen</strong> angenommen.</p>\n<figure data-asset-id=\"82167012-089b-4e7a-baee-12d39baaca35\" data-image-id=\"82167012-089b-4e7a-baee-12d39baaca35\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2cde8dda-7cbf-47a8-b981-a99e50929260/SHYjRcbTRd.png\" data-asset-id=\"82167012-089b-4e7a-baee-12d39baaca35\" data-image-id=\"82167012-089b-4e7a-baee-12d39baaca35\" alt=\"\"></figure>\n<h2>3. Nachweisführung in Connection</h2>\n<p>Wechseln Sie zur Registerkarte <strong>Nachweis </strong>und starten Sie die Berechnung. Die Nachweise zeigen einen <strong>ungenügenden Ankerwiderstand</strong>.</p>\n<figure data-asset-id=\"0f96ca64-5950-4d7d-b6d9-4b08ab2cf618\" data-image-id=\"0f96ca64-5950-4d7d-b6d9-4b08ab2cf618\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4a025cf6-58f4-4144-8b4e-3d8787814bd6/KgSN3l2sVB.png\" data-asset-id=\"0f96ca64-5950-4d7d-b6d9-4b08ab2cf618\" data-image-id=\"0f96ca64-5950-4d7d-b6d9-4b08ab2cf618\" alt=\"\"></figure>\n<p>Untersucht werden die maßgebenden Versagensarten für Zug- und Querlast gemäß <strong>EN 1992-4</strong>:</p>\n<figure data-asset-id=\"3ec57ea6-b2d4-4eed-96b9-83a0bec02630\" data-image-id=\"3ec57ea6-b2d4-4eed-96b9-83a0bec02630\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/53fe3a0c-0c36-48e2-9883-1916e0eb4820/NrZvvrhavE.png\" data-asset-id=\"3ec57ea6-b2d4-4eed-96b9-83a0bec02630\" data-image-id=\"3ec57ea6-b2d4-4eed-96b9-83a0bec02630\" alt=\"\"></figure>\n<figure data-asset-id=\"72d0808f-3e92-4258-bb77-6272c24a2eed\" data-image-id=\"72d0808f-3e92-4258-bb77-6272c24a2eed\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/21bb1290-cb88-47fb-81d1-659ba2bc098b/yJOkJG5r2Y.png\" data-asset-id=\"72d0808f-3e92-4258-bb77-6272c24a2eed\" data-image-id=\"72d0808f-3e92-4258-bb77-6272c24a2eed\" alt=\"\"></figure>\n<p>Der detaillierte Ankernachweis zeigt eine <strong>Nichtkonformität</strong> bereits auf der ersten Seite der Ausgabe. Damit wird klar, welche Nachweise gemäß EN 1992-4 <strong>nicht vollständig im Modell</strong> abgedeckt sind und manuell oder mit einem weiterführenden Modell zu führen sind.</p>\n<figure data-asset-id=\"6b1054ae-cc11-404f-a608-d3daa20d0b7b\" data-image-id=\"6b1054ae-cc11-404f-a608-d3daa20d0b7b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/508f1569-5da6-4653-947a-1771b7fb3143/nxOf1uXWVe.png\" data-asset-id=\"6b1054ae-cc11-404f-a608-d3daa20d0b7b\" data-image-id=\"6b1054ae-cc11-404f-a608-d3daa20d0b7b\" alt=\"\"></figure>\n<p><strong>Grund des Versagens:</strong></p>\n<ul>\n <li><strong>Betonausbruchwiderstand</strong> der Anker bei Zug</li>\n <li><strong>Betonausbruchwiderstand</strong> der Anker bei Querkraft</li>\n</ul>\n<p>Dieses Problem kann mit <strong>IDEA StatiCa Detail</strong> gelöst werden. Dort wird der Betonblock mithilfe der <strong>3D-CSFM-Methode</strong> realitätsnäher abgebildet, einschließlich Bewehrungsmitwirkung und dreidimensionaler Betonbeanspruchung.</p>\n<h2>4. Export nach IDEA StatiCa Detail</h2>\n<p>IDEA StatiCa Connection verfügt über eine Schnittstelle zu Detail. Damit können die Daten für den <strong>Nachweis des Fundaments</strong> direkt übertragen werden.</p>\n<p><strong>Voraussetzung für den Export: </strong>Das Modell muss <strong>berechnet sein </strong>und die <strong>Ergebnisse müssen vorliegen.</strong></p>\n<p>Klicken Sie auf die Schaltfläche <strong>Stahlbeton nachweisen</strong> und speichern die IDEA StatiCa Detail Datei in einem Ordner Ihrer Wahl. Die neue Detail Datei wird danach automatisch geöffnet.</p>\n<figure data-asset-id=\"e2bbbcbf-e3a4-49d3-af7e-bd095e7384f2\" data-image-id=\"e2bbbcbf-e3a4-49d3-af7e-bd095e7384f2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/db9c54bc-3001-49de-a474-3ecb0093364f/KIpBkMZUJF.png\" data-asset-id=\"e2bbbcbf-e3a4-49d3-af7e-bd095e7384f2\" data-image-id=\"e2bbbcbf-e3a4-49d3-af7e-bd095e7384f2\" alt=\"\"></figure>\n<p>Folgende Informationen werden übertragen:</p>\n<ul>\n <li>Geometrie des Betonblocks</li>\n <li>Anker</li>\n <li>Fußplatte</li>\n <li>Einwirkungen</li>\n <li>Querkraftübertragungsmechanismus (Anker / Schubknagge / Reibung)</li>\n <li>Materialien</li>\n <li>Ankertyp (geklebt / einbetoniert)</li>\n <li>Verankerungsende (Scheibe / Gerade / Haken)</li>\n <li>Reibbeiwert</li>\n</ul>\n<h2>5. Bearbeitung in IDEA StatiCa Detail</h2>\n<h3>System (Betonblock, Lager, Lasten, Bewehrung)</h3>\n<p>Das Modell muss einmal vorab berechnet sein, damit alle Daten vollständig übernommen werden.</p>\n<h3>Lagerung</h3>\n<p>Der Betonblock erhält eine <strong>Flächenlagerung</strong> mit Steifigkeit in allen drei Richtungen.<br>\nZug wird jedoch standardmäßig <strong>nicht aufgenommen</strong> (Nichtlinearität).</p>\n<p><strong>Hinweis zur Stabilität:</strong><br>\nBei hohen Momenten kann der Betonblock \"abheben\" und zu großen Rotationen führen. Dies kann das Gesamtmodell instabil machen. In diesem Beispiel sollen Zugkräfte übertragen werden.</p>\n<figure data-asset-id=\"6c7cc0ad-d1a1-4e5c-95e7-f6b592605cef\" data-image-id=\"6c7cc0ad-d1a1-4e5c-95e7-f6b592605cef\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6a28eb93-6714-47c3-bd00-4992574e88e9/Fy1VRIG7fK.png\" data-asset-id=\"6c7cc0ad-d1a1-4e5c-95e7-f6b592605cef\" data-image-id=\"6c7cc0ad-d1a1-4e5c-95e7-f6b592605cef\" alt=\"\"></figure>\n<figure data-asset-id=\"2735ce7c-f63d-4e33-8daa-fa7948d6d419\" data-image-id=\"2735ce7c-f63d-4e33-8daa-fa7948d6d419\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f44fb6ad-a852-4749-b817-33209f9a10af/pXHSdEQ6f6.png\" data-asset-id=\"2735ce7c-f63d-4e33-8daa-fa7948d6d419\" data-image-id=\"2735ce7c-f63d-4e33-8daa-fa7948d6d419\" alt=\"\"></figure>\n<h3>Verbindungselemente (Anker)</h3>\n<p>Die Anker werden aus Connection übernommen.<br>\nWählen Sie den passenden Ankertyp:</p>\n<ul>\n <li><strong>Einbetonierte Anker</strong></li>\n <li><strong>Nachträglich montiert</strong></li>\n</ul>\n<figure data-asset-id=\"7aff6ff3-692e-4e35-94df-aabc70108410\" data-image-id=\"7aff6ff3-692e-4e35-94df-aabc70108410\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c839124b-928c-4f58-ac88-cb91abf1ecdb/TBy7q1DFLY.png\" data-asset-id=\"7aff6ff3-692e-4e35-94df-aabc70108410\" data-image-id=\"7aff6ff3-692e-4e35-94df-aabc70108410\" alt=\"\"></figure>\n<p>Achten Sie auf die richtige Einstellung <strong>Verbindung mit Fundamentplatte</strong>:</p>\n<p>Nach einem <strong>Import aus Connection</strong> sollte die <strong>Axialkraftübertragung AUS</strong> und die <strong>Schubkraftübertragung EIN</strong> geschaltet sein, da die Anker direkt mit Kräften beaufschlagt werden.</p>\n<p>Wird das Fundament hingegen vollständig in Detail modelliert, sind beide Optionen <strong>EIN</strong> zu schalten.</p>\n<p>Bei Querkraftübertragung ist festzulegen, <strong>welche Anker Querkraft aufnehmen</strong> dürfen. Dies entspricht der Vorgabe der EN 1992-4 für den Querkraft-Betonausbruchnachweis.</p>\n<h3>Bewehrung</h3>\n<p>Stellen Sie die Betondeckung auf <strong>40 mm</strong> ein, was als Standardwert für die Bewehrung verwendet wird.</p>\n<figure data-asset-id=\"fd6646f7-cebf-443f-9d0a-41ef39a2ab95\" data-image-id=\"fd6646f7-cebf-443f-9d0a-41ef39a2ab95\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c3d9b540-82ad-420b-a367-12d6fd8b4da6/ycrjNeSVKh.png\" data-asset-id=\"fd6646f7-cebf-443f-9d0a-41ef39a2ab95\" data-image-id=\"fd6646f7-cebf-443f-9d0a-41ef39a2ab95\" alt=\"\"></figure>\n<p>Wählen Sie die <strong>Bewehrungsanordnung (1) --> 3D Stabgruppe (2) </strong>aus.</p>\n<figure data-asset-id=\"a21c24ad-3aad-4613-8308-0abbbbe95378\" data-image-id=\"a21c24ad-3aad-4613-8308-0abbbbe95378\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a424f7f7-064e-4f00-accf-6af4b7121e8a/P7tXvuM9RV.png\" data-asset-id=\"a21c24ad-3aad-4613-8308-0abbbbe95378\" data-image-id=\"a21c24ad-3aad-4613-8308-0abbbbe95378\" alt=\"\"></figure>\n<p>Tragen Sie die <strong>Eigenschaften, </strong>die <strong>Formdefinition</strong> und die <strong>Oberflächen </strong>ein.</p>\n<figure data-asset-id=\"d594f83a-fe3a-41fb-855d-11c89364d117\" data-image-id=\"d594f83a-fe3a-41fb-855d-11c89364d117\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5ed2d189-2750-4762-bde0-df4b272bbe0d/6z8k0wmpgx.png\" data-asset-id=\"d594f83a-fe3a-41fb-855d-11c89364d117\" data-image-id=\"d594f83a-fe3a-41fb-855d-11c89364d117\" alt=\"\"></figure>\n<p><strong>Kopieren</strong> Sie die Bewehrung und ändern Sie die <strong>Oberfläche</strong>.</p>\n<figure data-asset-id=\"fed99281-6cc4-4073-88ef-f891cf8905e0\" data-image-id=\"fed99281-6cc4-4073-88ef-f891cf8905e0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/88b34d37-4f27-4e32-8438-702de63dedf5/Pri8Vzc1nB.png\" data-asset-id=\"fed99281-6cc4-4073-88ef-f891cf8905e0\" data-image-id=\"fed99281-6cc4-4073-88ef-f891cf8905e0\" alt=\"\"></figure>\n<p><strong>Kopieren</strong> Sie die Bewehrung nochmals und ändern Sie die <strong>Formdefinition </strong>und die <strong>Oberfläche</strong>.</p>\n<figure data-asset-id=\"6dbb335a-17d9-4c7a-9238-e6955b5ed69f\" data-image-id=\"6dbb335a-17d9-4c7a-9238-e6955b5ed69f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6ac8e716-6710-4843-8ceb-253b7db12ee8/DiiTPQ6mO4.png\" data-asset-id=\"6dbb335a-17d9-4c7a-9238-e6955b5ed69f\" data-image-id=\"6dbb335a-17d9-4c7a-9238-e6955b5ed69f\" alt=\"\"></figure>\n<p><em><strong>Hinweis:</strong></em><em><br>\nMit zunehmender Anzahl von Bewehrungsstäben kann die räumliche Ansicht des Fundaments unübersichtlich werden. Sie können einzelnen </em><em><strong>Stabgruppen</strong></em><em> vorübergehend </em><em><strong>deaktivieren</strong></em><em>, um die Darstellung zu vereinfachen. </em><em><strong>Vergessen Sie nicht, alle Stabgruppen wieder zu aktivieren, wenn Sie fertig sind. Um korrekte Ergebnisse zu erhalten, muss das Modell vollständig bewehrt sein.</strong></em></p>\n<p>Zum Abschluss wird die <strong>Querkraftbewehrung</strong> eingegeben. Diese kann als <strong>vertikale Bügelstäbe</strong> modelliert werden, die an beiden Enden mit <strong>starrem Verbund</strong> angesetzt sind. Kopieren Sie dazu die letzte Eingabe und passen Sie die Parameter wie im Bild unten an.</p>\n<figure data-asset-id=\"903cceb7-e52a-43da-a6ac-85139604cb96\" data-image-id=\"903cceb7-e52a-43da-a6ac-85139604cb96\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4f8c7b73-f860-4224-b922-1ba9163d9983/av1gm4EYVv.png\" data-asset-id=\"903cceb7-e52a-43da-a6ac-85139604cb96\" data-image-id=\"903cceb7-e52a-43da-a6ac-85139604cb96\" alt=\"\"></figure>\n<h3>Lasten und Kombinationen</h3>\n<p>Die Einwirkungen werden aus der Berechnung in Connection übernommen. Sie können sich die Kräfte, die durch die Schweißnähte auf die Fußplatte übertragen werden und die Ankerkräfte anschauen. Klicken Sie dazu auf <strong>LE1</strong>.</p>\n<figure data-asset-id=\"aa566c8f-dffa-4e1a-983c-896bb99bb3fb\" data-image-id=\"aa566c8f-dffa-4e1a-983c-896bb99bb3fb\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/154b4ce0-29fd-441d-a322-3ff27bb31ce3/AJYZv983ut.png\" data-asset-id=\"aa566c8f-dffa-4e1a-983c-896bb99bb3fb\" data-image-id=\"aa566c8f-dffa-4e1a-983c-896bb99bb3fb\" alt=\"\"></figure>\n<p>Fügen Sie noch den Lastfall <strong>Eigengewicht </strong>zu:</p>\n<figure data-asset-id=\"9bf98b4c-07e5-4537-8b24-f0523d513af4\" data-image-id=\"9bf98b4c-07e5-4537-8b24-f0523d513af4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/492e7689-2485-427c-8353-b2fffc3899d9/sYAAO7uJKt.png\" data-asset-id=\"9bf98b4c-07e5-4537-8b24-f0523d513af4\" data-image-id=\"9bf98b4c-07e5-4537-8b24-f0523d513af4\" alt=\"\"></figure>\n<p>Fügen Sie den <strong>Lastfall LC2</strong> mit dem Teilsicherheitsbeiwert <strong>1,35</strong> der vorhandenen Bemessungskombination zu. Der Teilsicherheitsbeiwert aus dem Connection Berechnung wird auf 1,0 belassen, da hier schon die Bemessungswerte vorliegen.</p>\n<figure data-asset-id=\"c00e31a7-50b0-4d6e-a330-5809ba00a396\" data-image-id=\"c00e31a7-50b0-4d6e-a330-5809ba00a396\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d4bf8e0d-307b-4d3d-9a8f-a9f03ce6604e/gpx4qBuMzX.png\" data-asset-id=\"c00e31a7-50b0-4d6e-a330-5809ba00a396\" data-image-id=\"c00e31a7-50b0-4d6e-a330-5809ba00a396\" alt=\"\"></figure>\n<h2>6. Berechnung und Nachweis</h2>\n<p>Bevor Sie die Berechnung starten, empfiehlt es sich, den <strong>Vernetzungsfaktor</strong> auf den Wert <strong>2</strong> oder <strong>3 </strong>zu setzen.<br>\nDadurch wird die Rechenzeit reduziert und eventuelle <strong>Divergenzprobleme</strong> können schneller erkannt werden.<br>\nDieser Schritt ist optional – für die endgültige Berechnung sollte der Faktor wieder auf <strong>1</strong> zurückgestellt werden.</p>\n<figure data-asset-id=\"5970dd85-d619-4ed5-a5d0-9c32c78af67d\" data-image-id=\"5970dd85-d619-4ed5-a5d0-9c32c78af67d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bfd09071-250b-42a9-aca9-2c4a4c650cdb/n04uDeJfM1.png\" data-asset-id=\"5970dd85-d619-4ed5-a5d0-9c32c78af67d\" data-image-id=\"5970dd85-d619-4ed5-a5d0-9c32c78af67d\" alt=\"\"></figure>\n<p><em><strong>Hinweis zur Rechenzeit:</strong></em><em><br>\nDie Berechnung basiert auf einem </em><em><strong>nichtlinearen Beton-Stahl-Verbundmodell.</strong></em><em> Für dieses Beispiel benötigt ein aktueller, leistungsstarker Computer mit </em><em><strong>Vernetzungsfaktor 1</strong></em><em> etwa </em><em><strong>eine Minute</strong></em><em>.</em></p>\n<p><br></p>\n<p>Nach Abschluss der Berechnung erscheint oben links auf dem Bildschirm eine <strong>Kurzübersicht der Ergebnisse</strong>.<br>\nWechseln Sie anschließend in den Reiter <strong>Nachweis</strong>.<br>\nDort werden die <strong>Zusammenfassungen der Ergebnisse</strong> angezeigt, unter anderem die <strong>Spannungstrajektorien </strong>im Beton und der <strong>Spannungsverlauf</strong> in der Bewehrung.</p>\n<figure data-asset-id=\"fc708f39-f03f-47ac-9ae8-52063d9dbe51\" data-image-id=\"fc708f39-f03f-47ac-9ae8-52063d9dbe51\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8845e843-ff82-4d69-b426-8b1a3bbe6216/aHgHRAo4mw.png\" data-asset-id=\"fc708f39-f03f-47ac-9ae8-52063d9dbe51\" data-image-id=\"fc708f39-f03f-47ac-9ae8-52063d9dbe51\" alt=\"\"></figure>\n<h3>Äquivalente Hauptspannung im Beton</h3>\n<p>Die <strong>äquivalente Hauptspannung</strong> im Beton wird aus dem <strong>Volumenverhalten des Betonblocks</strong> bestimmt und direkt mit dem Bemessungswert der Betondruckfestigkeit <strong>fcd</strong> verglichen.</p>\n<p>Der Zusammenhang zwischen der maximalen Betondruckspannung <strong>σc,3</strong> und der effektiven Hauptspannung wird über den <strong>Kappa-Faktor</strong> beschrieben.</p>\n<figure data-asset-id=\"efd69b13-7edc-4316-832c-964d7b64f1db\" data-image-id=\"efd69b13-7edc-4316-832c-964d7b64f1db\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3ade97ae-241f-46a9-ad87-24b3ee94848d/IhxvlaXUpm.png\" data-asset-id=\"efd69b13-7edc-4316-832c-964d7b64f1db\" data-image-id=\"efd69b13-7edc-4316-832c-964d7b64f1db\" alt=\"\"></figure>\n<h3>Spannungsauslastung in der Bewehrung</h3>\n<p>Im <strong>Bewehrungsnachweis</strong> lassen sich die Spannungen und Dehnungen sämtlicher <strong>Bewehrungsstäbe </strong>darstellen. Man kann deutlich erkennen, welche Bewehrung zur Erhöhung der Betonausbruchtragfähigkeit beiträgt.</p>\n<figure data-asset-id=\"cec36053-2d32-46a8-af45-c2dc17c0766b\" data-image-id=\"cec36053-2d32-46a8-af45-c2dc17c0766b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7c5647c2-834e-434b-b4cd-e39769fce685/jgATc1OCoR.png\" data-asset-id=\"cec36053-2d32-46a8-af45-c2dc17c0766b\" data-image-id=\"cec36053-2d32-46a8-af45-c2dc17c0766b\" alt=\"\"></figure>\n<h3>Spannungsauslastung in der Verankerung</h3>\n<p>Im <strong>Verankerungsnachweis</strong> lassen sich die Spannungen und Dehnungen aller <strong>Anker</strong> darstellen. In diesem Beispiel zeigt sich, dass der <strong>Anker an der Fundamentecke</strong> die höchste Spannungsauslastung aufweist.</p>\n<figure data-asset-id=\"01b3bd2e-4991-4b97-aad2-2c336ed8933e\" data-image-id=\"01b3bd2e-4991-4b97-aad2-2c336ed8933e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/893c1fb5-f4e8-416b-8721-fef1ed233a02/MSrKY3oPy6.png\" data-asset-id=\"01b3bd2e-4991-4b97-aad2-2c336ed8933e\" data-image-id=\"01b3bd2e-4991-4b97-aad2-2c336ed8933e\" alt=\"\"></figure>\n<h3>Verbundspannungen in der Verankerung</h3>\n<p>Im <strong>Verankerungsnachweis</strong> lassen sich zusätzlich die Verbundspannungen und Verbundkräfte aller <strong>Anker</strong> darstellen. In diesem Beispiel zeigt sich, dass beim <strong>Anker an der Fundamentecke</strong> das Verhältnis Verbundspannung zu Verbundtragfähigkeit relativ hoch ist.</p>\n<figure data-asset-id=\"f43335e7-d972-4830-abe0-022e0806af02\" data-image-id=\"f43335e7-d972-4830-abe0-022e0806af02\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e013d3fa-2766-44a5-9aee-ee629b1e8204/2MYKsC5uyy.png\" data-asset-id=\"f43335e7-d972-4830-abe0-022e0806af02\" data-image-id=\"f43335e7-d972-4830-abe0-022e0806af02\" alt=\"\"></figure>\n<h3>Verformungen</h3>\n<p>Es wird empfohlen, nach der Berechnung auch die <strong>Verformungen</strong> zu überprüfen. Auffällige <strong>große Verschiebungen, Rotationen oder lokale Netzverzerrungen</strong> können auf Modellierungs- oder Stabilitätsprobleme hindeuten.</p>\n<p>Zur Darstellung der Verformungen wechseln Sie in das Menü <strong>Zusatz </strong>und aktivieren die Option <strong>Verformung</strong>.</p>\n<figure data-asset-id=\"9c96c0db-7f22-414e-9289-975f973becb5\" data-image-id=\"9c96c0db-7f22-414e-9289-975f973becb5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1be61311-09e1-4abf-8e67-03fb6f6c3f22/TcOCAhJ0s7.png\" data-asset-id=\"9c96c0db-7f22-414e-9289-975f973becb5\" data-image-id=\"9c96c0db-7f22-414e-9289-975f973becb5\" alt=\"\"></figure>\n<h2>7. Bericht</h2>\n<p>Zum Schluss gehen Sie zur <strong>Berichtsvorschau</strong>. IDEA StatiCa bietet einen vollständig anpassbaren Bericht, den Sie ausdrucken oder in einem editierbaren Format speichern können.</p>\n<figure data-asset-id=\"c84fc776-92c6-40e6-bd79-88d032cefbcd\" data-image-id=\"c84fc776-92c6-40e6-bd79-88d032cefbcd\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/049b602b-c0c7-47ea-ae4e-c0ee89db2b74/tsaxykgyuX.png\" data-asset-id=\"c84fc776-92c6-40e6-bd79-88d032cefbcd\" data-image-id=\"c84fc776-92c6-40e6-bd79-88d032cefbcd\" alt=\"\"></figure>\n<p>Sie haben alle Nachweise nach den Normen EN 1993-1-8 und EN 1992-4 erbracht. Der Stahlteil wurde in IDEA StatiCa Connection geprüft, und der Betonblock wurde in IDEA StatiCa Connection und Detail nachgewiesen.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n4dd5ffed_5d8f_019f_6b34_06ac7a378a06\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"ae80cc3d_e62c_0176_fe5d_11f0947d3419\"></object>"
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Wenn seitlicher Druck ausgeübt wird, wird die seitliche Ausdehnung des Betons \"gebremst\", so dass er höheren axialen Belastungen standhalten kann, bevor er versagt.</li>\n <li><strong>Erhöhte Duktilität</strong>: Eingeschlossener Beton weist eine höhere Duktilität auf, d. h. er kann größere Verformungen ertragen, bevor er versagt.</li>\n</ol>\n<p>In der folgenden Abbildung können Sie sehen, wie sich das Spannungs-Dehnungs-Diagramm und die Tragfähigkeit von dem Umschnürungseffekt beeinflusst werden.</p>\n<figure data-asset-id=\"267e3d53-b814-4a9e-8ece-f1295cb99094\" data-image-id=\"267e3d53-b814-4a9e-8ece-f1295cb99094\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4c82248d-2921-4a12-8752-4ed3b69cb201/32.png\" data-asset-id=\"267e3d53-b814-4a9e-8ece-f1295cb99094\" data-image-id=\"267e3d53-b814-4a9e-8ece-f1295cb99094\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Abb. 1\\qquad Einschnürungseffekt und Einfluss auf die Tragfähigkeit von Bauwerken}}}\\]</em></p>\n<p>Bevor wir uns mit dem Beispiel selbst befassen, sollten wir uns daran erinnern, wie das Material Beton in der Anwendung definiert ist.</p>\n<h2>Definition des Betonmaterials in IDEA StatiCa Detail</h2>\n<p>3D CSFM definiert das Betonverhalten auf der Grundlage der <strong>Mohr-Coulomb-Plastizitätstheorie</strong> für monotone Belastung.</p>\n<p>Im Allgemeinen können für einen gegebenen inneren Reibungswinkel des Betons, der bei φ <em>= 30°</em> liegt, die Zug- und Druckfestigkeiten der Mohr'schen Kreise des Betons wie in Abbildung 2 konstruiert werden.</p>\n<figure data-asset-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\" data-image-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7ca2aece-2d9e-4ac9-a3e2-fb9938b610e0/Mohrs%20circles%20for%20real%20concrete.png\" data-asset-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\" data-image-id=\"f0359fcd-2033-4b19-a6dd-154dc0bbfa82\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Abb. 2\\qquad Mohr'sche Kreise für Beton}}}\\]</em></p>\n<p>Dabei ist <em>f</em><em><sub>c</sub></em> die Druckfestigkeit des Betons, <em>f</em><em><sub>ct</sub></em> die Zugfestigkeit des Betons, <em>φ</em> der innere Reibungswinkel und σ<sub>c1</sub><em>, </em>σ<sub>c3</sub> die Hauptspannungen des Betons unter dreiachsiger Druckbelastung.</p>\n<p>Es ist festzustellen, dass mit zunehmender Hauptspannung σ<sub>c3</sub> auch die maximal mögliche Differenz zwischen den Werten von σ<sub>c3</sub> und σ<sub>c1</sub>, die wir als maximale σ<sub>c</sub><em><sub>,eq</sub></em> (siehe unten) definieren, zunimmt.</p>\n<p>In 3D CSFM, wie es in IDEA StatiCa Detail implementiert ist, wird der Winkel der inneren Reibung mit φ <em>= 0° </em>angenommen <em>, </em>wie in Abbildung 3 gezeigt.</p>\n<figure data-asset-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\" data-image-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a356c004-fcd0-4557-9209-da5d8264edae/Mohrs%20circles%20for%20concrete%20in%20Detail.png\" data-asset-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\" data-image-id=\"4ada49d8-d60e-44d9-a343-a0b88366cb7a\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Abb. 3\\qquad Mohrsche Kreise für Beton, implementiert in IDEA StatiCa Detail}}}\\]</em></p>\n<p>Die praktische Konsequenz dieser Implementierung ist, dass die maximale Differenz zwischen σ<sub>c3</sub> und σ<sub>c1</sub> mit zunehmendem σ<sub>c3</sub> konstant ist.</p>\n<p><strong>Die äquivalente Hauptspannung drückt die äquivalente \"schädigende\" einachsige Spannung für einen allgemeinen dreiachsigen Spannungszustand aus.</strong></p>\n<p>\\[\\sigma_{c,eq} = \\sigma_{c3} - \\sigma_{c1}\\]</p>\n<p>Der σ<sub>c</sub><em><sub>,eq-Wert</sub></em> kann daher direkt mit den Grenzwerten für die einachsige Festigkeit gemäß den Normen verglichen werden.</p>\n<p>Vergleicht man Abbildung 2, in der der reale innere Reibungswinkel verwendet wird, mit Abbildung 3, die die Umsetzung der Mohr-Coulomb-Theorie mit einem inneren Reibungswinkel von Null zeigt, so wird deutlich, dass der für die Berechnungen in der Anwendung Detail gewählte Ansatz für die Bewertung des dreiachsigen Spannungszustands auf der sicheren Seite liegt. Man beachte, dass das Modell mit dem Reibungswinkel Null dem Tresca-Modell mit Spannungsabschaltung ähnelt.</p>\n<p>Lesen Sie mehr in <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><strong>Statische Bemessung von 3D-Diskontinuitäten aus Beton in IDEA StatiCa Detail</strong></a></p>\n<h2>Triaxialversuch - ein Beispiel für aktive Umschnürung</h2>\n<p>In diesem Beispiel wird ein Triaxialversuch simuliert, um zu erklären, wie die triaxiale Druckwirkung in 3D CSFM in IDEA StatiCa Detail implementiert ist. Es handelt sich also um ein Beispiel für <strong>aktive Umschnürung</strong>. Alle Berechnungen werden in charakteristischen Werten durchgeführt.</p>\n<p>Bei dem Modell handelt es sich um einen Block mit den Grundrissmaßen 1,0 x 1,0 m und einer Höhe von 3,0 m aus C30/37-Beton, der in Z-Richtung von einer starren Lagerung getragen wird. Nur aus Gründen der Stabilität des Analysemodells werden auch die X- und Y-Richtung mit einem vernachlässigbaren Steifigkeitswert in die Flächenstütze einbezogen. Die Belastung wird in zwei Schritten aufgebracht. Im ersten Schritt wird das Modell mit einem hydrostatischen Druck (σ<sub>c</sub><em><sub>,</sub></em><sub>1</sub> = σ<sub>c</sub><em><sub>,</sub></em><sub>2</sub> = σ<sub>c</sub><em><sub>,</sub></em><sub>3</sub>) von 20 MPa belastet. Dieser hohe Wert, bezogen auf die Betonfestigkeit, wurde hauptsächlich gewählt, um die Stabilität des Rechenmodells zu demonstrieren.</p>\n<figure data-asset-id=\"0745573b-ce79-4aca-84fe-1d43cf4802c3\" data-image-id=\"0745573b-ce79-4aca-84fe-1d43cf4802c3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c7494607-2b43-4caa-a8e1-0f4288da7e11/Tri-axial%20test.png\" data-asset-id=\"0745573b-ce79-4aca-84fe-1d43cf4802c3\" data-image-id=\"0745573b-ce79-4aca-84fe-1d43cf4802c3\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Abb. 4\\qquad Triaxialer Versuchsaufbau - Modell, Belastung und Randbedingungen}}}\\]</em></p>\n<p>Nach der Berechnung des Modells erhalten wir den Wert σ<sub>c</sub><em><sub>,eq</sub></em> = 0 MPa im gesamten Modell. Dies entspricht der früheren Definition der Umsetzung der Mohr-Coulomb-Plastizitätstheorie im Detail.</p>\n<figure data-asset-id=\"bcefe73a-3380-47e4-8de0-53a0ad3fbe85\" data-image-id=\"bcefe73a-3380-47e4-8de0-53a0ad3fbe85\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/eb50b0f7-cced-42a8-ae95-53f49b768cdb/Eq%20stress%20step%201.png\" data-asset-id=\"bcefe73a-3380-47e4-8de0-53a0ad3fbe85\" data-image-id=\"bcefe73a-3380-47e4-8de0-53a0ad3fbe85\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Abb. 5\\qquad Equivalent Principal Stress - first calculation step}}}\\]</em></p>\n<p>Im zweiten Schritt wird eine Flächenlast von 50 MPa auf die obere Fläche des Modells aufgebracht. Man beachte, dass diese Last höher ist als die angenommene axiale Druckfestigkeit des Betons von 30 MPa. Ziel des Tests ist es, zu zeigen, dass in diesem Schritt keine Last aufgebracht wird, die größer ist als die Druckfestigkeit des Betons. Die Berechnung sollte daher so beendet werden, dass die aufgebrachte Last dem sich ergebenden Wert von σ<sub>c</sub><em><sub>,eq</sub></em> entspricht.</p>\n<p>Schauen wir uns nun die Ergebnisse an. Wie erwartet wurde die Berechnung abgebrochen, weil das Kriterium der plastischen Dehnung des Betons, das 5% beträgt, überschritten wurde.</p>\n<figure data-asset-id=\"64847678-e025-4afd-b504-f78296ce7881\" data-image-id=\"64847678-e025-4afd-b504-f78296ce7881\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0aeb3a83-a813-4b7e-ab8a-2c5be92749fe/Stop%20criterion%20after%202.%20step.png\" data-asset-id=\"64847678-e025-4afd-b504-f78296ce7881\" data-image-id=\"64847678-e025-4afd-b504-f78296ce7881\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Abb. 7\\qquad Berechnungsergebnis nach dem zweiten Schritt}}}\\]</em></p>\n<p>Wenn wir die Ergebnisse durchgehen, stellen wir fest, dass sie mit den oben definierten Annahmen übereinstimmen. Dies zeigt, dass das konkrete Modell im Detail in Bezug auf den aktiven Einschluss korrekt funktioniert.</p>\n<figure data-asset-id=\"7e5e0cbf-2c7d-456c-a7e3-5b0eae9eae90\" data-image-id=\"7e5e0cbf-2c7d-456c-a7e3-5b0eae9eae90\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/399058ba-db6c-445e-8468-98eb0a4d4607/Load%20stress%20step%202.png\" data-asset-id=\"7e5e0cbf-2c7d-456c-a7e3-5b0eae9eae90\" data-image-id=\"7e5e0cbf-2c7d-456c-a7e3-5b0eae9eae90\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Abb. 7\\qquad a) Angewandte Last in Schritt 2; b) Vergleichende Hauptspannung; c) Hauptspannungen σc,3 a σc,1}}}\\]</em></p>\n<p>Die Spannungsspitzen, die an der oberen und unteren Oberfläche zu beobachten sind, werden durch die Art und Weise verursacht, in der die Oberflächenlast und die Oberflächenunterstützung an den Rändern des Netzes aus tetraedrischen Elementen mit Knotenrotationen aufgebracht werden. Und auch die Tatsache, dass in der Anwendung Detail immer die maximalen Knotenwerte aus benachbarten finiten Elementen angezeigt werden. Da diese Methode jedoch nicht Gegenstand dieses Artikels ist, werden wir sie nicht weiter verfolgen.</p>\n<h4>ABAQUS-Überprüfung</h4>\n<p>Im nächsten Schritt werden wir uns einen Vergleich mit Modellen ansehen, die in ABAQUS erstellt wurden, wo ebenfalls die Mohr-Coulomb-Plastizitätstheorie zur Definition von Beton verwendet wird. Wir werden die Ergebnisse von Detail mit einem Betonmodell mit einem inneren Reibungswinkel von 30° vergleichen. So demonstrieren wir die Konservativität des Ansatzes in 3D CSFM.</p>\n<figure data-asset-id=\"6a5d81a7-da32-45e1-bee7-3b2769615a5d\" data-image-id=\"6a5d81a7-da32-45e1-bee7-3b2769615a5d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d8d6859d-2d6f-4ac9-ab6c-1d1aa11c4d42/Tri-axial%20ABAQUS.png\" data-asset-id=\"6a5d81a7-da32-45e1-bee7-3b2769615a5d\" data-image-id=\"6a5d81a7-da32-45e1-bee7-3b2769615a5d\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Abb. 8\\qquad ABAQUS-Modell: a) Betonnetz 2; b) Lastdefinition; c) Hauptspannungen σc,3}}}\\]</em></p>\n<p>In ABAQUS haben wir ein Modell erstellt, das dem Modell in Detail ähnlich ist. Die Definitionen von Material, Randbedingungen und Lasten sind identisch. Andererseits ist das Betonnetz vereinfacht. Die Ergebnisse für zwei Berechnungen, eine mit φ <em>= 0°; c = 15 MPa und die zweite mit φ = 30°; c = 8,65 MPa</em>, sind in der nachstehenden Grafik dargestellt, ebenso wie der Vergleich mit anderen Winkeln der inneren Reibung φ <em>= </em>10°, 20°, 40°.</p>\n<figure data-asset-id=\"3431843e-a5eb-41d4-aa9f-b0b57492f2a6\" data-image-id=\"3431843e-a5eb-41d4-aa9f-b0b57492f2a6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d7b7d8b7-4c82-42de-bcb4-f3c0c8b93f48/Tri-axial%20ABAQUS%20comparison.png\" data-asset-id=\"3431843e-a5eb-41d4-aa9f-b0b57492f2a6\" data-image-id=\"3431843e-a5eb-41d4-aa9f-b0b57492f2a6\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Abb. 9\\qquad Vergleich von 3D CSFM, einem ABAQUS-Modell mit verschiedenen inneren Reibungswinkeln}}}\\]</em></p>\n<p>Die Grafik zeigt die Übereinstimmung zwischen dem 3D-CSFM- und dem ABAQUS-Modell für φ <em>= 0°</em>. Es wird auch deutlich, dass die Vereinfachungen bei der Definition des Betonmaterials in 3D CSFM (der horizontale plastische Zweig des Spannungs-Dehnungs-Diagramms und die horizontale lineare Mohr-Coulomb-Hüllkurve), die sowohl zu einer besseren Übersichtlichkeit als auch, was noch wichtiger ist, zu einer schnelleren Berechnung führen, zumindest in Bezug auf die triaxiale Spannung auch zu konservativen Ergebnissen führen.</p>\n<p>Als letzter Punkt sei erwähnt, dass bei einer hydrostatischen Spannung von mehr als 20 MPa der Unterschied zwischen den Modellen φ <em>= 0°</em> und anderen Winkeln noch größer wäre.</p>\n<h2>Fazit</h2>\n<p>Es wurde gezeigt und erläutert, dass die Berechnung in 3D CSFM mit den im theoretischen Hintergrund angegebenen Annahmen übereinstimmt. Dies wurde durch den Vergleich mit ABAQUS-Modellen verifiziert, und es konnte demonstriert werden, dass der 3D-CSFM-Ansatz für das triaxiale Spannungsphänomen auf der sicheren Seite liegt.</p>"
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"value": "<h2>Einführung</h2>\n<p>Der passive Umschnürungseffekt in Betonskonstruktionen bezieht sich auf das Phänomen, dass die Festigkeit und Duktilität von Beton aufgrund des Umschnürungseffekts der umgebenden Materialien, wie z. B. der Verbügelung, verbessert wird. Dieser Effekt ist besonders wichtig für die Erhöhung der Druckfestigkeit von Beton, insbesondere bei hohen Lasten.</p>\n<p>Im Folgenden werden die wichtigsten Aspekte der Umschnürungswirkung erläutert:</p>\n<ol>\n <li><strong>Erhöhte Festigkeit</strong>: Die Umschnürung erhöht die Druckfestigkeit des Betons. Wenn seitlicher Druck ausgeübt wird, wird die seitliche Ausdehnung des Betons eingeschrenkt, so dass er höheren axialen Belastungen standhalten kann, bevor er versagt.</li>\n <li><strong>Erhöhte Duktilität</strong>: Eingeschlossener Beton weist eine höhere Duktilität auf, d. h. er kann größere Verformungen ertragen, bevor er versagt.</li>\n <li><strong>Mechanismen der passiven Umschnürung</strong>:\n <ul>\n <li><strong>Innere Umschnürung</strong>: Erreicht wird durch Querbewehrung wie Bügel. Diese Bewehrungen verhindern, dass der Beton reißt und sich nach außen wölbt.</li>\n <li><strong>Externe Bewehrung</strong>: Hierbei handelt es sich um die Verwendung externer Materialien wie faserverstärkte Lamellen oder Stahlmäntel, die um das Bauteil herum angebracht werden. Diese Methode wird häufig für die Nachrüstung und Verstärkung bestehender Strukturen verwendet.</li>\n </ul>\n </li>\n <li><strong>Verhalten unter Last</strong>: Durch die Umschnürung ändert sich die Versagensart des Betons von einem spröden, plötzlichen Versagen zu einem duktilen, allmählichen Versagen.</li>\n</ol>\n<p>In der folgenden Abbildung können Sie sehen, wie sich das Spannungs-Dehnungs-Diagramm und die Tragfähigkeit mit und ohne Umschnürung unterscheiden können.</p>\n<figure data-asset-id=\"1758cca9-168a-4db0-98c7-75c52d5e06fd\" data-image-id=\"1758cca9-168a-4db0-98c7-75c52d5e06fd\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ff38065e-58f4-4de6-ae36-7f859e63e19f/Passive%20confinment%20model.png\" data-asset-id=\"1758cca9-168a-4db0-98c7-75c52d5e06fd\" data-image-id=\"1758cca9-168a-4db0-98c7-75c52d5e06fd\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Abb. 1\\qquad Vorgeschlagenes Spannungs-Dehnungs-Modell für monotone Belastung mit und ohne Umschnürung [2]}}}\\]</em></p>\n<h2>Stützen, die einer hohen Druckbelastung ausgesetzt sind - ein Beispiel der passiven Umschnürung</h2>\n<p>In diesem Beispiel vergleichen wir mehrere unterschiedlich geformte Stützen, die einer hohen Druckbelastung ausgesetzt sind, mit verschiedenen Topologien und Bewehrungsgraden, die in IDEA StatiCa Detail und mit verschiedenen analytischen Ansätzen von Morger et al. [1] berechnet wurden, die in mehreren aktuellen Normen angegeben sind - <em>fib</em> Model Code for Concrete Structures 2010 (MC 2010) [3], SIA 262:2013 Concrete Structures (SIA 262) [4] und Eurocode 2 - Design of concrete structures EN 1992-1-1:2023 (EC 2) [5].</p>\n<p>Bevor wir uns mit dem Nachweis selbst beschäftigen, wollen wir die theoretischen Grundlagen von 3D CSFM in Erinnerung rufen, die in der Anwendung IDEA StatiCa Detail implementiert sind - <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><strong>Statische Bemessung von 3D-Diskontinuitäten aus Beton in IDEA StatiCa Detail</strong></a></p>\n<h3>Analytische Methoden</h3>\n<p>Der gesamte Nachweis basiert auf den bereits in [1] erwähnten analytischen Ansätzen. In diesem Text werden wir nur eine grundlegende Beschreibung der analytischen Berechnungsmethoden einschließlich der relevanten Formeln geben. Für ein besseres Verständnis empfehlen wir, die Arbeit [1] genauer zu studieren.</p>\n<p>Der Tragwiderstand eines Betonbauteils auf Druck ergibt sich aus der Summe der drei Einzelkomponenten mit ihren zugehörigen Querschnittsflächen: (i) die einachsige Betondruckfestigkeit des gesamten Betonquerschnitts, (ii) die Festigkeit der Längsbewehrung und (iii) die Erhöhung der Betondruckfestigkeit infolge eines dreiachsigen Spannungszustandes durch einschnürende Bewehrung:</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>wobei <em>f</em><em><sub>c</sub></em> = einachsige Betondruckfestigkeit, <em>A</em><em><sub>c</sub></em> = Betonquerschnittsfläche, <em>f</em><em><sub>sy,l</sub></em> und <em>A</em><em><sub>s,l</sub></em> = Streckgrenze und Gesamtquerschnittsfläche der Längsbewehrung, <em>Δf</em><em><sub>conf</sub></em> = Betondruckfestigkeitszunahme infolge Umschließung und <em>A</em><em><sub>conf</sub></em> = maßgebende Umschließungsbetonfläche.</p>\n<p>In diesem Artikel wird das Koordinatensystem eines Betonbauteils unter Druck so gewählt, dass die Belastungsrichtung mit der x-Achse zusammenfällt, die als Längsrichtung bezeichnet wird. Die y- und z-Richtung werden daher als Querrichtung bezeichnet.</p>\n<figure data-asset-id=\"91ad8e59-e06c-411f-8fe8-811fbb184a38\" data-image-id=\"91ad8e59-e06c-411f-8fe8-811fbb184a38\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6623bde0-2bef-429d-bdc7-8619c947b2a0/most%20important%20geometrical%20parameters.png\" data-asset-id=\"91ad8e59-e06c-411f-8fe8-811fbb184a38\" data-image-id=\"91ad8e59-e06c-411f-8fe8-811fbb184a38\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Abb. 2\\qquad Definition der wichtigsten geometrischen Parameter [1]}}}\\]</em></p>\n<p>Die Erhöhung der Betondruckfestigkeit <em>Δf</em><em><sub>conf</sub></em> infolge der Umschnürung beträgt etwa das Vierfache der seitlichen Druckspannung [6].</p>\n<p>\\[\\Delta f_{conf}=4\\cdot min(\\sigma_{confy},\\sigma_{confz})\\]</p>\n<p>Unter der Annahme, dass die umschnürende Bewehrung nachgibt und die einschnürenden Kräfte sich vollständig ausbreiten, folgen die einschnürenden Spannungen dem Gleichgewicht wie folgt:</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>Dabei ist <em>f</em><em><sub>sy.conf</sub></em> die Streckgrenze der einschnürenden Bewehrung.</p>\n<p>In den folgenden Abschnitten werden die verschiedenen bestehenden Ansätze zur Bestimmung der maßgebenden Umschließungsfläche <em>A</em><em><sub>conf</sub></em> (und des entsprechenden Wirksamkeitsfaktors k) nach den aktuellen Bemessungsrichtlinien (EC 2, SIA 262 und MC 2010) und nach einem in [1] vorgestellten neuen Modellansatz für passive Umschnürung vorgestellt.</p>\n<h4>Bemessungsansätze nach Bemessungsrichtlinien</h4>\n<p><strong>EC2 </strong>ermittelt die maßgebende Umschnürungsbetonfläche <em>A</em><em><sub>conf,EC2</sub></em> aus der Wölbungswirkung zwischen den diskret verteilten Lasteinleitungspunkten der Umschließungsbewehrung.</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>Diese Gleichung, die für rechteckige Querschnitte gilt, basiert auf der Arbeit von Mander [2]. Weitere Informationen und ein Verständnis der Teile A und B finden Sie in [1].</p>\n<figure data-asset-id=\"f135df00-0be5-4566-bf2f-4f98374d4b15\" data-image-id=\"f135df00-0be5-4566-bf2f-4f98374d4b15\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/38782f2d-a9f4-4eb7-a10b-16a298b9d0bc/Confined%20concrete%20area%20according%20to%20EC2.png\" data-asset-id=\"f135df00-0be5-4566-bf2f-4f98374d4b15\" data-image-id=\"f135df00-0be5-4566-bf2f-4f98374d4b15\" alt=\"\"></figure>\n<p><em>\\( \\textsf{\\textit{\\footnotesize{Abb. 3\\qquad Definition der Spannbetonfläche nach EC 2: (a) Spannbetonfläche im Schnitt einer Umschließung }}}\\) \\( \\textsf{\\textit{\\footnotesize{Bewehrungsschicht (z. B. x = sx/2), (b) und (c) Längsausbreitung der Umschließungskräfte, (d) maßgebende Umschließungsbetonfläche }}}\\) \\( \\textsf{\\textit{\\footnotesize{Fläche in der Mitte zwischen zwei einschnürenden Bewehrungslagen (z.B. x=0, gestrichelte Linien zeigen den Schnitt aus (a) als Referenz).}}}\\)</em></p>\n<p>Es ist erwähnenswert, dass in EC2 der Wirksamkeitsfaktor der Umschnürungsbewehrung <em>k</em> verwendet wird, um den Tragwiderstand auszudrücken. Der Faktor <em>k</em> ist das Verhältnis zwischen der maßgebenden Spannbetonfläche <em>A</em><em><sub>conf</sub></em> und der Querschnittsfläche A<sub>c</sub>.</p>\n<p>\\[k=\\frac{A_{conf}}{A_{c}}\\]</p>\n<p>Mit diesem Faktor kann der Tragwiderstand <em>N</em><em><sub>R</sub></em> wie folgt umgeschrieben werden:</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>Der effektive Faktor ist dann definiert als:</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>Für die Zwecke dieses Artikels halten wir uns jedoch an den Ausdruck für den Tragwiderstand <em>N</em><em><sub>R</sub></em> vom Anfang des Kapitels über die Verwendung der maßgebenden begrenzten Betonfläche <em>A</em><em><sub>conf</sub></em>.</p>\n<p><strong>SIA 262</strong> definiert die maßgebende Spannbetonfläche <em>A</em><em><sub>conf,SIA262</sub></em> auf der Grundlage des in Abbildung 4 dargestellten Spannungsfeldes, das von Sigrist [7] vorgeschlagen wurde.</p>\n<p>\\[A_{conf.SIA262}=(b_{csy}-s_{x})\\cdot (b_{csz}-s_{x})\\]</p>\n<figure data-asset-id=\"a4484eb3-42a1-447a-8e18-eaf6ff15d0d3\" data-image-id=\"a4484eb3-42a1-447a-8e18-eaf6ff15d0d3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/347a80eb-2fa9-45fb-905b-0467fd46546f/Confined%20concrete%20area%20according%20to%20SIA%20262.png\" data-asset-id=\"a4484eb3-42a1-447a-8e18-eaf6ff15d0d3\" data-image-id=\"a4484eb3-42a1-447a-8e18-eaf6ff15d0d3\" alt=\"\"></figure>\n<p><em>\\( \\textsf{\\textit{\\footnotesize{Abb. 4\\qquad Definition des Spannbetonbereichs nach SIA 262: (a) Spannungsfeld und (b) Seitenschnitt in der Ebene }}}\\) \\( \\textsf{\\textit{\\footnotesize{der einschnürenden Bewehrung (z.B. x = sx/2).}}}\\)</em></p>\n<p><strong>MC 2010</strong> definiert den maßgebenden umgeschnürten Betonbereich als eine Kombination der beiden Modelle, die der Formulierung von EC 2 und SIA 262 zugrunde liegen:</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><strong>Der</strong> in [1] eingeführte<strong>neue Modellansatz für passive Umschnürung</strong> definiert die vereinfachte Umschließungsfläche <em>A</em><em><sub>conf,simp</sub></em> als Funktion der Geometrie und des Abstands der Umschließungsbewehrung.</p>\n<p>\\[A_{conf.simp}=\\left(b_{csy}-\\frac{\\sqrt{s_{x}^{2}+s_{z}^{2}}}{2}\\right)\\cdot \\left(b_{csz}-\\frac{\\sqrt{s_{x}^{2}+s_{y}^{2}}}{2}\\right)\\]</p>\n<h3>IDEA StatiCa Detailmodelle</h3>\n<p>Bei den Modellen handelt es sich um Volumenmodelle mit unterschiedlichen Grundrissabmessungen <em>b</em><em><sub>cy</sub></em> x <em>b</em><em><sub>cz</sub></em>, Höhe <em>h</em><em><sub>x</sub></em> und Bügelabstand <em>s</em><em><sub>x</sub></em> aus Beton C30/37, die an der Unterseite in X-, Y- und Z-Richtung starr abgestützt sind. Um die Stabilität der oberen Betondecke im Modell zu gewährleisten, wird die obere Fläche auch in horizontaler Richtung starr abgestützt. Die Betondeckung <em>c</em> beträgt bei allen Modellen 30 mm. Es sind immer vier Längsbewehrungsstäbe mit dem Durchmesser <em>Φ</em><em><sub>s,l</sub></em><em> = 10 mm</em> vorhanden. Die Bügel, die einschnürende Bewehrung und die Längsstäbe werden aus Stahl B500B modelliert. Alle Berechnungen erfolgen in charakteristischen Werten.</p>\n<figure data-asset-id=\"a4a34e14-4c79-4e2f-bb7a-3bca03837987\" data-image-id=\"a4a34e14-4c79-4e2f-bb7a-3bca03837987\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6056a8a4-94ea-43e1-974d-f85cd120b862/Passive%20confinement%20models.png\" data-asset-id=\"a4a34e14-4c79-4e2f-bb7a-3bca03837987\" data-image-id=\"a4a34e14-4c79-4e2f-bb7a-3bca03837987\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Abb. 5\\qquad IDEA StatiCa Detailmodelle 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>Es wird immer eine Last aufgebracht, die größer ist als die erwartete Tragfähigkeit. Das Programm sucht dann nach der maximal möglichen anwendbaren Last, damit eines der definierten Kriterien nicht überschritten wird. In diesem Fall ist es immer das Grenzdehnungskriterium der Bügelbewehrung, das bei maximal 5% liegt, aber aufgrund der implementierten Zugaussteifung ist der Grenzwert in der Regel niedriger. Für weitere Details siehe <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretischer Hintergrund</a>.</p>\n<p>In der folgenden Abbildung ist zu sehen, dass die Berechnung des Modells 0,75 x 1,5 x 4,0 abgebrochen wurde und ein Vielfaches der aufgebrachten Last als maximale Last, die das Element aushalten kann, ermittelt wurde.</p>\n<figure data-asset-id=\"b17363b9-988c-4c1d-adeb-334b40074b8c\" data-image-id=\"b17363b9-988c-4c1d-adeb-334b40074b8c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/358337a5-e90c-487d-b844-b595f16be1f0/Passive%20confinement%20limit%20strain.png\" data-asset-id=\"b17363b9-988c-4c1d-adeb-334b40074b8c\" data-image-id=\"b17363b9-988c-4c1d-adeb-334b40074b8c\" alt=\"\"></figure>\n<p><em>\\[ \\textsf{\\textit{\\footnotesize{Abb. 6\\qquad IDEA StatiCa Detail - Grenzdehnung in der Bewehrung}}}\\]</em></p>\n<h3>Vergleich der einzelnen Modelle</h3>\n<p>In den folgenden Tabellen und Grafiken werden alle in der Anwendung IDEA StatiCa Detail erstellten Modelle mit den analytischen Ansätzen verglichen, einschließlich aller Zwischenergebnisse für ein rechteckiges und ein quadratisches Modell. Allerdings gibt es Hilfsvariablen, die zunächst definiert werden müssen.</p>\n<p><em>Φ</em><em><sub>s,l</sub></em> und <em>Φ</em><em><sub>s,conf</sub></em> sind die Durchmesser der Längs- und Umschnürungsbewehrung, <em>n</em><em><sub>y</sub></em> und <em>n</em><em><sub>z</sub></em> sind die Anzahl der Zwischenräume <em>s</em><em><sub>y</sub></em> und <em>s</em><em><sub>z</sub></em> (was bedeutet, dass die Anzahl der Bügelschenkel <em>n+1</em> ist), <em>N</em><em><sub>R,uncf</sub></em> und <em>N</em><em><sub>R,conf</sub></em> sind wie folgt definiert:</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>Rechteckiges Modell a) 0,75 x 1,5 x 4,0</h4>\n<figure data-asset-id=\"ce160464-4bac-46e8-a9d2-e675977689f4\" data-image-id=\"ce160464-4bac-46e8-a9d2-e675977689f4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/03c627fb-abc9-460a-8076-320591572b40/0.75_1.5_4%20-%20intermidi.png\" data-asset-id=\"ce160464-4bac-46e8-a9d2-e675977689f4\" data-image-id=\"ce160464-4bac-46e8-a9d2-e675977689f4\" alt=\"\"></figure>\n<figure data-asset-id=\"c61d0a6b-cc7b-4175-b4e1-4d46fe902907\" data-image-id=\"c61d0a6b-cc7b-4175-b4e1-4d46fe902907\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/abdce0f1-fc7d-4ee0-8e9e-ff7e68387e74/0.75_1.5_4%20-%20capacity.png\" data-asset-id=\"c61d0a6b-cc7b-4175-b4e1-4d46fe902907\" data-image-id=\"c61d0a6b-cc7b-4175-b4e1-4d46fe902907\" alt=\"\"></figure>\n<figure data-asset-id=\"4c4703b5-ace8-4e07-a9b4-879844b1d63c\" data-image-id=\"4c4703b5-ace8-4e07-a9b4-879844b1d63c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5975a9e8-2bfb-4d3d-82af-b7e0195c1cfc/0.75_1.5_4%20-%20ratios.png\" data-asset-id=\"4c4703b5-ace8-4e07-a9b4-879844b1d63c\" data-image-id=\"4c4703b5-ace8-4e07-a9b4-879844b1d63c\" alt=\"\"></figure>\n<figure data-asset-id=\"6443c137-40de-4dea-b2e4-9223682ee184\" data-image-id=\"6443c137-40de-4dea-b2e4-9223682ee184\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e0d6eed8-4316-4d91-a606-60b0d0a404f1/0.75_1.5_4%20-%20lbc.png\" data-asset-id=\"6443c137-40de-4dea-b2e4-9223682ee184\" data-image-id=\"6443c137-40de-4dea-b2e4-9223682ee184\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"ba373cde_5847_01e4_6ca6_5f19f06f3983\"></object>\n<h4>Quadratisches Modell b) 1,0 x 1,0 x 4,0</h4>\n<figure data-asset-id=\"dd3afef2-c364-4e17-bfb8-fe1e5a289f8f\" data-image-id=\"dd3afef2-c364-4e17-bfb8-fe1e5a289f8f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9043e607-1941-47ac-9832-5d5306eda1f0/1_1_4%20-%20intermidi.png\" data-asset-id=\"dd3afef2-c364-4e17-bfb8-fe1e5a289f8f\" data-image-id=\"dd3afef2-c364-4e17-bfb8-fe1e5a289f8f\" alt=\"\"></figure>\n<figure data-asset-id=\"63a0291a-cf92-4539-a6e5-677d1a92c0d9\" data-image-id=\"63a0291a-cf92-4539-a6e5-677d1a92c0d9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4d08268c-6815-4628-84dc-361c064a4978/1_1_4%20-%20capacity.png\" data-asset-id=\"63a0291a-cf92-4539-a6e5-677d1a92c0d9\" data-image-id=\"63a0291a-cf92-4539-a6e5-677d1a92c0d9\" alt=\"\"></figure>\n<figure data-asset-id=\"cdd67cfb-6c53-42bf-b850-273dd1b214e3\" data-image-id=\"cdd67cfb-6c53-42bf-b850-273dd1b214e3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f6dee50d-146e-4694-8aaa-1538379b1645/1_1_4%20-%20ratios.png\" data-asset-id=\"cdd67cfb-6c53-42bf-b850-273dd1b214e3\" data-image-id=\"cdd67cfb-6c53-42bf-b850-273dd1b214e3\" alt=\"\"></figure>\n<figure data-asset-id=\"1b69693e-5d58-431f-96fa-a3da72f2d05a\" data-image-id=\"1b69693e-5d58-431f-96fa-a3da72f2d05a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a5bbd9cb-0d03-41a0-9606-d1ca3265c9df/1_1_4%20-%20lbc.png\" data-asset-id=\"1b69693e-5d58-431f-96fa-a3da72f2d05a\" data-image-id=\"1b69693e-5d58-431f-96fa-a3da72f2d05a\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n0bd33890_4a39_01bc_ba93_ab5e1d27b49f\"></object>\n<h4>Rechteckiges Modell c) 0,75 x 2,5 x 5,0</h4>\n<figure data-asset-id=\"bf61b109-5f6a-441b-8302-58a2b09cb384\" data-image-id=\"bf61b109-5f6a-441b-8302-58a2b09cb384\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7dde6f32-d58c-4e19-8835-c0101e6c7e62/0.75_2_5%20-%20lbc.png\" data-asset-id=\"bf61b109-5f6a-441b-8302-58a2b09cb384\" data-image-id=\"bf61b109-5f6a-441b-8302-58a2b09cb384\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"d5a2ffd8_d98c_01f2_fb14_6564befc16ae\"></object>\n<h4>Quadratisches Modell d) 2,0 x 2,0 x 6,0</h4>\n<figure data-asset-id=\"07db6188-a465-47f0-9d10-615bb8df7eac\" data-image-id=\"07db6188-a465-47f0-9d10-615bb8df7eac\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/222fccb8-f601-41fe-b2aa-290ae7e5351c/2_2_6%20-%20lbc.png\" data-asset-id=\"07db6188-a465-47f0-9d10-615bb8df7eac\" data-image-id=\"07db6188-a465-47f0-9d10-615bb8df7eac\" alt=\"\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n90225f1e_813e_01b6_514d_069c527c1a11\"></object>\n<h2>Schlussfolgerung</h2>\n<p>Aus den oben dargestellten Ergebnissen können mehrere Schlussfolgerungen gezogen werden. Im Allgemeinen haben sich die 3D-CSFM-Ergebnisse als recht konservativ erwiesen, insbesondere bei quadratischen Modellen, bei denen der Anstieg der Tragfähigkeit aufgrund der Einschließung in einigen Beispielen weniger als die Hälfte beträgt. Für rechteckige Modelle ist eine gute Übereinstimmung innerhalb von 2 % Abweichung zu beobachten. Von den untersuchten analytischen Methoden zeigt der EC2-Ansatz bei allen Modellen die beste Übereinstimmung. Diese Überprüfung zeigt, dass die Verwendung von 3D-CSFM unter dem Gesichtspunkt des passiven Einschlusses sicher ist und mit den etablierten Methoden der Normen übereinstimmt.</p>\n<h2>Referenzen</h2>\n<p>[1] MORGER, Fabian; KENEL, Albin und KAUFMANN, Walter. Passive Umschließung von Stahlbetonbauteilen revisited. Online. <em>Structural Concrete</em>. ISSN 1464-4177. <a href=\"https://doi.org/10.1002/suco.202400209\">https://doi.org/10.1002/suco.202400209.</a></p>\n<p>[2] Mander JB, Priestley MJN, Park R. Observed stress-strain behavior of confined concrete. J Struct Eng. 1988;114:1827–49. <a href=\"https://doi.org/10.1061/(ASCE)0733-9445(1988)114:8(1827)\">https://doi.org/10.1061/(ASCE)0733-9445(1988)114:8(1827)</a></p>\n<p>[3] Internationaler Verband für Baubeton (fib). Model code for concrete structures 2010; 2013.</p>\n<p>[4] SIA. Swisscode SIA 262: Betonbauwerke. Zürich, Schweiz: Schweizerischer Ingenieur- und Architektenverein (SIA); 2013.</p>\n<p>[5] EN 1992-1-1:2023. Eurocode 2 - Bemessung und Konstruktion von Betontragwerken - Teil 1-1: Allgemeine Regeln und Regeln für Gebäude, Brücken und Ingenieurbauwerke; 2023.</p>\n<p>[6] Nielsen MP, Hoang LC. Grenzwertanalyse und Betonplastizität. 3rd ed. Boca Raton, FL: CRC Press; 2011. <a href=\"https://doi.org/10.1201/b10432\">https://doi.org/10.1201/b10432</a></p>\n<p>[7] Sigrist V. Zum Verformungsvermögen von Stahlbetonträgern [On the deformation capacity of structural concrete girders]. Dissertation. 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>Einführung</h2>\n<p>Die Tragfähigkeit von in Beton eingegossenen Ankern hängt von vielen Faktoren ab. Die Festigkeit des Betons und des Ankermaterials sowie der Verbund zwischen Dübel und Beton sind entscheidende Materialparameter, die das Verhalten des Ankers bestimmen. Ein weiterer Faktor, der nicht weniger wichtig ist, ist die Geometrie des Ankers (und möglicherweise des gesamten Fundamentblocks). Die Länge des Ankers und das Vorhandensein anderer Bewehrung spielt ebenfalls eine wichtige Rolle für die Leistungsfähigkeit des Ankers.</p>\n<p>Ziel dieses Artikels ist es, die auf dem CFSM basierende Berechnung zu überprüfen und zu validieren. Für die Validierung werden verschiedene Ankerlängen gemäß den verfügbaren Literaturdaten [1] ausgewählt. Die Verifizierung des vorgestellten Ansatzes basiert auf (I) dem Vergleich mit anderer etablierter Software für numerische Simulationen des Materialverhaltens und (II) der Übereinstimmung mit Standard-Bemessungsregeln.</p>\n<h2>Beschreibung des Versuchs</h2>\n<p>Bei der Versuchskampagne [1] werden in einem Betonblock Anker in voller Größe getestet. Die Stäbe bestehen aus Rippenstahl (FeE500B) und haben einen Durchmesser von 20 mm. Der Rippenstab hat eine Streckgrenze von 585 MPa, eine Bruchfestigkeit von 700 MPa, eine Bruchdehnung von 16 % und einen Elastizitätsmodul von 210 GPa. Drei verschiedene Tiefen (100, 150, 200 mm) werden getestet, um den Verbund, den Betonkonus oder das Versagen des Stabes zu beobachten. Die Anker sind in einen Stahlbetonblock (2250x1850x600 mm) eingegossen. </p>\n<p>Zusätzlich werden einige Bügel mit einem Durchmesser von 12 mm eingebaut, um die beiden Bewehrungslagen zu stützen. Der Bewehrungsgrad beträgt 0,64 %. Die verwendete Betongüte ist C40/50. Der Betonblock wird durch zwei Metallprofile gesichert, die mit vier Spannstäben mit der Prüfplatte verbunden sind. Um die Verankerung herum wird kein einschränkender Druck ausgeübt. Der Hydraulikzylinder ist mit zwei symmetrischen Stangen an der Verankerung befestigt. Die quasi-statische Zugbelastung erfolgt weggesteuert mit einer Belastungsrate von 1 mm/min, und die Last wird bis zum Versagen des Dübels aufgebracht.</p>\n<figure data-asset-id=\"4fb4349f-bda8-4e02-b925-e51650f5673a\" data-image-id=\"4fb4349f-bda8-4e02-b925-e51650f5673a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bed29f4e-6668-4ca4-86ae-b73971bc6a1a/01.png\" data-asset-id=\"4fb4349f-bda8-4e02-b925-e51650f5673a\" data-image-id=\"4fb4349f-bda8-4e02-b925-e51650f5673a\" alt=\"\"></figure>\n<p><em>1) Ausziehversuchsaufbau - aus dem Artikel: Ausziehverhalten von eingegossenen Kopfankern und Verbundankern mit unterschiedlichen Verankerungstiefen - Fabien Delhomme, Thierry Roure ,Benjamin Arrieta, Ali Limam</em></p>\n<figure data-asset-id=\"e74201c9-829d-4a9e-90c7-de43902745b2\" data-image-id=\"e74201c9-829d-4a9e-90c7-de43902745b2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0476497e-3f50-471c-9816-a328f41dd074/02.png\" data-asset-id=\"e74201c9-829d-4a9e-90c7-de43902745b2\" data-image-id=\"e74201c9-829d-4a9e-90c7-de43902745b2\" alt=\"\"></figure>\n<p><em>2) Bewehrung und Ankeranordnung</em></p>\n<h2>3D CSFM - Kompatible Spannungsfeldmethode</h2>\n<h3>Theorie</h3>\n<p>3D CSFM definiert das Betonverhalten auf der Grundlage der Mohr-Coulomb-Plastizitätstheorie für monotone Belastung. Die Methode untersucht das Betonverhalten in Bezug auf die Hauptspannungen und vernachlässigt dabei die Betonzugfestigkeit. Die Auswirkung der Betonspannung wird nur bei der Zugaussteifung von Stahlstäben berücksichtigt.<br>\nDie Bewehrungsstäbe sind mit den finiten Elementen des Betonvolumens durch Verbundelemente verbunden, die ein Gleiten zwischen Beton und Bewehrung ermöglichen. Es ist zu beachten, dass 3D CSFM nicht für die Simulation von unbewehrtem Beton geeignet ist, da es keine Zugspannung gibt, was zu irreführenden Verformungen und Modelldivergenzen führen kann.<br>\nIm Allgemeinen umfasst die Mohr-Coulomb-Theorie zwei grundlegende Eigenschaften, die die Entwicklung der Plastizitätsfläche unter Druck und teilweise unter Zug bestimmen: den inneren Reibungswinkel <em>φ</em> und den Kohäsionsparameter <em>c</em>. 3D CSFM geht von einem inneren Reibungswinkel von Null aus, was zu einer konservativen Auslegung führt, da die Plastizitätsfläche dem Tresca-Modell ähnelt, das von der ersten Spannungsinvariante unabhängig ist. Weitere Informationen finden Sie unter <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\"><strong>Theoretischer Hintergrund</strong></a><strong> </strong>[2].</p>\n<h3>Modellaufbau</h3>\n<p>Das FEA-Modell wird mit tetraedrischen Betonelementen höherer Ordnung aufgebaut, wobei eingebettete 1D-Stäbe die Bewehrung darstellen, die über MPC (Multi-Point-Constraints) und Verbundelemente miteinander verbunden sind, um ein Gleiten zu ermöglichen. Die Bewehrungsstäbe sind in zwei Oberflächenschichten mit einer Überdeckung von 60 mm und Scherverbindungen aufgeteilt (siehe Abb. 2). Das Modell verwendet eine Flächenlagerung mit eingeschränkten X-, Y- und Z-Freiheitsgraden auf einer Breite von 200 mm. Gegossene Anker werden in der Mitte des Probekörpers positioniert, und die Länge des Ankers variiert von 100-200 mm, um alle möglichen Versagensarten zu testen.</p>\n<figure data-asset-id=\"57ceca96-ad6f-441d-9aab-48456f5b4d56\" data-image-id=\"57ceca96-ad6f-441d-9aab-48456f5b4d56\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8b1fe644-ce49-46f0-8ad6-bd895d4a83f4/04.png\" data-asset-id=\"57ceca96-ad6f-441d-9aab-48456f5b4d56\" data-image-id=\"57ceca96-ad6f-441d-9aab-48456f5b4d56\" alt=\"\"></figure>\n<p><em>3) Montage des Modells</em></p>\n<h3>Modell des Ankers</h3>\n<p>Der Anker wird mit einem Fachwerkelement modelliert, das nur Druck und Zug übertragen kann. Wichtig ist das Verbundmodell und wie der Anker mit dem umgebenden Beton verbunden ist, um den Kraft- und Spannungsfluss bei einer Interaktion zwischen Beton, Anker und Bewehrung zu gewährleisten. Die Verbindung hat eine spezifische lineare Schersteifigkeit<sub>Gb</sub>, die vom Elastizitätsmodul des Betons <sub>Ecm</sub> und dem Durchmesser des Ankers abhängt. Mehr über das Verbundmodell finden Sie in <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">Theoretischer Hintergrund</a> [2].</p>\n<figure data-asset-id=\"b6ba5280-0fed-4b32-a52b-7e3fdc634fb3\" data-image-id=\"b6ba5280-0fed-4b32-a52b-7e3fdc634fb3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4f22d2a3-3f60-40ee-b28d-24bd2439a719/03.png\" data-asset-id=\"b6ba5280-0fed-4b32-a52b-7e3fdc634fb3\" data-image-id=\"b6ba5280-0fed-4b32-a52b-7e3fdc634fb3\" alt=\"\"></figure>\n<p><em>4) Verbundmodell und MPC</em></p>\n<h2>Bemessungsnormen</h2>\n<h3>CEB-FIB Modus Code 2020</h3>\n<p>Die Ingenieure haben die Unterstützung im Code und in den gültigen Normen. Diese Aussage gibt den Anstoß, die experimentelle Lösung mit den Code-Lösungen zu vergleichen, um die Sicherheit der aktuellen Normen und Codes zu überprüfen. Die Betoneigenschaften C40/50 wurden aus den Code-Eigenschaften übernommen. Die Materialeigenschaften von Bewehrungsstäben und Verankerungen wurden experimentell geprüft und die Daten wurden bereitgestellt. Wir haben die Lösung für ungespannten Beton und die Unterkategorie der guten/anderen Verbundbedingungen überprüft. Der CEB-FIB-Moduscode [3] bietet eine klare Definition der Funktionsweise des Verbunds. Die Eingaben wurden für die numerische Simulation des Dübels in ABAQUS [4] verwendet.</p>\n<figure data-asset-id=\"1f47192f-5327-435a-8873-2996db5cd28e\" data-image-id=\"1f47192f-5327-435a-8873-2996db5cd28e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ceffed56-48bf-4482-81b0-c17fd1ed0a14/05.png\" data-asset-id=\"1f47192f-5327-435a-8873-2996db5cd28e\" data-image-id=\"1f47192f-5327-435a-8873-2996db5cd28e\" alt=\"\"></figure>\n<p><em>4) CEB-FIB mode code 2020 - Verbundmodell</em></p>\n<h3>Eurocode 1992-1-1</h3>\n<p>Die Annahme des Eurocode 1992-1-1 [5] wurde als Voraussetzung für <a data-item-id=\"66c6fbb8-b380-43c7-8b4f-9d41d29a42f2\" href=\"\">3D CSFM</a> verwendet. Das starr-plastische Modell mit einem charakteristischen und experimentell berechneten Bindungsmodell wurde für die Simulation und den Vergleich mit einer experimentellen Lösung verwendet.</p>\n<figure data-asset-id=\"a3897e35-b1b0-4544-9dff-c9686c6380f3\" data-image-id=\"a3897e35-b1b0-4544-9dff-c9686c6380f3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e19364e8-9cdf-44a0-902f-f9c8fd581f01/06.png\" data-asset-id=\"a3897e35-b1b0-4544-9dff-c9686c6380f3\" data-image-id=\"a3897e35-b1b0-4544-9dff-c9686c6380f3\" alt=\"\"></figure>\n<p><em>5) Eurocode 1992-1-1 und 3D CSFM - Bindungsmodell</em></p>\n<h2>Eurocode 1992-4</h2>\n<p>Die charakteristischen Werte wurden auch mit dem Eurocode 1992-4 [6] verglichen, der in <a data-item-id=\"13cc5bee-7ec7-422b-8dbe-8a57ef0073a9\" href=\"\">IDEA StatiCa Connection</a> implementiert ist. Dies gibt Aufschluss darüber, wie die Bewehrung im Betonblock das lokale Verhalten des Dübels beeinflusst. Es ermöglicht die Überprüfung von Effekten wie dem Versagen des Ankers auf Zug und dem Ausbrechen des Betonkegels.</p>\n<figure data-asset-id=\"1ca88ae5-0164-42fe-a362-d5b86d385bc7\" data-image-id=\"1ca88ae5-0164-42fe-a362-d5b86d385bc7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/56e0ddb4-bec2-4b4d-a27f-1f99e44effcc/07.png\" data-asset-id=\"1ca88ae5-0164-42fe-a362-d5b86d385bc7\" data-image-id=\"1ca88ae5-0164-42fe-a362-d5b86d385bc7\" alt=\"\"></figure>\n<p><em>6) a) Stabversagen auf Zug; b) Betonkonusausbruch</em></p>\n<h2>ABAQUS - Betonschädigung Plastizität</h2>\n<h3>Annahmen</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> (nachfolgend CDP) basiert auf dem Drucker-Prager-Plastizitätszustand [7]. Dieses Modell eignet sich für Materialien mit innerer Reibung, wie z.B. Böden oder Beton. Die Zugfestigkeit ist deutlich geringer als die Druckfestigkeit, und der hydrostatische Teil des Spannungstensors spielt eine Rolle bei der Entwicklung der Plastizitätsfläche. Unter allgemeiner Spannung hat der Plastizitätszustand die Oberfläche eines rotierenden Kegels. Das Materialmodell für Druck- und Zugspannungen berücksichtigt auch das postkritische Verhalten, das durch die so genannten Schädigungsparameter gesteuert wird, die Werte von Null (ungeschädigt) bis Eins annehmen (für eine Steifigkeit des Betons in Druck oder Zug im postkritischen Zustand nahe Null).</p>\n<h3>Materialmodelle</h3>\n<p>Das einachsige Materialmodell in Druck und Zug für Beton basiert auf der Theorie von Thorenfeldt [8]. Alle Eingaben sind charakteristische Werte, die dem Zuverlässigkeitsansatz von EN 1992-1-1 [5] folgen. Die Parameter für das Materialmodell der Bewehrung und des Ankers sind dem Kapitel \"Experimentelle Beschreibung\" entnommen, wobei die lineare Verfestigung im plastischen Zweig des Diagramms berücksichtigt wird.</p>\n<h3>FEA-Elemente</h3>\n<p>Für das FEM-Modell des Betons wurde das C3D8, ein Hexa-Element mit einer linearen Basisfunktion und acht Integrationspunkten, verwendet. Der Beton und die Bewehrung bestehen aus T3D2-Elementen, die nur axiale Effekte übertragen. Die Interaktion zwischen der Bewehrung und dem Beton wird durch MPC-Zwangsbedingungen gewährleistet, bei denen die Zugversteifung berücksichtigt wird, was bis zu einem gewissen Grad das Kohäsionsmodell oder den Dübeleffekt abdeckt.</p>\n<h3>Modellaufbau</h3>\n<p>Das FEA-Modell wird mit symmetrischen Randbedingungen aufgebaut, um die Berechnungskosten zu minimieren und die Effizienz und Geschwindigkeit der Lösung zu verbessern. Es ist wichtig zu beachten, dass aufgrund des reduzierten Modells die auf den Anker wirkenden Kräfte ein Viertel der Maximalkraft erreichen werden. </p>\n<figure data-asset-id=\"3d926b31-f8fb-48e2-8d4c-bcab1bf67247\" data-image-id=\"3d926b31-f8fb-48e2-8d4c-bcab1bf67247\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/fb507258-c29b-4abc-bd7c-965939bfcdfe/08.png\" data-asset-id=\"3d926b31-f8fb-48e2-8d4c-bcab1bf67247\" data-image-id=\"3d926b31-f8fb-48e2-8d4c-bcab1bf67247\" alt=\"\"></figure>\n<p><em>7) Montage des Modells</em></p>\n<h3>Anker</h3>\n<p>Der Anker wird mit 3D-Volumenelementen modelliert. Für die Modellierung des Verbundes zwischen Beton und Anker wurde das kontaktkohäsive Verhalten verwendet. Die Oberflächeninteraktion ermöglicht eine Delamination auf der Grundlage des linear-elastischen Zug-Trennungs-Gesetzes, bevor eine Schädigung auftritt. Harter Kontakt wurde bei Druck und reibungsfreies Verhalten bei tangentialen Bewegungen verwendet. Das kohäsive Verhalten in Normal- und Scherrichtung wurde mit Hilfe von volumetrischen Steifigkeits- und Schädigungsparametern eingeführt, um postkritisches Verhalten darzustellen. Die Auslösung des nachkritischen Verhaltens wird durch die maximale Verbundspannung in Normal- und Scherrichtung und die Bruchenergie mit linearer oder exponentieller Erweichung ausgedrückt [7].</p>\n<figure data-asset-id=\"0b558401-e4df-4f40-ae5c-6d513d69147f\" data-image-id=\"0b558401-e4df-4f40-ae5c-6d513d69147f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8c810bb1-8a44-4b29-88f8-d9533f343f91/09.png\" data-asset-id=\"0b558401-e4df-4f40-ae5c-6d513d69147f\" data-image-id=\"0b558401-e4df-4f40-ae5c-6d513d69147f\" alt=\"\"></figure>\n<p><em>8) Kohäsiver Kontakt</em></p>\n<h2>Ergebnisse - Anker 100 mm</h2>\n<figure data-asset-id=\"828d1e8e-4740-4e18-bb98-fdf01857a3ff\" data-image-id=\"828d1e8e-4740-4e18-bb98-fdf01857a3ff\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/804d7639-a2a4-47f2-b8b0-6d2cc5999848/10.png\" data-asset-id=\"828d1e8e-4740-4e18-bb98-fdf01857a3ff\" data-image-id=\"828d1e8e-4740-4e18-bb98-fdf01857a3ff\" alt=\"\"></figure>\n<figure data-asset-id=\"7e0dfe68-6858-45fe-ac04-54464cbd773a\" data-image-id=\"7e0dfe68-6858-45fe-ac04-54464cbd773a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/61567b62-8af3-439c-b8b1-4a20da9bd210/11.png\" data-asset-id=\"7e0dfe68-6858-45fe-ac04-54464cbd773a\" data-image-id=\"7e0dfe68-6858-45fe-ac04-54464cbd773a\" alt=\"\"></figure>\n<p><em>9) Input-Output notwendige Eigenschaften für die Simulation</em></p>\n<figure data-asset-id=\"2dd133bb-b4b6-4526-9272-23b2c129482e\" data-image-id=\"2dd133bb-b4b6-4526-9272-23b2c129482e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/cec61f81-adfb-4c88-bc1e-99e1099f4ede/12.png\" data-asset-id=\"2dd133bb-b4b6-4526-9272-23b2c129482e\" data-image-id=\"2dd133bb-b4b6-4526-9272-23b2c129482e\" alt=\"\"></figure>\n<p><em>10) Maximale Kraft und Auslastung im Vergleich zum Experiment für Anker 100 mm</em></p>\n<figure data-asset-id=\"abe57714-1c00-4e47-8646-0a53f6754ac9\" data-image-id=\"abe57714-1c00-4e47-8646-0a53f6754ac9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bd9635c8-63d2-42c8-8d6b-348378f45c67/13.png\" data-asset-id=\"abe57714-1c00-4e47-8646-0a53f6754ac9\" data-image-id=\"abe57714-1c00-4e47-8646-0a53f6754ac9\" alt=\"\"></figure>\n<p><em>11) Lastverformungskurve - Vergleich der experimentellen Daten von 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://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f0d8648d-88fc-4b5f-94ab-eba6ce276ed1/14.png\" data-asset-id=\"fecc0f84-15ac-4fda-a636-36dcee62a119\" data-image-id=\"fecc0f84-15ac-4fda-a636-36dcee62a119\" alt=\"\"></figure>\n<p><em>12) Lastverformungskurve - Vergleich der charakteristischen Code-Daten von T103-100</em></p>\n<h2>Ergebnisse - Anker 150 mm</h2>\n<figure data-asset-id=\"1d43f39e-a9b6-4a62-be20-ee13e042889f\" data-image-id=\"1d43f39e-a9b6-4a62-be20-ee13e042889f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b52615a4-f2bf-4f06-9753-8a8269cc93d6/15.png\" data-asset-id=\"1d43f39e-a9b6-4a62-be20-ee13e042889f\" data-image-id=\"1d43f39e-a9b6-4a62-be20-ee13e042889f\" alt=\"\"></figure>\n<figure data-asset-id=\"6a703bf5-af1a-4928-a9f0-83ee5f150b9a\" data-image-id=\"6a703bf5-af1a-4928-a9f0-83ee5f150b9a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dd13fb04-aec5-485e-bca7-c6314e2742df/16.png\" data-asset-id=\"6a703bf5-af1a-4928-a9f0-83ee5f150b9a\" data-image-id=\"6a703bf5-af1a-4928-a9f0-83ee5f150b9a\" alt=\"\"></figure>\n<p><em>12) Für die Simulation erforderliche Input-Output-Eigenschaften</em></p>\n<figure data-asset-id=\"6309453d-90ab-4fde-ab4e-74043aae65e3\" data-image-id=\"6309453d-90ab-4fde-ab4e-74043aae65e3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d8e058ce-8c24-49f9-8871-73534be84f69/17.png\" data-asset-id=\"6309453d-90ab-4fde-ab4e-74043aae65e3\" data-image-id=\"6309453d-90ab-4fde-ab4e-74043aae65e3\" alt=\"\"></figure>\n<p><em>13) Maximale Kraft und Ausnutzung im Vergleich zum Experiment für Anker 150 mm</em></p>\n<figure data-asset-id=\"5982b418-f72e-4f17-8cad-e10910d747ff\" data-image-id=\"5982b418-f72e-4f17-8cad-e10910d747ff\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7da761ce-c9a4-4134-b706-8360175152b6/18.png\" data-asset-id=\"5982b418-f72e-4f17-8cad-e10910d747ff\" data-image-id=\"5982b418-f72e-4f17-8cad-e10910d747ff\" alt=\"\"></figure>\n<p><em>14) Lastverformungskurve - Vergleich der experimentellen Daten von 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://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3812fab2-6857-4a01-9a22-a735de4a447f/19.png\" data-asset-id=\"785db38d-6970-443c-ae65-c4f0b661be8c\" data-image-id=\"785db38d-6970-443c-ae65-c4f0b661be8c\" alt=\"\"></figure>\n<p><em>15) Lastverformungskurve - Vergleich der charakteristischen Code-Daten von T103-100</em></p>\n<h2>Ergebnisse - Anker 200 mm</h2>\n<figure data-asset-id=\"03a951bf-d440-4a99-a796-3def5f476464\" data-image-id=\"03a951bf-d440-4a99-a796-3def5f476464\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b31adf4a-cd86-4e05-bf27-bdb4eabf3e9d/20.png\" data-asset-id=\"03a951bf-d440-4a99-a796-3def5f476464\" data-image-id=\"03a951bf-d440-4a99-a796-3def5f476464\" alt=\"\"></figure>\n<figure data-asset-id=\"1eea570b-29c7-419d-92ce-b8d4d4a55e96\" data-image-id=\"1eea570b-29c7-419d-92ce-b8d4d4a55e96\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/345ce74d-6b1f-4caa-95c8-8e3805edddec/21.png\" data-asset-id=\"1eea570b-29c7-419d-92ce-b8d4d4a55e96\" data-image-id=\"1eea570b-29c7-419d-92ce-b8d4d4a55e96\" alt=\"\"></figure>\n<p><em>16) Für die Simulation erforderliche Input-Output-Eigenschaften</em></p>\n<figure data-asset-id=\"697d30eb-617b-4c05-b073-4201449f779a\" data-image-id=\"697d30eb-617b-4c05-b073-4201449f779a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0fbdeb33-1c2b-48f9-a3d7-cdb7d77557e4/22.png\" data-asset-id=\"697d30eb-617b-4c05-b073-4201449f779a\" data-image-id=\"697d30eb-617b-4c05-b073-4201449f779a\" alt=\"\"></figure>\n<p><em>17) Maximale Kraft und Auslastung im Vergleich zum Experiment für Anker 200 mm</em></p>\n<figure data-asset-id=\"67aac596-644e-44f2-8bb5-9ca0994a2590\" data-image-id=\"67aac596-644e-44f2-8bb5-9ca0994a2590\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8a3f8fee-48f7-47aa-9a14-d54adfbafafb/23.png\" data-asset-id=\"67aac596-644e-44f2-8bb5-9ca0994a2590\" data-image-id=\"67aac596-644e-44f2-8bb5-9ca0994a2590\" alt=\"\"></figure>\n<p><em>18) Lastverformungskurve - Vergleich der experimentellen Daten des 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://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a7380fbf-4d0a-4a3a-815f-2adf2e2ba902/24.png\" data-asset-id=\"f80e5468-2277-4cb7-9641-8c172fc10185\" data-image-id=\"f80e5468-2277-4cb7-9641-8c172fc10185\" alt=\"\"></figure>\n<p><em>19) Lastverformungskurve - Vergleich der charakteristischen Code-Daten von T103-200</em></p>\n<h2>Fazit</h2>\n<p>Die Versuchskampagne untersuchte erfolgreich das Verhalten von Ankern in voller Größe, die in einen Stahlbetonblock einbetoniert sind, unter Verwendung eines umfassenden Ansatzes, der sowohl experimentelle Tests als auch numerische Modellierung umfasst. Durch Variation der Einbindetiefen der Anker (100, 150, 200 mm) konnten verschiedene Versagensarten beobachtet werden, darunter Verbundversagen, Betonkonusausbruch und Stabversagen. Die Ergebnisse wurden streng mit den Vorhersagen des CEB-FIB-Modellcodes und der Eurocodes verglichen, wodurch die Sicherheit und Zuverlässigkeit der aktuellen Bemessungsstandards für solche Verankerungssysteme bestätigt wurde.</p>\n<p>Der Einsatz fortschrittlicher Modellierungstechniken wie 3D CSFM und ABAQUS-Simulationen mit Concrete Damage Plasticity ermöglichte tiefere Einblicke in die Interaktion zwischen Beton und Bewehrung sowie in das Verbundverhalten unter quasistatischer Zugbelastung. Die Ergebnisse bestätigten die Wirksamkeit der vorgeschlagenen Methoden bei der Vorhersage der Ankerleistung und betonten die Bedeutung einer genauen Materialmodellierung und geeigneter Randbedingungen bei solchen Simulationen.</p>\n<p>Der Vergleich zwischen dem tatsächlichen Verhalten, das während des Experiments beobachtet wurde, und der numerischen Lösung, die mit 3D CSFM und ABAQUS abgeleitet wurde, zeigt eine Korrelation von ungefähr 85 %. Daraus lässt sich schließen, dass keine numerische Lösung die experimentellen Daten übertrifft und eine Fehlermarge von 15 % im Vergleich zum Experiment beibehält, was aus technischer Sicht als akzeptabel angesehen wird. Wichtig ist auch, dass die Versagensarten übereinstimmen, mit Ausnahme der Ankerlänge von 200 mm, bei der in 3D CSFM eine kombinierte Versagensart von Betonkonus und Herausziehen vor dem Versagen der Stahlstange auftrat. Der Grund dafür ist, dass in diesem Fall die Spitzenlasten, die diesen beiden Versagensarten entsprechen, sehr nahe beieinander liegen.</p>\n<p>Die Ergebnisse von CEB-FIB Mode Code 2020 und Eurocode 1992-1-1 stimmen mit den experimentellen Ergebnissen zu 30-40 % überein. Dies zeigt, dass der im Code verwendete Ansatz Sicherheit gewährleistet. Es ist wichtig zu beachten, dass es sich bei den ermittelten Werten um charakteristische Werte und nicht um Bemessungswerte handelt, so dass die tatsächliche Bemessungsfestigkeit noch niedriger ist.</p>\n<p><strong>Die Ergebnisse des Berichts sollen den Ingenieuren vermitteln, dass die 3D-CSFM-Methode sichere Ergebnisse in Übereinstimmung mit dem Eurocode 1992-1-1[5] liefert und zu einer konservativen Bemessung führt, die in die Norm selbst integriert ist.</strong></p>\n<h3>Referenzen</h3>\n<p>[1]Delhomme, F. & Roure, Thierry & Arrieta, Benjamin & Limam, Ali. (2015). Auszugsverhalten von eingegossenen Kopf- und Verbundankern mit unterschiedlichen Verankerungstiefen. Materials and Structures. 49. 10.1617/s11527-015-0616-4.</p>\n<p>[2] \"IDEA StatiCa Detail - Statische Bemessung von 3D-Diskontinuitäten aus Beton (BETA)\". <em>IDEA StatiCa Support Center</em>, 2023. <a href=\"https://www.ideastatica.com/support-center/idea-statica-detail-structural-design-of-concrete-3d-discontinuities-beta\">https://www.ideastatica.com/support-center/idea-statica-detail-structural-design-of-concrete-3d-discontinuities-beta</a></p>\n<p>[3<strong>] International Federation for Structural Concrete (fib).</strong> <em>fib Model Code 2020 for Concrete Structures</em>. Berlin: Ernst & Sohn, 2021.</p>\n<p>[4] ABAQUS Standard User's Manual, Version 6.6*. Washington University in St. Louis, 2006.<a href=\"https://classes.engineering.wustl.edu/2009/spring/mase5513/abaqus/docs/v6.6/books/stm/default.htm](https://classes.engineering.wustl.edu/2009/spring/mase5513/abaqus/docs/v6.6/books/stm/default.htm).\">[https://classes.engineering.wustl.edu/2009/spring/mase5513/abaqus/docs/v6.6/books/stm/default.htm]</a></p>\n<p>[5] <strong>Europäisches Komitee für Normung (CEN).</strong> <em>EN 1992-1-1:2004: Eurocode 2 - Bemessung und Konstruktion von Betontragwerken - Teil 1-1: Allgemeine Regeln und Regeln für Bauwerke</em>. Dezember 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>Europäisches Komitee für Normung (CEN).</strong> <em>EN 1992-4:2018: Eurocode 2 - Bemessung und Konstruktion von Betontragwerken - Teil 4: Bemessung und Konstruktion von Befestigungsmitteln für die Verwendung in Beton</em>. Brüssel: CEN, April 2018</p>\n<p>[7<strong>]ABAQUS, Inc.</strong> <em>ABAQUS User Subroutines Reference Manual, Version 6.6</em>. Washington University in St. Louis, 2006. <a href=\"https://classes.engineering.wustl.edu/2009/spring/mase5513/abaqus/docs/v6.6/books/usb/default.htm?startat=pt05ch18s05abm36.html\">https://classes.engineering.wustl.edu/2009/spring/mase5513/abaqus/docs/v6.6/books/usb/default.htm?startat=pt05ch18s05abm36.html.</a></p>\n<p>[8] Massone, L. M.; et al. Shear-Flexure Interaction for Structural Walls, 2006. ResearchGate. https://www. <a href=\"https://www.researchgate.net/publication/284079633_Shear-flexure_interaction_for_structural_walls\">researchgate.net/publication/284079633_Shear-flexure_interaction_for_structural_walls</a> (Zugriff am 01. Januar 2006).</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n4ded8afc_f298_0163_2c5e_bd1bf413e5fe\"></object>"
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}Known limitations
Since Detail is just a tool and cannot replace engineering judgment, a safe understanding of its functions, benefits, and limitations is necessary. Read the following limitations, which must be taken into account:
- In Detail, the anchors are only checked for tensile strength. It is necessary to use Connection for shear and interaction checks.
- Only models anchored via the base plate and only Direct contact can be imported to Detail (from Connection).
For a full list of limitations with further explanation, see the article: Known limitations for 3D Detail
Released in IDEA StatiCa version 24.1