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Codes and standards supported in IDEA StatiCa Steel

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In order to make IDEA StatiCa Connection and IDEA StatiCa Member usable in all parts of the world, we have implemented some of the most widely used national codes. All you need to do is select the corresponding standard and get to work.

News and updates for codes

We're constantly working on keeping the software updated based on the latest versions of codes and standards. Read the following paragraphs and find out what has been improved.

Widget #NaN: support_center_article

Name: RN 20.0: Hong Kong Code (HKG)

ID: eec5be4f-0cbf-454d-b657-049f2b33a188

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    "value": "<p>The Hong Kong steel design code (HK) for steel-to-steel connections and joints is now available alongside seven other design standards. Component bolts, preloaded bolts, and welds are checked according to HK CoP:2011&nbsp;and CoP:2013, including detailing. Detailing check for bolts and concrete block resistance check has been implemented too.</p>\n<figure data-asset-id=\"ac80161a-595c-4910-99af-69aba5eae7d0\" data-image-id=\"ac80161a-595c-4910-99af-69aba5eae7d0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/212e7d3f-0b45-4343-9f22-f1c96cdb1d36/Wizard_HK.png\" data-asset-id=\"ac80161a-595c-4910-99af-69aba5eae7d0\" data-image-id=\"ac80161a-595c-4910-99af-69aba5eae7d0\" alt=\"\"></figure>\n<p><em>Hong Kong standard</em></p>\n<p>This feature is available for the <strong>Expert</strong> and <strong>Enhanced</strong> version of IDEA StatiCa Steel product.</p>"
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                    "value": "<p>The new version of IDEA StatiCa is here! It is the biggest implementation of customer feedback and wishes we have had in years. And that means something – IDEA StatiCa is used by over 3500 customers who share more than 4000 unique IDEA StatiCa projects <strong>every month</strong>.</p>\n<p>How did we get from number 10 to 20? The sheer volume of new functionalities seems to justify the “+10,” but the reason is more straightforward – align the numbering with year count. In 2020, we release IDEA StatiCa 20.</p>\n<p>This version brings an exceptional volume of new features and improvements. All that with our focus to enable engineers to work faster, evaluate the requirements of the national code thoroughly, and use the optimal amount of material. Highlights are:</p>\n<ul>\n  <li>New online licensing system – no more hassle with installation</li>\n  <li>IDEA StatiCa can now generate “sketches” to speed up the detailing process</li>\n  <li>110 new connection templates added to the starting wizard</li>\n  <li>Steel-to-timber connections can now be designed and checked</li>\n  <li>Cross-section databases are now automatically filtered based on your regional settings</li>\n  <li>Hong Kong and Indian codes are now supported</li>\n</ul>\n<p>We hope you will enjoy all our new features and improvements and would love to hear your feedback anytime.&nbsp;</p>\n<p>BTW, expect a little break from new features in Steel for the rest of the year. The 2020 autumn release will be focused on Concrete and BIM.</p>\n<p>Calculate yesterday’s estimates!</p>"
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                    "value": "<p>The new online licensing system of IDEA StatiCa was implemented. It is account-based, which means that all you need to start IDEA&nbsp;StatiCa&nbsp;20 is to insert your username (by default, an email) and password.</p>\n<p>Why?</p>\n<ul>\n  <li>Our customers struggled with logistics related to license codes, license files, and dongles.</li>\n  <li>IDEA StatiCa license could be fixed without the cooperation of the end-user (reactivation, etc.).</li>\n  <li>Our customers had to deploy the network license on their servers.</li>\n  <li>Company license could not be easily shared with employees on the road or on home-office</li>\n</ul>\n<p>The new online licensing system of IDEA StatiCa solves all these issues and much more. Everything is provided in a robust and secure IDEA StatiCa cloud for which users need only one thing to access – their username (by default, an email) and password.</p>\n<p>How does the online license work?</p>\n<ul>\n  <li>IDEA StatiCa installation regularly checks with IDEA StatiCa license server to update the license and verify product configuration.</li>\n  <li>IDEA StatiCa users do not have to be online all the time. The license will work for 72 hours without an internet connection. After that, connecting to the licensing server is necessary.</li>\n  <li>Admins, as well as end-users, can view/edit the license via IDEA StatiCa Customer portal, an online backend with their licensing data</li>\n</ul>\n<figure data-asset-id=\"c8f006aa-3cbf-49ef-805e-29bcb6893935\" data-image-id=\"c8f006aa-3cbf-49ef-805e-29bcb6893935\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d8b04196-671e-45f1-9afb-05c2873bc09b/Sign%20in%20box.jpg\" data-asset-id=\"c8f006aa-3cbf-49ef-805e-29bcb6893935\" data-image-id=\"c8f006aa-3cbf-49ef-805e-29bcb6893935\" alt=\"\"></figure>\n<h4>How to setup IDEA StatiCa version 20</h4>\n<ul>\n  <li>Every customer of IDEA StatiCa has a primary email address in our system (confirmed in a past order)</li>\n  <li>With the release of version 20, IDEA StatiCa will send Admin credentials to this email. The license will have entitlements based on purchased products and seats.</li>\n  <li>Admins can then add and remove other users in the organization</li>\n  <li>Every user in the organization can consume only selected type of IDEA StatiCa products</li>\n</ul>\n<figure data-asset-id=\"883b3bdf-6d94-49a8-9745-83c822e8a756\" data-image-id=\"883b3bdf-6d94-49a8-9745-83c822e8a756\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9fde4043-99d8-4344-8a4a-da9264ff87c5/License%20manager.jpg\" data-asset-id=\"883b3bdf-6d94-49a8-9745-83c822e8a756\" data-image-id=\"883b3bdf-6d94-49a8-9745-83c822e8a756\" alt=\"\"></figure>\n<p><em>IDEA StatiCa license manager</em></p>\n<h4>Migration disclaimer</h4>\n<ul>\n  <li>IDEA StatiCa 20 has only one way to license and launch – the new online licensing system.</li>\n  <li>The old licensing systems (Eleckey, HASP) of versions up to 10.1 remains unchanged and functional. Lifetime entitlements (now called \"Perpetual\") will work indefinitely, but their technical support will be terminated on <strong>30. 6. 2021</strong>. After this date, license resets, reactivations, and other licensing support will not be provided anymore. Kindly make sure that your organization migrates to version 20 as soon as possible.</li>\n</ul>"
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                                                    "value": "<h3>Introduction</h3>\n<p>Bar members are preferred by engineers when designing steel structures. However, there are many locations on the structure where the theory of members is not valid, e.g., welded joints, bolted connections, footing, holes in walls, the tapering height of cross-section and point loads. The structural analysis in such locations is difficult and it requires special attention. The behavior is non-linear and the nonlinearities must be respected, e.g., yielding of the material of plates, contact between end plates or base plate and concrete block, one-sided actions of bolts and anchors, welds. Design codes, e.g. EN1993-1-8, and also technical literature offer engineering solution methods. Their general feature is derivation for typical structural shapes and simple loadings. The method of components is used very often.</p>\n<h4>Component method</h4>\n<p>The component method (CM) solves the joint as a system of interconnected items – components. The corresponding model is built per each joint type to be able to determine forces and stresses in each component – see the following picture.</p>\n<figure data-asset-id=\"cedfb2e2-64f2-40c2-8fec-92c8ad55a3ed\" data-image-id=\"cedfb2e2-64f2-40c2-8fec-92c8ad55a3ed\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/46167222-5959-469c-8c60-8a14b0148787/General%20introduction%20for%20structural%20design%20of%20steel%20connections.png\" data-asset-id=\"cedfb2e2-64f2-40c2-8fec-92c8ad55a3ed\" data-image-id=\"cedfb2e2-64f2-40c2-8fec-92c8ad55a3ed\" alt=\"IDEA StatiCa Connection theoretical background for the advanced structural design of steel connections.  Structural design of welded and bolted steel connections using the Component Based Finite Element Model CBFEM).\"></figure>\n<p>The components of a joint with bolted end plates modeled by springs</p>\n<p>Each component is checked separately using corresponding formulas. As the proper model must be created for each joint type, the method usage has limits when solving joints of general shapes and general loads.</p>\n<p>IDEA StatiCa together with a project team of Department of Steel and Timber Structures of Faculty of Civil Engineering in Prague and Institute of Metal and Timber Structures of Faculty of Civil Engineering of the Brno University of Technology, developed a method for advanced design of steel structural joints.</p>\n<p><strong>Component Based Finite Element Model</strong> (<a href=\"https://www.cbfem.com/\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">CBFEM</a>) method is:</p>\n<ul>\n  <li><strong>General</strong> enough to be usable for most of the joints, footings, and details in engineering practice.</li>\n  <li><strong>Simple and fast</strong> enough in daily practice to provide results in a time comparable to current methods and tools.</li>\n  <li><strong>Comprehensive</strong> enough to provide structural engineer clear information about joint behavior, stress, strain, and reserves of individual components and about overall safety and reliability.</li>\n</ul>\n<p>The CBFEM method is based on the idea that most of the verified and very useful parts of CM should be kept. The weak point of CM – its generality when analyzing stresses of individual components – was replaced by modeling and analysis using the Finite Element Method (FEM).</p>\n<p>FEM is a general method commonly used for structural analysis. The usage of FEM for modeling of joints of any shapes seems to be ideal (Virdi, 1999). The elastic-plastic analysis is required, as the steel ordinarily yields in the structure. In fact, the results of the linear analysis are useless for joint design.</p>\n<p>FEM models are used for research purposes of joint behavior, which usually apply spatial elements and measured values of material properties.</p>\n<figure data-asset-id=\"ea4a8ae4-b44a-4176-a7df-1b27731870ab\" data-image-id=\"ea4a8ae4-b44a-4176-a7df-1b27731870ab\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f4350bd3-6406-41af-bb2b-ad67a241fade/T-stub-research.png\" data-asset-id=\"ea4a8ae4-b44a-4176-a7df-1b27731870ab\" data-image-id=\"ea4a8ae4-b44a-4176-a7df-1b27731870ab\" alt=\"\"></figure>\n<p><em>FEM model of a joint for research. It uses spatial 3D elements for both plates and bolts</em></p>\n<p>Both webs and flanges of connected members are modeled using shell elements in the CBFEM model for which the known and verified solution is available.</p>\n<p>The fasteners – bolts and welds – are the most difficult in the point of view of the analysis model. Modeling of such elements in general FEM programs is difficult because the programs do not offer the required properties. Thus, special FEM components had to be developed to model the welds and bolts behavior in a joint.</p>\n<figure data-asset-id=\"776fe656-ccd3-49b7-aa3f-db4d31162c9c\" data-image-id=\"776fe656-ccd3-49b7-aa3f-db4d31162c9c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c37c3b86-71aa-4dd2-9afe-58e25c224a25/CBFEM-bolted_connection.png\" data-asset-id=\"776fe656-ccd3-49b7-aa3f-db4d31162c9c\" data-image-id=\"776fe656-ccd3-49b7-aa3f-db4d31162c9c\" alt=\"\"></figure>\n<p><em>CBFEM model of bolted connection by end plates</em></p>\n<p>Joints of members are modeled as massless points when analyzing steel frame or girder structure. Equilibrium equations are assembled in joints and internal forces on the ends of beams are determined after solving the whole structure. In fact, the joint is loaded by those forces. The resultant of forces from all members in the joint is zero – the whole joint is in equilibrium.</p>\n<p>The real shape of a joint is not known in the structural model. The engineer only defines whether the joint is assumed to be rigid or hinged.</p>\n<p>It is necessary to create a trustworthy model of joint, which respect the real state, to design the joint properly. The ends of members with the length of a 2-3 multiple of maximal cross-section height are used in the CBFEM method. These segments are modeled using shell elements.</p>\n<figure data-asset-id=\"0b89c581-e70a-4ff4-bb77-7ba3289f5c31\" data-image-id=\"0b89c581-e70a-4ff4-bb77-7ba3289f5c31\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/63f85aa4-522f-4485-8a75-08c0e58c5788/Massless_joint.png\" data-asset-id=\"0b89c581-e70a-4ff4-bb77-7ba3289f5c31\" data-image-id=\"0b89c581-e70a-4ff4-bb77-7ba3289f5c31\" alt=\"\"></figure>\n<p><em>A theoretical (massless) joint and real shape of the joint without modified member ends</em></p>\n<p>For better precision of the CBFEM model, the end forces on 1D members are applied as loads on the segment ends. Sextuplets of forces from the theoretical joint are transferred to the end of the segment – the values of forces are kept, but the moments are modified by the actions of forces on corresponding arms.</p>\n<p>The segment ends at the joint are not connected. The connection must be modeled. So-called manufacturing operations are used in the CBFEM method to model the connection. Manufacturing operations are especially: cuts, offsets, holes, stiffeners, ribs, end plates and splices, cleats, gusset plates, and others. Fastening elements (welds and bolts) are also added.</p>\n<p><a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">IDEA StatiCa Connection</a> can perform two types of analysis:</p>\n<ol>\n  <li>Geometrically linear analysis with material and contact nonlinearities for stress and strain analysis,</li>\n  <li>Eigenvalue analysis to determine the possibility of buckling.</li>\n</ol>\n<p>In the case of connections, the geometrically nonlinear analysis is not necessary unless plates are very slender. Plate slenderness can be determined by eigenvalue (buckling) analysis. For the limit slenderness where geometrically linear analysis is still sufficient, see Chapter 3.9. 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                                                            "value": "<p>The most common material diagrams which are used in finite element modeling of structural steel are the ideal plastic or elastic model with strain hardening and the true stress-strain diagram. The true stress-strain diagram is calculated from the material properties of mild steels at an ambient temperature obtained in tensile tests. The true stress and strain may be obtained as follows:</p>\n<p>\\[ \\sigma_{true}=\\sigma (1 + \\varepsilon) \\]</p>\n<p>\\[ \\varepsilon_{true}=\\ln (1 + \\varepsilon) \\]</p>\n<p>where <em>σ</em><sub>true</sub> is true stress, <em>ε</em><sub>true</sub> true strain, <em>σ</em> engineering stress, and <em>ε</em> engineering strain.</p>\n<p>The plates in <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">IDEA StatiCa Connection</a> are modeled with elastic-plastic material with a nominal yielding plateau slope according to EN1993-1-5, Par. C.6, (2), tan<sup>-1</sup> (<em>E</em>/1000). The material behavior is based on the von Mises yield criterion. It is assumed to be elastic before reaching the design yield strength, <em>f</em><sub>yd</sub>.</p>\n<p>The ultimate limit state criterion for regions not susceptible to <a data-item-id=\"7264c6af-2992-4866-b1e4-b8ca79ab1c57\" href=\"\">buckling</a> is reaching the limiting value of the principal membrane strain. The value of 5&nbsp;% is recommended (e.g. EN1993-1-5, App. C, Par. C.8, Note 1).</p>\n<figure data-asset-id=\"717192f9-e565-4a12-883f-42d0072c19ea\" data-image-id=\"717192f9-e565-4a12-883f-42d0072c19ea\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7e614341-aaae-4910-8951-e06b88bee777/Structural%20design%20of%20a%20steel%20connection%20-%20Material%20diagrams%20of%20steel%20in%20numerical%20models.png\" data-asset-id=\"717192f9-e565-4a12-883f-42d0072c19ea\" data-image-id=\"717192f9-e565-4a12-883f-42d0072c19ea\" alt=\"IDEA StatiCa Connection theoretical background for the advanced structural design of steel connections.  Structural design of welded and bolted steel connections. The material model used in CBFEM.\"></figure>\n<p><em>Material diagrams of steel in numerical models</em></p>\n<p>The limit value of plastic strain is often discussed. In fact, the ultimate load has low sensitivity to the limit value of plastic strain when the ideal plastic model is used. It is demonstrated in the following example of a beam to a column joint. An open section beam IPE 180 is connected to an open section column HEB 300 and loaded by bending moment. The influence of the limit value of plastic strain on the resistance of the beam is shown in the following figure. The limit plastic strain changes from 2&nbsp;% to 8&nbsp;%, but the change in moment resistance is less than 4&nbsp;%.</p>\n<figure data-asset-id=\"dfd68e37-fcac-4680-bf75-311501445825\" data-image-id=\"dfd68e37-fcac-4680-bf75-311501445825\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a8534ead-a79c-483d-ae11-2d404c1d412a/Loads_Stress_Strain.png\" data-asset-id=\"dfd68e37-fcac-4680-bf75-311501445825\" data-image-id=\"dfd68e37-fcac-4680-bf75-311501445825\" alt=\"\"></figure>\n<p><em>An example of prediction of ultimate limit state of a beam to column joint</em></p>\n<figure data-asset-id=\"855c10c3-0722-42a1-9f3f-7db1f59f67c3\" data-image-id=\"855c10c3-0722-42a1-9f3f-7db1f59f67c3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/aed18cbc-9028-4cf1-bd0d-9b5ec0b036a0/plastic_strain-resistance.png\" data-asset-id=\"855c10c3-0722-42a1-9f3f-7db1f59f67c3\" data-image-id=\"855c10c3-0722-42a1-9f3f-7db1f59f67c3\" alt=\"\"></figure>\n<p><em>The influence of the limit value of plastic strain on the moment resistance</em></p>"
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                                                            "value": "<p>Increase in number of elements provides more precise results but at the cost of higher computational demand.</p>\n<h4>Plate model</h4>\n<p>Shell elements are recommended for modeling of plates in the FEA of structural connection. 4-node quadrangle shell elements with nodes at its corners are applied. Six degrees of freedom are considered in each node: 3 translations (<em>u</em><sub>x</sub>, <em>u</em><sub>y</sub>, <em>u</em><sub>z</sub>) and 3 rotations (<em>φ</em><sub>x</sub>, <em>φ</em><sub>y</sub>, <em>φ</em><sub>z</sub>). Deformations of the element are divided into the membrane and the flexural components.</p>\n<p>The formulation of the membrane behavior is based on the work by Ibrahimbegovic (1990). Rotations perpendicular to the plane of the element are considered. Complete 3D formulation of the element is provided. The out-of-plane shear deformations are considered in the formulation of the flexural behavior of an element based on Mindlin hypothesis. Our inhouse stabilised variant of Mindlin quad plate element with constat shear deforamtion along edge are applied. The elements are inspired by MITC4 elements; see Dvorkin (1984). The shell is divided into five integration layers through thickness of the plate at each integration point and plastic behavior is analyzed in each point. It is called Gauss–Lobatto integration. The nonlinear elastic-plastic stage of material is analyzed in each layer based on the known strains. Only the maximum stresses and strains of all layers are shown.</p>\n<h4>Mesh convergence</h4>\n<p>There are some criteria for the mesh generation in the connection model. The connection check should be independent of the element size. Mesh generation on a separate plate is problem-free. Attention should be paid to complex geometries such as stiffened panels, T-stubs, and base plates. The sensitivity analysis considering mesh discretization should be performed for complicated geometries.</p>\n<p>All plates of a beam cross-section have a common division into elements. The size of generated finite elements is limited. The minimal element size is set to 10 mm and the maximal element size to 50 mm (can be set in Code setup). Meshes on flanges and webs are independent of each other. The default number of finite elements is set to 8 elements per cross-section height as shown in the following figure. The user can modify the default values in Code setup.</p>\n<figure data-asset-id=\"56b04327-298f-4d82-9f7d-0c066664772c\" data-image-id=\"56b04327-298f-4d82-9f7d-0c066664772c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/82635179-c288-44ba-bf8d-c12b80a32766/Structural%20design%20of%20a%20steel%20connection%20-%20Plate%20model%20and%20mesh%20convergence.png\" data-asset-id=\"56b04327-298f-4d82-9f7d-0c066664772c\" data-image-id=\"56b04327-298f-4d82-9f7d-0c066664772c\" alt=\"IDEA StatiCa Connection theoretical background for the advanced structural design of steel connections. Structural design of welded and bolted steel connections. Description of shell elements used in CBFEM and mesh convergence.\"></figure>\n<p><em>The mesh on a beam with constraints between the web and the flange plate</em></p>\n<p>The mesh of the end plates is separate and independent of other connection parts. Default finite element size is set to 16 elements per cross-section height as shown in the figure.</p>\n<figure data-asset-id=\"8d24be01-1329-41ea-8233-9de761728436\" data-image-id=\"8d24be01-1329-41ea-8233-9de761728436\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7f71beb4-9fd6-4517-b069-6905b8176a8a/plate_mesh.png\" data-asset-id=\"8d24be01-1329-41ea-8233-9de761728436\" data-image-id=\"8d24be01-1329-41ea-8233-9de761728436\" alt=\"\"></figure>\n<p><em>The mesh on an end plate with 7 elements along its width</em></p>\n<p>The following example of a beam to column joint shows the influence of mesh size on the moment resistance. An open section beam IPE&nbsp;220 is connected to an open section column HEA&nbsp;200 and loaded by a bending moment as shown in the following figure. The critical component is the column panel in shear. The number of the finite elements along the cross-section height varies from 4 to 40 and the results are compared. Dashed lines are representing the 5%, 10%, and 15% difference. It is recommended to subdivide the cross-section height into 8 elements.</p>\n<figure data-asset-id=\"d7f4071e-0e80-460f-8d61-f7e271cbb6a0\" data-image-id=\"d7f4071e-0e80-460f-8d61-f7e271cbb6a0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d5bcfb21-1bf5-4c38-9d34-8e4ffe398738/beam_to_column.png\" data-asset-id=\"d7f4071e-0e80-460f-8d61-f7e271cbb6a0\" data-image-id=\"d7f4071e-0e80-460f-8d61-f7e271cbb6a0\" alt=\"\"></figure>\n<p><em>A beam to column joint model and plastic strains at ultimate limit state</em></p>\n<figure data-asset-id=\"80bf0274-5a14-4471-90af-93f56fc0a914\" data-image-id=\"80bf0274-5a14-4471-90af-93f56fc0a914\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/601738d5-2a76-4d40-97f7-722342d6d256/mesh_influence.png\" data-asset-id=\"80bf0274-5a14-4471-90af-93f56fc0a914\" data-image-id=\"80bf0274-5a14-4471-90af-93f56fc0a914\" alt=\"\"></figure>\n<p><em>The influence of the number of elements on the moment resistance</em></p>\n<p>The mesh sensitivity study of a slender compressed stiffener of column web panel is presented. The number of elements along the width of the stiffener varies from 4 to 20. The first buckling mode and the influence of a number of elements on the buckling resistance and critical load are shown in the following figure. The difference of 5% and 10% is displayed. It is recommended to use 8 elements along the stiffener width.</p>\n<figure data-asset-id=\"79630fed-3e60-44f9-bd9c-c9d2d47ffaf8\" data-image-id=\"79630fed-3e60-44f9-bd9c-c9d2d47ffaf8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c6c4099f-4691-4820-8691-8335303b111e/buckling_mesh.png\" data-asset-id=\"79630fed-3e60-44f9-bd9c-c9d2d47ffaf8\" data-image-id=\"79630fed-3e60-44f9-bd9c-c9d2d47ffaf8\" alt=\"\"></figure>\n<p><em>The first buckling mode and the influence of number of elements along the stiffener on the moment resistance</em></p>\n<p>The mesh sensitivity study of a T-stub in tension is presented. Half of the flange width is subdivided into 8 to 40 elements, and the minimal element size is set to 1&nbsp;mm. The influence of the number of elements on the T-stub resistance is shown in the following figure. The dashed lines are representing the 5%, 10%, and 15% difference. It is recommended to use 16 elements on the half of the flange width.</p>\n<figure data-asset-id=\"bd5d475b-5787-403f-886a-685e33f1be9d\" data-image-id=\"bd5d475b-5787-403f-886a-685e33f1be9d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/05531827-8853-4859-ac6a-0de511100185/T-stub-mesh.png\" data-asset-id=\"bd5d475b-5787-403f-886a-685e33f1be9d\" data-image-id=\"bd5d475b-5787-403f-886a-685e33f1be9d\" alt=\"\"></figure>\n<p><em>The influence of the number of elements on the T-stub resistance</em></p>"
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                                                                    "value": "<p>The standard penalty method is recommended for modeling contact between plates. If penetration of a node into an opposite contact surface is detected, penalty stiffness is added between the node and the opposite plate. The penalty stiffness is controlled by a heuristic algorithm during the nonlinear iteration to get a better convergence. The solver automatically detects the penetration point and solves the contact force distribution between the penetrated node and nodes on the opposite plate. It allows the creation of contact between different meshes, as shown. The advantage of the penalty method is the automatic assembly of the model. The contact between the plates has a major impact on the redistribution of forces in connection.</p>\n<figure data-asset-id=\"636a0d8a-150f-43a6-89a2-fc32d594385b\" data-image-id=\"636a0d8a-150f-43a6-89a2-fc32d594385b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c1c19e97-c73b-4e5c-b40e-1655f9e9d1d3/Structural%20design%20of%20a%20steel%20connection%20-%20Contacts%20between%20plates.png\" data-asset-id=\"636a0d8a-150f-43a6-89a2-fc32d594385b\" data-image-id=\"636a0d8a-150f-43a6-89a2-fc32d594385b\" alt=\"IDEA StatiCa Connection theoretical background for the advanced structural design of steel connections. Description of contacts and their application in CBFEM. Structural design of welded and bolted steel connections.\"></figure>\n<p><em>An example of separation of plates in contact between the web and flanges of two overlapped Z sections purlins</em></p>\n<p>It is possible to add contact between</p>\n<ul>\n  <li>two surfaces,</li>\n  <li>two edges,</li>\n  <li>edge and surface.</li>\n</ul>\n<figure data-asset-id=\"8ec0bea6-f990-4e43-81bf-a34c76e6dc74\" data-image-id=\"8ec0bea6-f990-4e43-81bf-a34c76e6dc74\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/02e3e1c2-223a-4a9f-800d-935e7b3dac76/edge-to-edge-contact.png\" data-asset-id=\"8ec0bea6-f990-4e43-81bf-a34c76e6dc74\" data-image-id=\"8ec0bea6-f990-4e43-81bf-a34c76e6dc74\" alt=\"\"></figure>\n<p><em>An example of edge-to-edge contact between the seat and the end plate</em></p>\n<figure data-asset-id=\"e47c299b-4acd-4b1f-bfa6-ef1fd1d972ca\" data-image-id=\"e47c299b-4acd-4b1f-bfa6-ef1fd1d972ca\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/02d6ce4a-86b1-4eac-9525-c59772b520e3/edge-to-surface-contact.png\" data-asset-id=\"e47c299b-4acd-4b1f-bfa6-ef1fd1d972ca\" data-image-id=\"e47c299b-4acd-4b1f-bfa6-ef1fd1d972ca\" alt=\"\"></figure>\n<p><em>An example of edge-to-surface contact between the lower flange of the beam and the column flange</em></p>\n<p>The <a data-item-id=\"22ff0f4a-a6f0-4086-bc4c-ed49f4aa86e2\" href=\"\">stresses in contacts</a> may be visualized, and the values are shown in the check table of plates. However, the contact stresses are only informative and are not used in any check. Also, the through-thickness stress of shell elements is not considered.&nbsp;</p>\n<figure data-asset-id=\"c159e0e3-13d4-46a1-8c23-e93ae0d81678\" data-image-id=\"c159e0e3-13d4-46a1-8c23-e93ae0d81678\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3762ca8b-a140-47c8-a32e-3e2db2d6ca4d/contacts.png\" data-asset-id=\"c159e0e3-13d4-46a1-8c23-e93ae0d81678\" data-image-id=\"c159e0e3-13d4-46a1-8c23-e93ae0d81678\" alt=\"\"></figure>"
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                                                                            "value": "<p>There exist several options for how to treat welds in numerical models. The large deformations make the mechanical analysis more complex, and it is possible to use different mesh descriptions, different kinetic and kinematic variables, and constitutive models. The different types of geometric 2D and 3D models and thereby finite elements with their applicability for different accuracy levels are generally used. The most often used material model is the common rate-independent plasticity model based on the von Mises yield criterion. Two approaches that are used for welds are described. Residual stress and deformation caused by welding are not assumed in the design model.</p>\n<p>The load is transmitted through force-deformation constraints based on the Lagrangian formulation to the opposite plate. The connection is called multi-point constraint (MPC) and relates the finite element nodes of one plate edge to another. The finite element nodes are not connected directly. The advantage of this approach is the ability to connect meshes with different densities. The constraint allows modeling the midline surface of the connected plates with the offset, which respects the real weld configuration and throat thickness. The load distribution in the weld is derived from the MPC, so the stresses are calculated in the throat section. This is important for the stress distribution in the plate under the weld and for modeling of T-stubs.</p>\n<h4>Plastic stress redistribution in welds</h4>\n<p>The model with only multi-point constraints does not respect the stiffness of the weld, and the stress distribution is conservative. Stress peaks that appear at the end of plate edges, in corners, and rounding, govern the resistance along the whole length of the weld. To eliminate the effect, a special elastoplastic element is added between the plates. The element respects the weld throat thickness, position, and orientation. The equivalent weld solid is inserted with the corresponding weld dimensions. The nonlinear material analysis is applied, and elastoplastic behavior in equivalent weld solid is determined. The plasticity state is controlled by stresses in the weld throat section. The stress peaks are redistributed along the longer part of the weld length.</p>\n<p>The elastoplastic model of welds gives real values of stress, and there is no need to average or interpolate the stress. Calculated values at the most stressed weld element are used directly for checks of the weld component. This way, there is no need to reduce the resistance of multi-oriented welds, welds to unstiffened flanges, or long welds.</p>\n<figure data-asset-id=\"4a260917-112f-4e2a-9d28-8da1b16a76df\" data-image-id=\"4a260917-112f-4e2a-9d28-8da1b16a76df\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0bd27c97-ebab-4887-9fc1-d9027cdf3df8/Structural%20design%20of%20a%20steel%20connection%20-%20Welds.png\" data-asset-id=\"4a260917-112f-4e2a-9d28-8da1b16a76df\" data-image-id=\"4a260917-112f-4e2a-9d28-8da1b16a76df\" alt=\"IDEA StatiCa Connection theoretical background for the advanced structural design of steel connections.  Description of weld finite element. Structural design of welded connection.\"></figure>\n<p><em>Constraint between weld element and mesh nodes</em></p>\n<p>General welds, while using plastic redistribution, can be set as continuous, partial, and intermittent. Continuous welds are over the whole length of the edge, partial allows users to set offsets from both sides of the edge, and intermittent welds can be additionally set with a set length and a gap.</p>"
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                                                                                                    "value": "<p>It's interesting how different approaches to the same structure we could find throughout the regions, companies, or even between different designers. While some would weld everything together without thinking about a single bolt, others would cut the structure into several parts and connect everything together with dozens of bolts. Both approaches to connecting the structural members have their pros and cons.&nbsp;</p>\n<p>Purely welded connections are stiffer than bolted connections and are thus considered to be safer or can reduce deflections. But then some experienced (meaning expensive) welder has to be somewhere on site, safely hanged in the space, often in inhospitable weather. The weld quality checks are sometimes not even possible, and the less precise work brings obviously higher material costs.</p>\n<p>The workshop welding on the other hand may be more precise, it also requires transporting to the site. And onsite welding is often expensive in implementation and over-usage of welding materials. Read on to learn which approach best suits your projects.</p>\n<p>You already know that IDEA StatiCa can help you calculate not only the stiffness of the weld connections but also estimate the costs of the connection depending on the weld type, etc. That is not something new under the sun. <a data-item-id=\"dc6882ef-317b-417a-b684-943901355f3d\" href=\"\">You can read one of our articles about the connection cost calculation</a>.&nbsp;</p>\n<p>But we also believe that connection designs should be as precise as possible while securing sufficient connection resistance. And one of our features can help you exactly with this.&nbsp;</p>\n<h2>Designing contact between column and base plate</h2>\n<p>Imagine you need to design a steel column welded to its base plate. The load must be transferred from the upper structure to the foundations. In certain countries, it is possible to include the contact between the column and its base plate when evaluating the compressive strength of the connection.</p>\n<p>In most standards, such as Eurocode, the load is assumed to flow through the welds only. Therefore, the welds must be designed so that they resist the full compressive force from the structure above. Nevertheless, you can imagine that there exists a certain contact between the base of the column and its baseplate even before these two are welded together.</p>\n<p>In some regions, the technical guides allow taking this contact into account when evaluating the compressive resistance. Of course, there are certain criteria to be fulfilled so that it is permitted to use this approach. Then, the contact brings an additional resistance to the compressive strength of the base weld which leads to a more economical design of the welds.</p>\n<figure data-asset-id=\"eb79d5c6-d879-4afb-a5c1-5df03982810a\" data-image-id=\"eb79d5c6-d879-4afb-a5c1-5df03982810a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2a16ecdf-f660-47b6-bb32-9b9aeecf3314/6.png\" data-asset-id=\"eb79d5c6-d879-4afb-a5c1-5df03982810a\" data-image-id=\"eb79d5c6-d879-4afb-a5c1-5df03982810a\" alt=\"\"></figure>\n<p>The <a data-item-id=\"68076977-c9aa-4fa5-b726-09433e204c2b\" href=\"\">model of the weld</a> will then be set to have high stiffness. Once it starts to yield (i.e. to deform plastically), the contact is activated and the compression is taken by the contact. This leads to significant values of the stress in the weld even if the contact is applied. However, importantly, the resistance of the weld in shear is not decreased. The weld is not checked in compression anymore as this is taken by the contact but the tension and shear are still assigned to the weld and the appropriate checks are conducted.</p>\n<p>Practically speaking, you will add a contact <strong>and</strong> a weld on the appropriate edges of the member (the column in this instance) at the same time. From the load transfer perspective, the contact will be effective in compression only while the welds will transfer shear and tension forces. Both operations are available under the “Weld or contact” manufacturing operation.</p>\n<figure data-asset-id=\"29614fc0-aa03-499c-b343-7c518253d397\" data-image-id=\"29614fc0-aa03-499c-b343-7c518253d397\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d7f5114a-1fcd-4da4-9496-44a11d412653/1.png\" data-asset-id=\"29614fc0-aa03-499c-b343-7c518253d397\" data-image-id=\"29614fc0-aa03-499c-b343-7c518253d397\" alt=\"\"></figure>\n<p>This is what you will see in IDEA StatiCa Connection:</p>\n<ul>\n  <li>A red line representing the compressive contact is combined with a yellow line used to indicate the welds (when the transparent view is activated)</li>\n</ul>\n<figure data-asset-id=\"9a6d9cfe-6a47-4004-ac16-16dc15eadf5d\" data-image-id=\"9a6d9cfe-6a47-4004-ac16-16dc15eadf5d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6af8d357-08a5-4696-bc89-3f5b3938463a/5.png\" data-asset-id=\"9a6d9cfe-6a47-4004-ac16-16dc15eadf5d\" data-image-id=\"9a6d9cfe-6a47-4004-ac16-16dc15eadf5d\" alt=\"\"></figure>\n<ul>\n  <li>In the results and reports, a down-facing arrow has been added next to the rectangle symbol of the fillet weld</li>\n</ul>\n<figure data-asset-id=\"49e646c3-621b-4946-98c5-3330d6b697dc\" data-image-id=\"49e646c3-621b-4946-98c5-3330d6b697dc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/40b0ff4a-152f-4245-af7e-7424793620db/7.png\" data-asset-id=\"49e646c3-621b-4946-98c5-3330d6b697dc\" data-image-id=\"49e646c3-621b-4946-98c5-3330d6b697dc\" alt=\"\"></figure>\n<p>You can apply any type of fillet weld in combination with the contact (i.e. continuous, partial, or intermittent). Butt welds are not combined by their very nature.</p>\n<figure data-asset-id=\"29ab325a-b8f5-4f92-93af-d4e9a10b81c8\" data-image-id=\"29ab325a-b8f5-4f92-93af-d4e9a10b81c8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d2b3e9c9-3586-4eeb-963a-70e24edca19c/4.png\" data-asset-id=\"29ab325a-b8f5-4f92-93af-d4e9a10b81c8\" data-image-id=\"29ab325a-b8f5-4f92-93af-d4e9a10b81c8\" alt=\"\"></figure>\n<h3>Procedure limitations</h3>\n<p>The presented approach can be applied when the actual manufacturing operations are guaranteed: the edges of the welded member must be <strong>precisely</strong> <strong>machined </strong>so that there is <strong>no</strong> <strong>gap </strong>between the welded items. Due to these strict criteria, this procedure is limited to certain countries such as <a href=\"https://www.steel.org.au/getattachment/f68b3f37-530a-4316-8c4e-e2617a95b7de/Detailing-considerations-Design-Guide-7_bk745.pdf\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">The Netherlands</a> and the United Kingdom. We cannot stress enough that the responsibility for this criteria to be fulfilled remains with the engineer.</p>\n<h3>Discover more&nbsp;</h3>\n<p><a data-item-id=\"ddfe7eda-4125-461a-b0f1-90de133d5cc6\" href=\"\">The combination of the contact in compression</a> and a weld on the same edge of the steel plate is one of the new features in IDEA StatiCa version 22.1 released in October this year. See the full list of the new functionality in our <a data-item-id=\"8136efc3-3a87-48df-9cb2-890edbe4cfb2\" href=\"\">Release notes of IDEA StatiCa 22.1</a> for steel and concrete or watch a live presentation in our <a data-item-id=\"16d6512d-82ee-4689-823f-5998c9421d66\" href=\"\">What's new in IDEA StatiCa 22.1</a> release webinar.</p>\n<p><br>\n</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n6926922d_e5b2_01a0_9cbf_12aabef97d08\"></object>"
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                                                                                                    "value": "<h2>Bolt model according to CBFEM</h2>\n<p>IDEA StatiCa has a unique method in its solver, the <a data-item-id=\"6e068636-6a02-5d0e-89ad-6dcff4e21151\" href=\"\">Component-based Finite Element Method (CBFEM)</a>. The bolt model used in&nbsp;CBFEM&nbsp;is described and verified to several steel design codes. The load resistance and deformation capacity are also compared to the main experimental research programs.</p>\n<p>In the Component-Based Finite Element Method (CBFEM), bolt with its behavior in tension, shear, and bearing is the component described by the dependent nonlinear springs. The bolt in tension is described by spring with its axial initial stiffness, design resistance, initialization of yielding, and deformation capacity. For the initialization of yielding and deformation capacity, it is assumed that plastic deformation occurs in the threaded part of the bolt shank only.</p>\n<p>In our Theoretical background, you can find <a data-item-id=\"c2cc67f3-4000-4959-a195-b28becf63f2a\" href=\"\">more information on how the CBFEM method describes and verifies bolts</a>. If you want to know a bit more about CBFEM in general, the full&nbsp;<a data-item-id=\"d4aa2923-a94a-4c40-8fd8-93608acbf893\" href=\"\">General theoretical background</a>&nbsp;is definitely the best place to start from.</p>\n<h2>Bolts according to design codes</h2>\n<p>Let's take a look at how CBFEM approaches bolts from the point of view of individual design codes. So far, IDEA StatiCa supports eight design codes where design and/or detailing of bolts and preloaded bolts are being solved.&nbsp;</p>\n<h3>Check of bolts and preloaded bolts according to Eurocode</h3>\n<p>The initial stiffness and design resistance of bolts in shear are in CBFEM modeled according to Cl.&nbsp;3.6 and 6.3.2 in EN 1993-1-8. The spring representing bearing and tension has a bi-linear force-deformation behavior with an initial stiffness and design resistance according to Cl. 3.6 and 6.3.2 in EN 1993-1-8.</p>\n<p><strong>Detailing&nbsp;</strong></p>\n<p>Checks of bolts is performed if the option is selected in Code setup. Dimensions from bolt center to plate edges and between bolts are checked. Edge distance&nbsp;<em>e</em>&nbsp;= 1.2 and spacing between bolts&nbsp;<em>p</em>&nbsp;= 2.2 are recommended in Table 3.3 in EN 1993-1-8. Users can modify both values in the Code setup.</p>\n<h3>Check of bolts and preloaded bolts according to AISC</h3>\n<p>The forces in bolts are determined by finite element analysis. The tensile forces include prying forces. The bolt resistances are checked according to AISC 360 - Chapter J3.</p>\n<p><strong>Detailing&nbsp;</strong></p>\n<p>The minimum spacing between bolts and distance to the bolt center to an edge of a connected part is checked. The minimum spacing 2.66 times (editable in Code setup) the nominal bolt diameter between centers of bolts is checked according to AISC 360-16 – J.3.3. The minimum distance to the bolt center to an edge of a connected part is checked according to AISC 360-16 – J.3.4; the values are in Table J3.4 and J3.4M.</p>\n<h3>Check of bolts and preloaded bolts according to other standards</h3>\n<ul>\n  <li><a href=\"https://www.ideastatica.com/support-center/check-of-bolts-and-preloaded-bolts-according-to-cisc\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">Check of bolts and preloaded bolts according to CISC (Canada)</a></li>\n  <li><a href=\"https://www.ideastatica.com/support-center/check-of-bolts-and-preloaded-bolts-according-to-chinese-standard\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">Check of bolts and preloaded bolts according to Chinese standard (GB)</a></li>\n  <li><a href=\"https://www.ideastatica.com/support-center/check-of-bolts-according-to-hong-kong-code\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">Check of bolts according to Hong Kong Code (HKG)</a></li>\n  <li><a href=\"https://www.ideastatica.com/support-center/check-of-bolts-according-to-is-800\">Check of preloaded bolts according to IS 800 (India)</a></li>\n  <li><a href=\"https://www.ideastatica.com/support-center/check-of-bolts-and-preloaded-bolts-according-to-sp\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">Check of bolts and preloaded bolts according to SP (Russia)</a></li>\n  <li><a href=\"https://www.ideastatica.com/support-center/check-of-bolts-and-preloaded-bolts-according-to-as\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">Check of bolts and preloaded bolts according to AS (Australia)</a></li>\n</ul>\n<h2>Bolt detailing&nbsp;</h2>\n<p><strong>How to set the distances</strong></p>\n<p>Edge distances used for bolt bearing resistance must be relevant for general plate geometries, plates with openings, cutouts, etc.</p>\n<p>The algorithm reads the real direction of the resulting shear force vector in a given bolt and then calculates the distances needed for the bearing check.</p>\n<p>The end (<em>e</em><sub>1</sub>) and edge (<em>e</em><sub>2</sub>) distances are determined by dividing the plate contour into three segments. The end segment is indicated by a 60° range in the direction of the force vector. The edge segments are defined by two 65° ranges perpendicular to the force vector. The shortest distance from a bolt to a relevant segment is then taken as an end, or an edge distance.</p>\n<figure data-asset-id=\"206cf95d-3010-4d11-ab8a-aceb3f62bdc6\" data-image-id=\"206cf95d-3010-4d11-ab8a-aceb3f62bdc6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c166c28a-3f8f-4d50-99ba-857ed9b01e6c/Bolt%20bearing%20distances%201.png\" data-asset-id=\"206cf95d-3010-4d11-ab8a-aceb3f62bdc6\" data-image-id=\"206cf95d-3010-4d11-ab8a-aceb3f62bdc6\" alt=\"Bolt bearing distances (EN)\"></figure>\n<p>The spacing distances between bolt holes (<em>p</em><sub>1</sub>; <em>p</em><sub>2</sub>) are determined by virtually enlarging the surrounding bolt holes by a half of their diameter, then drawing two lines in direction and perpendicular to the shear force vector. The distances to the enlarged bolt holes that are intersected by these lines are then considered as <em>p</em><sub>1</sub> and <em>p</em><sub>2</sub> in the calculation.</p>\n<figure data-asset-id=\"15a106be-af4c-4966-ac50-a889863e1a5c\" data-image-id=\"15a106be-af4c-4966-ac50-a889863e1a5c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b8152921-f220-412f-81de-8c8c83d7e2c2/Bolt%20bearing%20distances%202.png\" data-asset-id=\"15a106be-af4c-4966-ac50-a889863e1a5c\" data-image-id=\"15a106be-af4c-4966-ac50-a889863e1a5c\" alt=\"Bolt bearing distances (EN)\"></figure>\n<h2>Verification examples</h2>\n<p>We have prepared several verification examples to check the results in comparison with other computation methods.</p>\n<h4>EN</h4>\n<ul>\n  <li><a href=\"https://www.ideastatica.com/support-center/bolted-connection-splices-in-shear\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">Bolted&nbsp;connection - Splices in shear</a></li>\n  <li><a href=\"https://www.ideastatica.com/support-center/bolted-connection-interaction-of-shear-and-tension\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">Bolted&nbsp;connection - Interaction of shear and tension</a></li>\n  <li><a href=\"https://www.ideastatica.com/support-center/haunched-joint-capacity-design\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">Haunched joint – capacity design</a></li>\n</ul>\n<h4>AISC</h4>\n<ul>\n  <li><a href=\"https://www.ideastatica.com/support-center/bolted-splice-connection\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">Bolted&nbsp;splice connection</a></li>\n  <li><a href=\"https://www.ideastatica.com/support-center/bolted-flange-plate-moment-connection-lrfd\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">Bolted&nbsp;flange plate moment connection – LRFD</a></li>\n  <li><a href=\"https://www.ideastatica.com/support-center/extended-moment-end-plate-connection-asd\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">Extended moment end-plate connection – ASD</a></li>\n</ul>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n4ca72f7d_ade8_0141_ad6f_baebda5b563b\"></object>\n<h2>Patented technology for structural engineers</h2>\n<p>Do you know that our bolt model solution is a part of a U.S. patent? Read <a data-item-id=\"627bdc92-14f2-416a-b7ef-7df116ea3e73\" href=\"\">here</a> about our success story.&nbsp;</p>\n<figure data-asset-id=\"2546f7fb-18b9-4671-8e1b-238a6ec1b0e9\" data-image-id=\"2546f7fb-18b9-4671-8e1b-238a6ec1b0e9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a0abb5ad-7dba-4687-bfd8-e64fa9c03512/756213100-huge.jpg\" data-asset-id=\"2546f7fb-18b9-4671-8e1b-238a6ec1b0e9\" data-image-id=\"2546f7fb-18b9-4671-8e1b-238a6ec1b0e9\" alt=\"IDEA StatiCa Patent\"></figure>\n<h2>&nbsp;One bolt joint - our solution&nbsp;</h2>\n<p>Sometimes, the engineer needs to make a <strong>joint with one bolt only</strong>, especially if e.g. a hinge, a bracing, a rod, or a diagonal is expected. To model and calculate this kind of operation, you need to define a proper&nbsp;<strong>Model type</strong>&nbsp;of the member. More about it can be read <a href=\"https://www.ideastatica.com/support-center/how-to-model-one-bolt-connection\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">here</a>.&nbsp;</p>\n<figure data-asset-id=\"cca7ed64-cf29-48bd-bb61-96c49f4f1285\" data-image-id=\"cca7ed64-cf29-48bd-bb61-96c49f4f1285\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/edfb27a5-88b9-4f39-ac2b-bd319f37ee29/Model%20type%200.png\" data-asset-id=\"cca7ed64-cf29-48bd-bb61-96c49f4f1285\" data-image-id=\"cca7ed64-cf29-48bd-bb61-96c49f4f1285\" alt=\"How to model one bolt connection (Model type)\"></figure>\n<h2>Bolts, welds, and stiffness of a joint</h2>\n<p>Both bolts and welds have their advantages and disadvantages. One of the important aspects when choosing a joint is its planned stiffness. In general, a bolted joint is never as rigid as a welded joint. &nbsp;If you choose a bolt connection, we recommend calculating the stiffness of such a connection and taking into account the resulting stiffness in the overall structure. You can read what such a calculation looks like and what it entails <a data-item-id=\"6726bbc6-1826-4c43-9253-b8f6e0ab39a9\" href=\"\">here</a>, or watch this <a data-item-id=\"ab4c1281-d0ce-5c97-95ef-3c369206d272\" href=\"\">video</a>.</p>\n<figure data-asset-id=\"3ad5d43d-0568-4816-837a-543530a44c5c\" data-image-id=\"3ad5d43d-0568-4816-837a-543530a44c5c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d43f402a-8463-4e51-b040-bcbadaaab500/stiffness.png\" data-asset-id=\"3ad5d43d-0568-4816-837a-543530a44c5c\" data-image-id=\"3ad5d43d-0568-4816-837a-543530a44c5c\" alt=\"stiffness\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_a1697b4\"></object>"
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                                                                                                    "value": "Welded steel connections – to worry or not to worry?"
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                                                                                                    "value": "Welds and bolts are the most difficult elements in the design of steel connections. Excel spreadsheets very often simplify their calculation. Modeling them in general FEM programs is complicated because these programs do not offer the predefined sets of elements. That is why the CBFEM method was developed and implemented into IDEA StatiCa."
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                                                                                                    "value": "<h2>Weld model according to CBFEM</h2>\n<p>IDEA StatiCa has a unique method in its solver, the Component-based Finite Element Method (CBFEM). The weld model used in <a data-item-id=\"6e068636-6a02-5d0e-89ad-6dcff4e21151\" href=\"\">CBFEM</a> is described and verified to several steel design codes. The load resistance and deformation capacity are also compared to the main experimental research programs.</p>\n<p>There are several options on how to treat welds in numerical models. The large deformations make the mechanical analysis more complex and it is possible to use different mesh descriptions, different kinetic and kinematic variables, and constitutive models. Generally, different types of geometric 2D and 3D models and thereby finite elements with their applicability for different accuracy levels are used. The most often applied material model is the common rate-independent plasticity model based on <a href=\"https://en.wikipedia.org/wiki/Von_Mises_yield_criterion\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">von Mises yield criterion</a>. Residual stress and deformation caused by welding are not assumed in the design model.</p>\n<p>The load is transmitted through force-deformation constraints based on the Lagrangian formulation to the opposite plate. The connection is called multi-point constraint (MPC) and relates the finite element nodes of one plate edge to another edge or surface. The finite element nodes are not connected directly. The advantage of this approach is the ability to connect meshes with different densities. The constraint allows to model midline surface of the connected plates with the offset, which respects the real weld configuration and throat thickness. The load distribution in the weld is derived from the MPC, so the stresses are calculated in the throat section. This is important for the stress distribution in the plate under the weld and for modeling of T-stubs.</p>\n<figure data-asset-id=\"4a260917-112f-4e2a-9d28-8da1b16a76df\" data-image-id=\"4a260917-112f-4e2a-9d28-8da1b16a76df\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0bd27c97-ebab-4887-9fc1-d9027cdf3df8/Structural%20design%20of%20a%20steel%20connection%20-%20Welds.png\" data-asset-id=\"4a260917-112f-4e2a-9d28-8da1b16a76df\" data-image-id=\"4a260917-112f-4e2a-9d28-8da1b16a76df\" alt=\"IDEA StatiCa Connection theoretical background for the advanced structural design of steel connections.  Description of weld finite element. Structural design of welded connection.\"></figure>\n<p>In our Theoretical background, you can find <a data-item-id=\"68076977-c9aa-4fa5-b726-09433e204c2b\" href=\"\">more information on how the CBFEM method describes and verifies welds</a>.</p>\n<p>If you want to know a bit more about CBFEM in general, the full <a data-item-id=\"d4aa2923-a94a-4c40-8fd8-93608acbf893\" href=\"\">General theoretical background</a> is definitely the best place to start from.</p>\n<h2>Welds according to codes and standards</h2>\n<h3>Welds according to AISC</h3>\n<p>Fillet welds are checked according to AISC 360 - Chapter J2. The strength of CJP groove welds is assumed the same as the base metal and is not checked. As most of the IDEA Statica users are already used to, all values required for checks are printed in tables.</p>\n<figure data-asset-id=\"f9fa3bce-8f47-4f75-a081-ad507e953c2f\" data-image-id=\"f9fa3bce-8f47-4f75-a081-ad507e953c2f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d2437755-1175-479b-97e8-4b24262b7021/welds_check.png\" data-asset-id=\"f9fa3bce-8f47-4f75-a081-ad507e953c2f\" data-image-id=\"f9fa3bce-8f47-4f75-a081-ad507e953c2f\" alt=\"\"></figure>\n<p>When it comes to <strong>weld detailing</strong>, the minimal and maximal weld size and the sufficient length of the weld are checked. The maximal weld size is checked according to AISC 360-16 – J2. The minimal weld size is checked according to Table J2.4. &nbsp;A detailed description of the parameters can be found <a data-item-id=\"ffe45899-4875-4394-a9b5-bf87455fc52d\" href=\"\">in this article</a>.&nbsp;</p>\n<p>To give you peace of mind that your designs are complete and accurate, IDEA StatiCa results&nbsp;are being thoroughly tested and verified according to AISC requirements:&nbsp;</p>\n<ul>\n  <li><a data-item-id=\"1cfcffb1-e431-5b5b-8443-ee54c95352b1\" href=\"\">Welded splice</a></li>\n  <li><a data-item-id=\"1bd92fd0-aecf-58ba-88f1-818decf973c4\" href=\"\">All welded double-angle connection</a></li>\n  <li><a data-item-id=\"ed81d3c1-f275-5cda-a7c7-6449e5c30312\" href=\"\">Simple weld</a></li>\n  <li><a data-item-id=\"ee2fa588-af99-5602-a575-3e0bfd234c67\" href=\"\">Simple weld - LRFD</a>&nbsp;</li>\n  <li><a href=\"https://www.ideastatica.com/support-center/all?category=verification_example&amp;label=aisc\">and some more</a></li>\n</ul>\n<h3>Welds according to Eurocode</h3>\n<p>Fillet welds are checked according to EN 1993-1-8. In this case, the engineer's concern is the design resistance and weld utilization.&nbsp;</p>\n<p>The plastic redistribution in welds is used to automatically avoid the stress singularities in weld elements, to redistribute the stress further along the weld length.&nbsp;</p>\n<figure data-asset-id=\"6e157615-f2aa-4114-a7f9-b88331f68286\" data-image-id=\"6e157615-f2aa-4114-a7f9-b88331f68286\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a0f463d1-7875-431b-81ee-82ea9151b974/stress_in_weld.png\" data-asset-id=\"6e157615-f2aa-4114-a7f9-b88331f68286\" data-image-id=\"6e157615-f2aa-4114-a7f9-b88331f68286\" alt=\"\"></figure>\n<p>It is also important to be aware of the premise, the strength of butt welds is assumed the same as the base metal and is not checked.&nbsp;</p>\n<p>To read more about the <a data-item-id=\"df238e7d-f2f3-4b2a-beec-3b7e8f11651e\" href=\"\">weld check according to Eurocode</a>, our Theoretical background can be of help again.&nbsp;</p>\n<p><strong>Verifications of welded connections according to Eurocode</strong>:</p>\n<ul>\n  <li><a data-item-id=\"ebf3225a-7603-4d57-9370-040e27c3f66f\" href=\"\">Fillet weld in lap joint</a></li>\n  <li><a data-item-id=\"44fdfc71-52f9-459d-abb7-7fa4a9d7066d\" href=\"\">Fillet weld in fin plate joint</a></li>\n  <li><a data-item-id=\"104ffb3c-62ca-4dd9-8107-23b3fcc189e5\" href=\"\">Fillet weld in angle plate joint</a></li>\n  <li><a data-item-id=\"9452524f-95da-45b1-80ed-3494014278af\" href=\"\">Welded portal frame eaves moment connection</a></li>\n  <li><a href=\"https://www.ideastatica.com/support-center/search?q=weld&amp;category=verification_example&amp;label=eurocode\">and many more</a></li>\n</ul>\n<h3>Welds according to other codes</h3>\n<p>Most of you already know, IDEA Statica enables you to check steel connections according to eight national codes and standards so far. Except for the above-mentioned AISC and Eurocode, &nbsp;here is, how welds are treated by CBFEM &nbsp;in the remaining codes:&nbsp;</p>\n<ul>\n  <li><a data-item-id=\"cb00295b-bfcf-4c0f-8743-8532e311ca7b\" href=\"\">Weld check according to CISC (Canada)</a></li>\n  <li><a data-item-id=\"538b8bcb-f287-4259-b4e2-787c9792c367\" href=\"\">Weld check according to AS (Australia)</a> + <a data-item-id=\"0f650241-104b-4d76-acdc-d1c36de7aa20\" href=\"\">Weld detailing</a></li>\n  <li><a data-item-id=\"dad4f217-a192-41c1-bd71-6b540978346e\" href=\"\">Weld check according to SP (Russia)</a> + <a data-item-id=\"da3851cf-a0e4-4a56-a74e-92980edcb861\" href=\"\">Weld detailing</a></li>\n  <li><a data-item-id=\"0e848bd9-17f2-4448-83de-33c5b19bbde8\" href=\"\">Weld check according to GB (China)</a> + <a data-item-id=\"d3ac46ce-2b78-4cec-b1b5-ca4ef2fb51e7\" href=\"\">Weld detailing</a></li>\n  <li><a data-item-id=\"e301fcc8-cc43-42a4-8480-8a72357cd91f\" href=\"\">Weld check according to HKG (Hong Kong)</a> + <a data-item-id=\"749477a9-b9d6-4808-913c-21603f384d8e\" href=\"\">Weld detailing</a></li>\n  <li><a data-item-id=\"5d152fe4-3e0b-4905-b4d2-56dd1e255416\" href=\"\">Weld check according to IS (India)</a> + <a data-item-id=\"3a55bcb9-6742-4915-b914-65903449fa9d\" href=\"\">Weld detailing</a></li>\n</ul>\n<h2>Weld transmission in BIM links</h2>\n<p>When modeling a steel connection in CAD software with IDEA StatiCa BIM links, there used to be a few weak spots when it came to welds. The new IDEA StatiCa version 20.1, released in October 2020, brought several improvements to ease the engineer's life and speed up the design process.&nbsp;</p>\n<h3>Export of recommended welds</h3>\n<p>Sometimes, during the modeling process in CAD software, a few welds might be omitted or not imported correctly. For such situations, there is now an option to add recommended welds. When you choose this option, a check for potentially missing welds is performed. Such welds are then added and imported along with the rest of the components.&nbsp;</p>\n<figure data-asset-id=\"66cc6cf4-0454-4973-80d1-c036df7af58d\" data-image-id=\"66cc6cf4-0454-4973-80d1-c036df7af58d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e38caf39-0947-4aff-be81-7d3eb57ada99/Screenshot%202020-10-05%20122254.png\" data-asset-id=\"66cc6cf4-0454-4973-80d1-c036df7af58d\" data-image-id=\"66cc6cf4-0454-4973-80d1-c036df7af58d\" alt=\"Export of recommended welds\"></figure>\n<h3>Missing weld check</h3>\n<p>To avoid <a data-item-id=\"9831da0e-b8f1-415e-9654-03ffa0408086\" href=\"\">singularity on your connection</a>, once the connection is transferred to IDEA StatiCa, it is good to check if there are not any missing welds in the joint. For this purpose, we have added another useful tool to automatically help the user to find non-welded parts of the connection. This feature identifies and lists all the relevant plates and plate edges and allows the missing welds to be added.</p>\n<p>You can enter this functionality by the right-mouse click on Operations in the tree of entities on the right side of the scene.</p>\n<figure data-asset-id=\"450a4d6a-d571-4297-a195-63e33fdd30bc\" data-image-id=\"450a4d6a-d571-4297-a195-63e33fdd30bc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/12b10280-2125-44a3-b60e-6031f87a3e03/Missing%20welds.png\" data-asset-id=\"450a4d6a-d571-4297-a195-63e33fdd30bc\" data-image-id=\"450a4d6a-d571-4297-a195-63e33fdd30bc\" alt=\"Check of missing welds\"></figure>\n<h2>Summary</h2>\n<p>Connection design in IDEA StatiCa contains a verified CBFEM&nbsp;model of welds that allows code checks, realistic stress redistribution, and connecting plates with meshes of different densities. The validity of results is shown on a set of examples for each design code. The finite element model is being generated automatically, which is a great advantage to general FEM programs. Recently, several improvements were added to speed up the connection import process from CAD software.</p>\n<p>Welds are a great way to assemble steel connections but engineers need an accurate and fast tool for their design and code-check. That is why to use IDEA StatiCa in your projects.&nbsp;</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n2a3bd364_53ec_01d9_4480_103be7b196bf\"></object>\n<p>If you want to improve your connection design skills, why not try our <a data-item-id=\"3e6d7716-0c0c-4aa5-b3f1-bbc0bededcbc\" href=\"\">IDEA StatiCa Campus</a> online training?</p>"
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                                                                                    "value": "<h2>Theoretical Background</h2>\n<p>Read the essential information about the weld model in our Theoretical Background. The general part describes the computational model itself:</p>\n<p><a href=\"https://www.ideastatica.com/support-center/general-theoretical-background#Welded_connections_analysis\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">Theoretical Background: Welded connections analysis</a></p>\n<figure data-asset-id=\"455c8fb8-27c8-4c3e-ab28-341376c03fa3\" data-image-id=\"455c8fb8-27c8-4c3e-ab28-341376c03fa3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a62801a2-1d6a-4743-8627-e232e90e69d9/Structural%20design%20of%20a%20steel%20connection%20-%20Plate%20model%20and%20mesh%20convergence%201200%20x%20630.png\" data-asset-id=\"455c8fb8-27c8-4c3e-ab28-341376c03fa3\" data-image-id=\"455c8fb8-27c8-4c3e-ab28-341376c03fa3\" alt=\"IDEA StatiCa Connection theoretical background for the advanced structural design of steel connections.  Description of weld finite element. Structural design of welded connection.\"></figure>\n<p>Specific parts of the Theoretical Background for each of the supported national standards:</p>\n<ul>\n  <li><a data-item-id=\"df238e7d-f2f3-4b2a-beec-3b7e8f11651e\" href=\"\">Code-check of welds (EN)</a></li>\n  <li><a data-item-id=\"6a4c43f3-4910-44fa-9a88-a9f70967f647\" href=\"\">Code-check of welds (AISC)</a></li>\n  <li><a data-item-id=\"cb00295b-bfcf-4c0f-8743-8532e311ca7b\" href=\"\">Code-check of welds (CISC)</a></li>\n  <li><a data-item-id=\"538b8bcb-f287-4259-b4e2-787c9792c367\" href=\"\">Code-check of welds (AS)</a></li>\n  <li><a data-item-id=\"5d152fe4-3e0b-4905-b4d2-56dd1e255416\" href=\"\">Code-check of welds (IS)</a></li>\n  <li><a data-item-id=\"e301fcc8-cc43-42a4-8480-8a72357cd91f\" href=\"\">Code-check of welds (HKG)</a></li>\n  <li><a data-item-id=\"0e848bd9-17f2-4448-83de-33c5b19bbde8\" href=\"\">Code-check of welds (GB)</a></li>\n  <li><a data-item-id=\"dad4f217-a192-41c1-bd71-6b540978346e\" href=\"\">Code-check of welds (SP)</a></li>\n</ul>\n<p>You can find a clear demo of how the stress develops during the loading as well as the distribution of the stress along the long welds is discussed in the <a data-item-id=\"1bfd3251-61f8-5fec-b5a4-08d1a6fe5b5f\" href=\"\">How are welds modeled in IDEA StatiCa</a> article.</p>\n<figure data-asset-id=\"8c940183-360c-484a-ab14-dcfdcfbbd29b\" data-image-id=\"8c940183-360c-484a-ab14-dcfdcfbbd29b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9e3dc390-df9d-4ee5-a959-7c4cfa9aca3b/welds_distr.png\" data-asset-id=\"8c940183-360c-484a-ab14-dcfdcfbbd29b\" data-image-id=\"8c940183-360c-484a-ab14-dcfdcfbbd29b\" alt=\"\"></figure>\n<p>Also, the welds and welded connections are discussed in our blog post articles <a data-item-id=\"de840e15-4e8e-4a27-8715-b8f27e643682\" href=\"\">Welded steel connections – to worry or not to worry?</a> and <a data-item-id=\"3caa8db0-05d2-4ae4-9175-763a14f01252\" href=\"\">Reduce weld costs by enhanced fabrication</a> (where a combination of the load transfer through a weld and contact in compression is discussed).</p>\n<figure data-asset-id=\"eb79d5c6-d879-4afb-a5c1-5df03982810a\" data-image-id=\"eb79d5c6-d879-4afb-a5c1-5df03982810a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2a16ecdf-f660-47b6-bb32-9b9aeecf3314/6.png\" data-asset-id=\"eb79d5c6-d879-4afb-a5c1-5df03982810a\" data-image-id=\"eb79d5c6-d879-4afb-a5c1-5df03982810a\" alt=\"\"></figure>\n<h2>Weld size and length</h2>\n<p>There are different ways how the size of the weld is defined, depending on the region. Read the <a data-item-id=\"8af403c6-c098-56ce-96ee-3daaeaf4639e\" href=\"\">Weld size and length</a> article to find out, how IDEA StatiCa defines the weld size or in case you need to know the exact length of the weld:</p>\n<figure data-asset-id=\"291e03d6-32ca-40af-903f-3620de689301\" data-image-id=\"291e03d6-32ca-40af-903f-3620de689301\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/67cc32f0-0506-4cdf-9637-0bc86dfefa54/Weld%20size.png\" data-asset-id=\"291e03d6-32ca-40af-903f-3620de689301\" data-image-id=\"291e03d6-32ca-40af-903f-3620de689301\" alt=\"Weld size and length\"></figure>\n<h2>Verifications</h2>\n<p>In our Support Center, you can find many verification studies describing the performance of different welded connection models as well as comparisons to laboratory tests.</p>\n<p><a href=\"https://www.ideastatica.com/support-center/search?category=verification_example&amp;q=weld\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">Verification studies on models with welds</a></p>\n<figure data-asset-id=\"5acc5b19-3a08-4b30-8dca-6793bcfd19a7\" data-image-id=\"5acc5b19-3a08-4b30-8dca-6793bcfd19a7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/47ea3d3f-dff3-49c7-8e5f-5abab34e343d/04-1-fig7.png\" data-asset-id=\"5acc5b19-3a08-4b30-8dca-6793bcfd19a7\" data-image-id=\"5acc5b19-3a08-4b30-8dca-6793bcfd19a7\" alt=\"Fillet weld\"></figure>\n<h2>Updates in versions</h2>\n<p>The following features are part of our release notes of IDEA StatiCa and may be related to the welds. Read more about the features in the dedicated articles under the links:</p>\n<p><a data-item-id=\"c1adb56e-c715-4213-b637-bc94b8f84def\" href=\"\"><strong>Check of missing welds</strong></a><strong> </strong>(version 20.1)</p>\n<p>We have added another useful tool to automatically help the user to find non-welded parts of the connection: the utility to analyze a connection model for potentially missing welds.&nbsp;</p>\n<figure data-asset-id=\"450a4d6a-d571-4297-a195-63e33fdd30bc\" data-image-id=\"450a4d6a-d571-4297-a195-63e33fdd30bc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/12b10280-2125-44a3-b60e-6031f87a3e03/Missing%20welds.png\" data-asset-id=\"450a4d6a-d571-4297-a195-63e33fdd30bc\" data-image-id=\"450a4d6a-d571-4297-a195-63e33fdd30bc\" alt=\"Check of missing welds\"></figure>\n<p><a data-item-id=\"d38299a4-0ea1-44c0-bf31-c2b61ad0d63b\" href=\"\"><strong>Import of recommended welds</strong></a> (version 20.1)</p>\n<p>When importing a connection from CAD software, there is now an option to add recommended welds.&nbsp;</p>\n<figure data-asset-id=\"66cc6cf4-0454-4973-80d1-c036df7af58d\" data-image-id=\"66cc6cf4-0454-4973-80d1-c036df7af58d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e38caf39-0947-4aff-be81-7d3eb57ada99/Screenshot%202020-10-05%20122254.png\" data-asset-id=\"66cc6cf4-0454-4973-80d1-c036df7af58d\" data-image-id=\"66cc6cf4-0454-4973-80d1-c036df7af58d\" alt=\"Export of recommended welds\"></figure>\n<p><a data-item-id=\"040fcb75-d544-4d75-bc49-182d150177d7\" href=\"\"><strong>Upgraded model of butt welds</strong></a> (version 20.1)</p>\n<p>The size of butt welds was corrected for edge-to-surface butt welds.&nbsp;</p>\n<figure data-asset-id=\"401d916b-5fa2-4561-9051-9a6544652cea\" data-image-id=\"401d916b-5fa2-4561-9051-9a6544652cea\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/20b7b61e-2508-4f74-9c1e-355619627e82/Butt%20welds%20upgraded%20model.png\" data-asset-id=\"401d916b-5fa2-4561-9051-9a6544652cea\" data-image-id=\"401d916b-5fa2-4561-9051-9a6544652cea\" alt=\"Butt welds upgraded model\"></figure>\n<p><a data-item-id=\"6a1966e1-7905-4ced-a002-c8f568072d4c\" href=\"\"><strong>Weld checks specifics as per Eurocode (EN) and Indian Standard (IS)</strong></a><strong> </strong>(version 21.1)</p>\n<p>To comply with the standards and to provide safety of the design, the strength value considered in the code check of welds is newly calculated from the strength value of the parent steel for EN and IS standards and the weld material itself.</p>\n<figure data-asset-id=\"5062c6bd-0e2b-4f50-817b-0540cb5d686d\" data-image-id=\"5062c6bd-0e2b-4f50-817b-0540cb5d686d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/59c4504e-b3b9-4dc2-8b14-4f121a23e1c3/Welds1.png\" data-asset-id=\"5062c6bd-0e2b-4f50-817b-0540cb5d686d\" data-image-id=\"5062c6bd-0e2b-4f50-817b-0540cb5d686d\" alt=\"Weld checks specifics as per Eurocode (EN) and Indian Standard (IS)\"></figure>\n<p><a data-item-id=\"ddfe7eda-4125-461a-b0f1-90de133d5cc6\" href=\"\"><strong>Combining weld and contact operations</strong></a><strong>&nbsp;</strong>(version 22.1)</p>\n<p>Since version 22.1, the weld and contact operations can be combined.</p>\n<figure data-asset-id=\"e5be481f-5e66-43a8-8573-fdbc4d74a541\" data-image-id=\"e5be481f-5e66-43a8-8573-fdbc4d74a541\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4dd4d3e4-77f0-4c14-9801-e9183f26cca6/WaC.png\" data-asset-id=\"e5be481f-5e66-43a8-8573-fdbc4d74a541\" data-image-id=\"e5be481f-5e66-43a8-8573-fdbc4d74a541\" alt=\"\"></figure>\n<p><a data-item-id=\"102a323e-f663-4c3a-8a1e-1c95edec23c6\" href=\"\"><strong>Plate and weld clash check</strong></a><strong>&nbsp;</strong>(version 22.1)</p>\n<p>Plates, and parts of the model can be positioned in a way that collides with the other plates and members.&nbsp;</p>\n<figure data-asset-id=\"b2f8fc0a-893b-4d9a-8648-092ef3a5e88b\" data-image-id=\"b2f8fc0a-893b-4d9a-8648-092ef3a5e88b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d631a548-e7ca-4f84-a3c1-5c0207280cc0/clash3.png\" data-asset-id=\"b2f8fc0a-893b-4d9a-8648-092ef3a5e88b\" data-image-id=\"b2f8fc0a-893b-4d9a-8648-092ef3a5e88b\" alt=\"Plate clash warning\"></figure>\n<p><a data-item-id=\"d0b2eca2-e40d-4ac8-bf4e-d2d0f8e09fbf\" href=\"\"><strong>Check welds of welded sections</strong></a><strong> </strong>(version 23.0)</p>\n<p>IDEA StatiCa can check the longitudinal welds of members with welded cross-sections now.</p>\n<figure data-asset-id=\"388ba76a-be74-4fed-b0bb-9d7000ba1cad\" data-image-id=\"388ba76a-be74-4fed-b0bb-9d7000ba1cad\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b60903c8-dc26-4604-bc81-96d35d003afb/Welded-sections%200.png\" data-asset-id=\"388ba76a-be74-4fed-b0bb-9d7000ba1cad\" data-image-id=\"388ba76a-be74-4fed-b0bb-9d7000ba1cad\" alt=\"Check welds of welded sections\"></figure>\n<p><a data-item-id=\"b4706514-8348-4710-918e-fd6b6e80c5f5\" href=\"\"><strong>Improved weld check visualization</strong></a>&nbsp;(version 23.0)</p>\n<p>Weld checking using a finite element method differs from traditional design calculations. In traditional calculations, small eccentricities, deformations, torsions, Poisson coefficient, etc. may be neglected.</p>\n<figure data-asset-id=\"8f86157e-4555-4525-aff0-fb388b0d718f\" data-image-id=\"8f86157e-4555-4525-aff0-fb388b0d718f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/172ca452-c56d-40ca-afc4-9dc406734d70/weldchecktable.png\" data-asset-id=\"8f86157e-4555-4525-aff0-fb388b0d718f\" data-image-id=\"8f86157e-4555-4525-aff0-fb388b0d718f\" alt=\"Weld check table\"></figure>\n<p><a data-item-id=\"5f4c7d1f-5145-4fa0-a9bf-535808187857\" href=\"\"><strong>Detailing improvements for bolts and welds in Eurocode</strong></a>&nbsp;(version 23.0)</p>\n<p>The Detailing check in IDEA StatiCa Connection is improved. Engineers may have a better overview of the design and code-check of bolts and welds thanks to thorough information and recommendations according to Eurocode provided in Check tables as well as in the Report.</p>\n<figure data-asset-id=\"6dca1495-d3ba-4128-84fc-1b5d279d3440\" data-image-id=\"6dca1495-d3ba-4128-84fc-1b5d279d3440\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9e0a6490-1e33-44fa-ab30-1247a201de0f/Detailing%20improvements_main%20image.png\" data-asset-id=\"6dca1495-d3ba-4128-84fc-1b5d279d3440\" data-image-id=\"6dca1495-d3ba-4128-84fc-1b5d279d3440\" alt=\"Detailing improvements for bolts and welds in Eurocode\"></figure>\n<p><a data-item-id=\"b4706514-8348-4710-918e-fd6b6e80c5f5\" href=\"\"><strong>User-defined welding electrodes</strong></a>&nbsp;(version 23.1)</p>\n<p>Weld material is an editable item in the&nbsp;<a data-item-id=\"898f72ce-7360-54a8-95b1-9b26a8d16346\" href=\"\">MPRL (Material and Product Range Library)</a>. This means you can define the welding electrodes independently on a steel grade of connected plates.</p>\n<p>To add a user-defined welding material, go to the tab&nbsp;<strong>Materials</strong>, add a&nbsp;<strong>Weld&nbsp;</strong>material, and&nbsp;<strong>Edit</strong>&nbsp;its properties.</p>\n<figure data-asset-id=\"552c02a6-a54a-4149-83e2-d0c17d78561f\" data-image-id=\"552c02a6-a54a-4149-83e2-d0c17d78561f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/13eae981-ca17-401d-b1c8-7da0416d207e/Welds%20-%20autodesign%2C%20input%2C%20warnings%2C%20visualization1.png\" data-asset-id=\"552c02a6-a54a-4149-83e2-d0c17d78561f\" data-image-id=\"552c02a6-a54a-4149-83e2-d0c17d78561f\" alt=\"\"></figure>\n<p><a data-item-id=\"b4706514-8348-4710-918e-fd6b6e80c5f5\" href=\"\"><strong>General weld highlighted in the 3D scene</strong></a>&nbsp;(version 23.1)</p>\n<p>There is a simple improvement in the 3D scene of the Connection app for better orientation, especially in bigger connection models imported via BIM links from CAD applications.</p>\n<p>When a <strong>General weld or contact operation</strong> is selected, the weld in the 3D scene is highlighted in orange (by default).</p>\n<figure data-asset-id=\"c1e8146a-47c2-4147-9c75-5ae4e738622d\" data-image-id=\"c1e8146a-47c2-4147-9c75-5ae4e738622d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ae2aa532-e36b-4125-a8b6-80015ebb8df3/Welds%20-%20autodesign%2C%20input%2C%20warnings%2C%20visualization10.png\" data-asset-id=\"c1e8146a-47c2-4147-9c75-5ae4e738622d\" data-image-id=\"c1e8146a-47c2-4147-9c75-5ae4e738622d\" alt=\"\"></figure>\n<p><a data-item-id=\"b4706514-8348-4710-918e-fd6b6e80c5f5\" href=\"\"><strong>Warning for electrodes stronger than plates</strong></a>&nbsp;(version 23.1)</p>\n<p>When the <a data-item-id=\"5f4c7d1f-5145-4fa0-a9bf-535808187857\" href=\"\"><strong>Detailing</strong> <strong>check</strong></a><strong> </strong>is activated in the <strong>Code setup</strong> of the Connection app, users get a warning if a welding electrode material is stronger than the welded plates. This helps to ensure design safety standards.</p>\n<p>This applies to Eurocode (EN) and Indian standard (IS), which contain clauses defining that weld strength is determined by the smaller ultimate strength of connected plates and requirements that the added material of welding electrodes must be stronger than the parent material (EN 1993-1-8 – 4.5.3.2 and IS 800:2007 - 10.5.7.1.1).</p>\n<figure data-asset-id=\"bab985b6-6e6b-48eb-bff9-63acd1d8f859\" data-image-id=\"bab985b6-6e6b-48eb-bff9-63acd1d8f859\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e467c86d-22ea-47de-b048-7c2265a63cda/Welds%20-%20autodesign%2C%20input%2C%20warnings%2C%20visualization11.png\" data-asset-id=\"bab985b6-6e6b-48eb-bff9-63acd1d8f859\" data-image-id=\"bab985b6-6e6b-48eb-bff9-63acd1d8f859\" alt=\"\"></figure>\n<p><a data-item-id=\"139d124d-d3e0-463d-979a-86ae271d3e81\" href=\"\"><strong>Warnings for welds and bolts connecting the same plates</strong></a>&nbsp;(version 23.1)</p>\n<p>Connection design combining welds and bolts or bolts and preloaded bolts is unsafe and not allowed by codes. The Connection application automatically informs you if such a workflow is used in a project to ensure proper, safe design.</p>\n<figure data-asset-id=\"1cbe1a11-db46-4da7-ab2b-2f541984db0a\" data-image-id=\"1cbe1a11-db46-4da7-ab2b-2f541984db0a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f7b68cff-d260-4f8a-8ab2-048893e63b39/Bolts%20and%20welds_warning%20message.png\" data-asset-id=\"1cbe1a11-db46-4da7-ab2b-2f541984db0a\" data-image-id=\"1cbe1a11-db46-4da7-ab2b-2f541984db0a\" alt=\"\"></figure>\n<p><a data-item-id=\"0248496a-4acc-4b33-8842-4afe0bd9e802\" href=\"\"><strong>Autodesign of welds to ductility/full-strength/overstrength</strong></a>&nbsp;(version 24.0)</p>\n<p>Automatic weld sizing removes the tedious and time-consuming manual input and check of each weld. With the automating algorithm, IDEA StatiCa provides faster modeling and absolutely safe design of welded connections.</p>\n<figure data-asset-id=\"69d70cd1-f9f7-47d5-8b4d-8226620d5ec9\" data-image-id=\"69d70cd1-f9f7-47d5-8b4d-8226620d5ec9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/202ed4a2-278b-466c-b2d2-47023adfa727/Weld%20sizing%20to%20ductility1.png\" data-asset-id=\"69d70cd1-f9f7-47d5-8b4d-8226620d5ec9\" data-image-id=\"69d70cd1-f9f7-47d5-8b4d-8226620d5ec9\" alt=\"Weld sizing to ductility\"></figure>\n<p><a data-item-id=\"b5fdc985-c8bd-41af-abf8-d6722fc84d43\" href=\"\"><strong>Automatic weld sizing to capacity estimation</strong></a>&nbsp;(version 24.0)</p>\n<p>Automatic weld sizing addresses the challenge of manually adjusting each weld size, which is both tedious and time-consuming. By automating this, IDEA StatiCa significantly helps you speed up the design process and fosters more consistent weld designs across projects.</p>\n<figure data-asset-id=\"0b97f49e-f205-43ee-b5de-00b203e18a3a\" data-image-id=\"0b97f49e-f205-43ee-b5de-00b203e18a3a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/139beb9e-2e4e-4581-8a6b-e076578371d0/Weld%20sizing%20to%20capacity%20estimation1.png\" data-asset-id=\"0b97f49e-f205-43ee-b5de-00b203e18a3a\" data-image-id=\"0b97f49e-f205-43ee-b5de-00b203e18a3a\" alt=\"Weld sizing to capacity estimation\"></figure>\n<p><a data-item-id=\"d65d8320-3860-4fbc-984c-a73163766798\" href=\"\"><strong>Partial Joint Penetration (PJP) groove welds</strong></a><strong> </strong>(version 24.0, 24.1, 25.0)</p>\n<p>The integration of partial joint penetration groove welds, or partial joint penetration butt welds, or simply PJP welds in IDEA StatiCa Connection addresses the specific requirements set for PJP butt welds, distinct from those for fillet welds.</p>\n<figure data-asset-id=\"d6fde932-e78a-4406-835a-8ff0ea82666c\" data-image-id=\"d6fde932-e78a-4406-835a-8ff0ea82666c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d8a95f95-4aa5-4b9e-9b51-d58130c4afab/Partial%20Joint%20Penetration%20%28PJP%29%20groove%20weld.png\" data-asset-id=\"d6fde932-e78a-4406-835a-8ff0ea82666c\" data-image-id=\"d6fde932-e78a-4406-835a-8ff0ea82666c\" alt=\"Partial Joint Penetration (PJP) groove weld\"></figure>\n<p>The size of a partial penetration weld is taken into analysis with the same value as inputted. IDEA StatiCa applies no adjustments, such as reduction of the nominal weld size - this is on the user side before the input.</p>\n<figure data-asset-id=\"4a731e96-e34c-4966-ad18-956f693bdf7d\" data-image-id=\"4a731e96-e34c-4966-ad18-956f693bdf7d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1dd7c48e-f81a-4570-a239-8aa1a096c24d/Partial%20Joint%20Penetration%20%28PJP%29%20groove%20welds%2018.png\" data-asset-id=\"4a731e96-e34c-4966-ad18-956f693bdf7d\" data-image-id=\"4a731e96-e34c-4966-ad18-956f693bdf7d\" alt=\"\"></figure>\n<p><strong>Warnings related to weld elements (version 24.1)</strong></p>\n<p>There are two types of warnings embedded:</p>\n<ul>\n  <li>'Weld type changed to Butt weld due to edge-to-edge connection' (change of weld type caused by modeling action)</li>\n  <li>'Weld was not created due to geometry restrictions' (covering situations when inaccuracies in geometry cause unsuccessful weld creation)</li>\n</ul>\n<p><a data-item-id=\"b69964d5-581d-4184-bddd-80b58f80a902\" href=\"\"><strong>Regional improvements (version 25.0)</strong></a></p>\n<p>For local engineers, version 25.0 offers several improvements like PJP welds in Eurocode, implementation of the new ACI and not just for US engineers, anchoring checks for Chinese standard, differentiation of UK and US terminology, and more.</p>\n<p><a data-item-id=\"39838f72-2f1e-4385-9393-952efa63dc20\" href=\"\"><strong>Weld spreading area (version 25.0)</strong></a></p>\n<p>The weld spreading area is slightly changed in version 25.0. In the following article, it is clearly explained how the distribution of forces works from one plate to another through welds now.</p>\n<p>The weld spreading area differs greatly between butt welds and fillet welds. The spreading area from the plate edge to another plate surface is defined according to the following figure:</p>\n<figure data-asset-id=\"c98458a8-ce28-4e04-b397-4caa3bbe7d66\" data-image-id=\"c98458a8-ce28-4e04-b397-4caa3bbe7d66\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c15a1435-db8f-4d2a-84e1-51a0e516a84b/Weld%20spreading%20area%20v25.png\" data-asset-id=\"c98458a8-ce28-4e04-b397-4caa3bbe7d66\" data-image-id=\"c98458a8-ce28-4e04-b397-4caa3bbe7d66\" alt=\"\"></figure>\n<p>The force coming from the edge plate is then distributed into the nodes of the surface plate based on the vicinity of the node to the weld spreading area.</p>\n<figure data-asset-id=\"99fa11e5-36be-46c2-9621-b7f333b81639\" data-image-id=\"99fa11e5-36be-46c2-9621-b7f333b81639\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7ab584c9-fd6e-4489-969d-fd851e41008e/Weld%20spreading%20area%20-%20nodal%20forces.png\" data-asset-id=\"99fa11e5-36be-46c2-9621-b7f333b81639\" data-image-id=\"99fa11e5-36be-46c2-9621-b7f333b81639\" alt=\"\"></figure>\n<p>What does the change in version 25.0 entail?</p>\n<ul>\n  <li>The spreading area was decreased for butt welds</li>\n  <li>The spreading area of fillet welds now more accurately reflects the fillet weld size</li>\n  <li>The thickness of the surface plate is now irrelevant for the weld spreading area</li>\n</ul>\n<p>Why were the changes made?</p>\n<ul>\n  <li>Recently, we ran a <a data-item-id=\"7f29d59b-f37a-45fe-abf2-4bc19bc48be4\" href=\"\">joint project</a> with <a href=\"https://www.uc.pt/en/\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">University of Coimbra</a> and <a href=\"https://isise.net/\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">ISISE</a>. The project goal was to create a series of numerical models in <a href=\"https://www.3ds.com/products/simulia/abaqus\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">Abaqus</a> (general finite element software package with solid finite elements) and compare the results to IDEA StatiCa Connection (shell finite elements). The focus is on welded beam-to-column moment connections. The comparison shows that:\n    <ul>\n      <li>The results of rolled columns without a significant compressive force in the column are in good agreement&nbsp;</li>\n      <li>The results of butt-welded columns are slightly unconservative (by 5.8 %). This is why this change – reduction of weld spreading area for butt welds – is made.</li>\n    </ul>\n  </li>\n</ul>\n<figure data-asset-id=\"5de940cd-26fb-4fb3-893d-5ed36e92b164\" data-image-id=\"5de940cd-26fb-4fb3-893d-5ed36e92b164\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/577d9983-9802-49ac-b805-f267c33c2280/AbaqusCoimbra.png\" data-asset-id=\"5de940cd-26fb-4fb3-893d-5ed36e92b164\" data-image-id=\"5de940cd-26fb-4fb3-893d-5ed36e92b164\" alt=\"\"></figure>\n<figure data-asset-id=\"39492685-bd8a-4093-b540-660750c99c2f\" data-image-id=\"39492685-bd8a-4093-b540-660750c99c2f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/66a85600-5ee6-4108-8dc2-36a915e7e09f/Contemplated%20geometries.png\" data-asset-id=\"39492685-bd8a-4093-b540-660750c99c2f\" data-image-id=\"39492685-bd8a-4093-b540-660750c99c2f\" alt=\"\"></figure>\n<h2>Webinars and videos</h2>\n<p>In the past, we have held several webinars on the modeling of welded connections. You can find inspiration in the following recordings:</p>\n<h4>Welds &amp; Bolts in IDEA StatiCa (AISC)</h4>\n<p>The <a data-item-id=\"b8ee28ec-bc18-4a92-8c48-5e922b160899\" href=\"\">webinar session</a> covers the theory behind bolts and welds and how they are modeled in IDEA StatiCa. Also, the operations of these two components will be detailed and some tips. Finally, the interpretation of the results will be explained and the formulas used to check that they meet AISC requirements.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n638c5345_fccd_016e_9e22_78511c4aee78\"></object>\n<h4>Understanding the weld results for Eurocode</h4>\n<p>The detailed table with results can be seen in all formulas, even with values. Directional stresses are provided too. The utilization of the weld is eminent. But overall utilization Utc is calculated from the capacity of the whole weld. Check how it’s working.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"db27997f_5f2c_0190_f326_366390069bd6\"></object>\n<h4>Can we find a match in weld stress to my hand calculations?</h4>\n<p>The stress in a weld is calculated in the main directions according to the EC and the results are provided in the results tabs. Though the analysis in IDEA StatiCa Connection is based on CBFEM, in simple cases, the stress can be compared to hand calculations to verify the resulting values.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n63023176_3295_0199_0aee_b79c4f0acd2d\"></object>\n<h4>Setting fillet welds along with an SHS web and a plate surface</h4>\n<p>Hollow sections and mainly the curved corners of their cross-sections are sometimes tricky to deal with regarding welding etc. See how to properly set a simple fillet weld on both sides of an SHS member, along with its corners that have to be connected to a surface of a plate.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n7dd0835d_34ec_0188_3513_fe397f6f40a8\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n05147820_d01e_015e_f3ca_579309c85ef7\"></object>"
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                                                                                    "value": "<h3>Bolts</h3>\n<p>In the Component-Based Finite Element Method (CBFEM), the bolt with its behavior in tension, shear, and bearing is the component described by the dependent nonlinear springs. Bolt assembly consists of bolt, washer, and nut and is simulated by a nonlinear spring, rigid body elements and gap elements.</p>\n<h4>Bolt in tension</h4>\n<p>The bolt in tension is described by spring with its initial axial stiffness, design resistance, initialization of yielding, and deformation capacity. The initial axial stiffness is derived analytically in the guideline VDI2230 and in Agerskov (1976).</p>\n<p>\\[D_{Lb} =\\frac{L_s+0.4d_b}{EA_{s}}+ \\frac{0.85d_b}{EA_{t}}\\]</p>\n<p>\\[A_{pp}=\\frac{0.75D_H(L_w-D_H)}{D_{W1}^2-D_{W2}^2}\\]</p>\n<p>\\[A_{P1}=\\frac{\\pi}{4}(D_H^2-D_{W1}^2)\\]</p>\n<p>\\[A_{P2}=\\frac{1}{2}(D_{W2}^2-D_H^2)\\tan^{-1}A_{pp}\\]</p>\n<p>\\[A_P=A_{P1}+A_{P2}\\]</p>\n<p>\\[D_{LW}=\\frac{L_W}{EA_P}\\]</p>\n<p>\\[k=\\frac{1}{D_{LB}+D_{LW}}\\]</p>\n<p>where:</p>\n<ul>\n  <li>\\(d_b\\) – bolt diameter</li>\n  <li>\\(D_H\\) – bolt head diameter</li>\n  <li>\\(D_{W1}\\) – washer inner diameter</li>\n  <li>\\(D_{W2}\\) – washer outer diameter</li>\n  <li>\\(L_W\\) – sum of washer thicknesses</li>\n  <li>\\(L_s\\) – bolt grip length</li>\n  <li>\\(A_{s}\\) – bolt gross area</li>\n  <li>\\(A_{t}\\) – bolt tensile stress area</li>\n  <li>\\(E\\) – Young's modulus of elasticity</li>\n</ul>\n<p>The model corresponds to experimental data; see Gödrich et al. (2014). For the initialization of yielding and deformation capacity, it is assumed that plastic deformation occurs in the threaded part of the bolt shank only.</p>\n<figure data-asset-id=\"acc623fd-ee60-4959-8227-ec855f72a150\" data-image-id=\"acc623fd-ee60-4959-8227-ec855f72a150\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6984c02e-b380-4b92-aca1-9712291cf94b/Structural%20design%20of%20a%20steel%20connection%20-%20Bolts%20and%20preloaded%20bolts.png\" data-asset-id=\"acc623fd-ee60-4959-8227-ec855f72a150\" data-image-id=\"acc623fd-ee60-4959-8227-ec855f72a150\" alt=\"IDEA StatiCa Connection theoretical background for the structural design of steel connections. Bolts and preloaded bolts, shear resistance, and behavior in tensile-shear interaction. Structural design of welded and bolted connections.\"></figure>\n<p><em>Force-deformation diagram for the bearing of the plate</em></p>\n<p>The force-deformation diagram is constructed using the following equations:</p>\n<p>Plastic stiffness:</p>\n<p>\\[ k_t = c_1 k \\]</p>\n<p>Force at the elastic limit:</p>\n<p>\\[ F_{t,el} = \\frac{F_{t,Rd}}{c_1 c_2 - c_1 +1} \\]</p>\n<p>Deformation at elastic limit:</p>\n<p>\\[ u_{el} = \\frac{ F_{t,el} }{k} \\]</p>\n<p>Deformation at plastic limit:</p>\n<p>\\[ u_{t,Rd} = c_2 u_{el} \\]</p>\n<p>\\[ c_1 = \\frac{f_{ub} - f_{yb}}{\\frac{1}{4} A E - f_{yb}} \\]</p>\n<p>\\[ c_2 = \\frac{AE}{4 f_{yb}} \\]</p>\n<p>where:</p>\n<ul>\n  <li>\\(F_{t,Rd}\\) – bolt design resistance in tension</li>\n  <li>\\(f_{yb}\\) – bolt yield strength</li>\n  <li>\\(f_{ub}\\) – bolt ultimate strength</li>\n  <li>\\(A\\) – elongation after fracture</li>\n</ul>\n<h4>Bolt in shear</h4>\n<p>Only the compression force is transferred from the bolt shank to the plate in the bolt hole. It is modeled by interpolation links between the shank nodes and holes edge nodes. The deformation stiffness of the shell element modeling the plates distributes the forces between the bolts and simulates the adequate bearing of the plate.</p>\n<p>Bolt holes are considered as standard (default) or slotted (can be set in plate editor). Bolts in standard holes can transfer shear force in all directions, bolts in slotted holes have one direction excluded and can move in this selected direction freely.</p>\n<p>The initial stiffness and the design resistance of a bolt in shear is defined by following formulas:</p>\n<p>\\[k_{el}=\\frac{1}{\\frac{1}{k_{11}}+\\frac{1}{k_{12}}}\\]</p>\n<p>\\[k_{11} = \\frac{8d_b^2f_{ub}}{d_{M16}}\\]</p>\n<p>\\[k_{12}=12k_td_bf_{up}\\]</p>\n<p>\\[k_t=\\min \\left ( 2.5,\\, \\frac{1.5t_{min}}{d_{M16}} \\right ) \\]</p>\n<p>\\[k_{pl}=\\frac{k_{el}}{1000}\\]</p>\n<p>where:</p>\n<ul>\n  <li>\\(d_b\\) – bolt diameter</li>\n  <li>\\(f_{ub}\\) – bolt ultimate strength</li>\n  <li>\\(d_{M16}=16 \\textrm{ mm}\\) – diameter of the reference bolt M16</li>\n  <li>\\(f_{up}\\) – ultimate strength of the connected plate</li>\n  <li>\\(t_{min}\\) – minimum thickness of the connected plate&nbsp;</li>\n</ul>\n<p>The spring representing the bolt in shear has bi-linear force deformation behavior. Initialization of yielding is expected at:</p>\n<p>\\[F_{V,el}=0.999 F_{V,Rd}\\]</p>\n<p>Deformation capacity is considered as:</p>\n<p>\\[\\delta_{pl}=\\delta_{el}\\]</p>\n<p>where:</p>\n<ul>\n  <li>\\(F_{V,el}\\) – bolt in shear elastic resistance</li>\n  <li>\\(F_{V,Rd}\\) – bolt in shear resistance</li>\n  <li>\\(\\delta_{el}\\) – bolt in shear elastic deformation</li>\n</ul>\n<h4>Interaction between tension and shear</h4>\n<p>Interaction of the axial and the shear force can be introduced directly in the analysis model. The distribution of forces reflects the reality better (see enclosed diagram). Bolts with a high tensile force take less shear force and vice versa.</p>\n<figure data-asset-id=\"ee6f8f98-26d7-46f8-9051-4032b2a043c8\" data-image-id=\"ee6f8f98-26d7-46f8-9051-4032b2a043c8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8137accf-c8f2-4c63-8715-52ef53e2748f/EC-bolt_interaction.png\" data-asset-id=\"ee6f8f98-26d7-46f8-9051-4032b2a043c8\" data-image-id=\"ee6f8f98-26d7-46f8-9051-4032b2a043c8\" alt=\"\"></figure>\n<p><em>Example of the interaction of axial and shear force (EC)</em></p>\n<h3>Preloaded bolts</h3>\n<p>Preloaded bolts are used in cases when minimization of deformation is needed. The tension model of a bolt is the same as for standard bolts. The shear force is not transferred via bearing but via friction between gripped plates.</p>\n<p>The design slip resistance of a preloaded bolt is affected by an applied tensile force.</p>\n<p><a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">IDEA StatiCa Connection</a> checks the pre-slipping limit state of preloaded bolts. If there is a slipping effect, bolts do not satisfy the check. Then the post-slipping limit state should be checked as a standard bearing check of bolts where bolt holes are loaded in bearing and bolts in shear.</p>\n<p>The user can decide which limit state will be checked. Either it is resistance to major slip or post-slipping state in shear of bolts. Both checks on one bolt are not combined in one solution. It is assumed that the bolt has a standard behavior after a major slip and can be checked by the standard bearing procedure.</p>\n<p>The moment load of connection has a small influence on the shear capacity. Nevertheless, a friction check on each bolt simply is solved separately. This check is implemented in FEM component of the bolt. There is no information in a general way on whether the external tension load of each bolt is from the bending moment or from the tension load of the connection.</p>\n<figure data-asset-id=\"2bfd95f4-5286-4ebc-9b3d-8e0fd58a01d4\" data-image-id=\"2bfd95f4-5286-4ebc-9b3d-8e0fd58a01d4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/944820ec-480b-40ff-a171-0a4df2168b13/bolts_bearing.png\" data-asset-id=\"2bfd95f4-5286-4ebc-9b3d-8e0fd58a01d4\" data-image-id=\"2bfd95f4-5286-4ebc-9b3d-8e0fd58a01d4\" alt=\"\"></figure>\n<p><em>Stress distribution in standard shear bolt connection</em></p>\n<figure data-asset-id=\"cd47edfc-388b-4726-bf51-d1061e981840\" data-image-id=\"cd47edfc-388b-4726-bf51-d1061e981840\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ccb7c437-2a67-438e-978c-310f790b5abc/bolts_friction.png\" data-asset-id=\"cd47edfc-388b-4726-bf51-d1061e981840\" data-image-id=\"cd47edfc-388b-4726-bf51-d1061e981840\" alt=\"\"></figure>\n<p><em>Stress distribution in slip-resistant shear bolt connection</em></p>"
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                                                                                            "value": "<p>The anchor bolt is modeled with similar procedures as the structural bolts. The bolt is fixed on one side of the concrete block. Its length, <em>L</em><sub>b</sub>, used for bolt stiffness calculation, is taken as a sum of half of the nut thickness, washer thickness, <em>t</em><sub>w</sub>, base plate thickness, <em>t</em><sub>bp</sub>, grout or gap thickness, <em>t</em><sub>g</sub>, and free the length embedded in concrete which is expected as 8<em>d</em> where <em>d</em> is a bolt diameter. Factor 8 is editable in the Code setup. This value is in accordance with the Component Method (EN1993-1-8); the free length embedded in concrete can be modified in Code setup. The stiffness in tension is calculated as <em>k</em> = <em>E</em> <em>A</em><sub>s</sub> / <em>L</em><sub>b</sub>. The load-deformation diagram of the anchor bolt is shown in the following figure. The values according to ISO 898:2009 are summarized in the table and in the formulas below.</p>\n<figure data-asset-id=\"170f71ad-dae9-42f3-b349-cd42b4df4e08\" data-image-id=\"170f71ad-dae9-42f3-b349-cd42b4df4e08\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/10228509-19b1-4d24-993c-c16c2bbc1f1b/anchor_stiffness.png\" data-asset-id=\"170f71ad-dae9-42f3-b349-cd42b4df4e08\" data-image-id=\"170f71ad-dae9-42f3-b349-cd42b4df4e08\" alt=\"IDEA StatiCa Connection theoretical background for the advanced structural design of steel connections. Description of anchor bolts and their stiffness including anchors with stand-off. Structural design of welded and bolted connections.\"></figure>\n<p><em>Load–deformation diagram of the anchor bolt</em></p>\n<p>\\[ F_{t,el}=\\frac{F_{t,Rd}}{c_1 c_2 - c_1 + 1} \\]</p>\n<p>\\[ k_t = c_1 k; \\qquad c_1 = \\frac{R_m - R_e}{\\left ( \\frac{1}{4} A - \\frac{R_e}{E} \\right )E} \\]</p>\n<p>\\[ u_{el} = \\frac{F_{t,el}}{k}; \\qquad u_{t,Rd} = c_2 u_{el}; \\qquad c_2 = \\frac{AE}{4R_e} \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>A</em> – elongation</li>\n  <li><em>E</em> – Young's modulus of elasticity</li>\n  <li><em>F</em><sub>t,Rd</sub> – steel tensile resistance of the anchor</li>\n  <li><em>R</em><sub>m</sub> – ultimate (tensile) strength</li>\n  <li><em>R</em><sub>e</sub> – yield strength</li>\n</ul>\n<p>The stiffness of the anchor bolt in shear is taken as the stiffness of the structural bolt in shear.</p>\n<h4>Anchor bolts with stand-off</h4>\n<p>Anchors with stand-off can be checked as a construction stage before the column base is grouted or as a permanent state. Anchor with stand-off is designed as a bar element loaded by shear force, bending moment, and compressive or tensile force. The anchor is fixed on both sides; one side is 0.5×<em>d</em> below the concrete level, the other side is in the middle of the thickness of the plate. The buckling length is conservatively assumed as twice the length of the bar element. Plastic section modulus is used. The forces in anchor with stand-off are determined using finite element analysis. The bending moment is dependent on the stiffness ratio of anchors and base plate.</p>\n<figure data-asset-id=\"ce23a6f9-f3d2-4a77-98b6-4da922746e32\" data-image-id=\"ce23a6f9-f3d2-4a77-98b6-4da922746e32\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b9b077b4-3ece-4813-9fc1-7d46a2814653/stand-off_anchors.png\" data-asset-id=\"ce23a6f9-f3d2-4a77-98b6-4da922746e32\" data-image-id=\"ce23a6f9-f3d2-4a77-98b6-4da922746e32\" alt=\"\"></figure>\n<p><em>Anchors with stand-off – determination of lever arm and buckling lengths; stiff anchors are safe assumption</em></p>"
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                                                                                                    "value": "<h4>Design model</h4>\n<p>In CBFEM, it is convenient to simplify the concrete block as 2D contact elements. The connection between the concrete and the base plate resists in compression only. Compression is transferred via the Winkler-Pasternak subsoil model, representing deformations of the concrete block. The tension force between the base plate and concrete block is carried by the anchor bolts. The shear force is transferred by friction between a base plate and a concrete block, by shear key and by bending of anchor bolts and friction. The resistance of bolts in shear is assessed analytically. Friction and shear key are modeled as a full single point constraint in the plane of the base plate – concrete contact.</p>\n<h4>Deformation stiffness</h4>\n<p>The stiffness of the concrete block may be predicted for the design of column bases as an elastic hemisphere. A Winkler-Pasternak subsoil model is commonly used for a simplified calculation of foundations. The stiffness of subsoil is determined using modulus of elasticity of concrete and the effective height of a subsoil as:</p>\n<p>\\[ k = \\frac{E_c}{(\\alpha_1 + \\upsilon) \\sqrt{\\frac{A_{eff}}{A_{ref}}}} \\left( \\frac{1}{\\frac{h}{a_2 d} + a_3}+a_4 \\right) \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>k</em> – stiffness of concrete subsoil in compression</li>\n  <li><em>E</em><sub>c</sub> – modulus of elasticity of concrete</li>\n  <li><em>υ</em> – Poisson's coefficient of the concrete block</li>\n  <li><em>A</em><sub>eff</sub> – effective area in compression</li>\n  <li><em>A</em><sub>ref</sub> = 1 m<sup>2</sup> – reference area</li>\n  <li><em>d</em> – base plate width</li>\n  <li><em>h</em> – concrete block height</li>\n  <li><em>a</em><sub>1</sub> = 1.65; <em>a</em><sub>2</sub> = 0.5; <em>a</em><sub>3</sub> = 0.3; <em>a</em><sub>4</sub> = 1.0 – coefficients</li>\n</ul>\n<p>SI units must be used in the formula, the resulting unit is N/m<sup>3</sup>.</p>\n<h3>Transfer of shear load at the base plate</h3>\n<p>The shear load at the base plate can be transferred by three means:</p>\n<ul>\n  <li>Friction</li>\n  <li>Shear lug</li>\n  <li>Anchors</li>\n</ul>\n<p>Users can choose the mean by editing the base plate operation. No combination of means is allowed in the software, however, EN&nbsp;1993-1-8 – Cl.&nbsp;6.2.2 and Fib&nbsp;58 – Chapter&nbsp;4.2 allows for the combination of shear transfer by anchors and friction under certain conditions. In general, it is conservative to neglect friction in the anchorage design, although it may in some cases lead to an underestimation of concrete cracking at the serviceability level. As a rule, frictional resistance should be neglected if:</p>\n<ul>\n  <li>the thickness of the grout layer exceeds one-half the anchor diameter,</li>\n  <li>the anchorage capacity is governed by a near-edge condition,</li>\n  <li>the anchorage is intended to resist earthquake loads.</li>\n</ul>\n<p>The combination with a shear lug should never be allowed due to the deformation compatibility.</p>\n<h4>Transfer of shear load by friction</h4>\n<p>The shear resistance equals the resistance safety factor multiplied by friction coefficient editable in Code setup and compressive load. The compressive load includes all forces, e.g. in case of a column base loaded by compressive force and bending moment, the compressive load used for frictional shear resistance might be higher than the applied compressive force.</p>\n<h4>Transfer of shear load by shear lug</h4>\n<p>The shear lug is simulated as a stub encased in concrete under the base plate. The shear load is estimated to be transferred by uniform load distribution acting on the whole portion of the shear lug embedded in the concrete block, i.e. all nodes of the shear lug below the concrete surface are uniformly loaded. The portion of the shear lug above the concrete surface in grout is not assumed to transfer the shear load.</p>\n<p>Be aware that the lever arm between the applied shear load (at the base plate) and the shear resistance (half-height of the shear lug embedded in concrete) causes a bending moment which must be transferred by compressive force in concrete and tensile forces in anchors.</p>\n<p>The shear lug consists of shell finite elements and is checked as regular plates. Also, the welds of the shear lug to the base plate are checked using standard procedures in <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">IDEA StatiCa&nbsp;Connection</a>. Manual calculation usually assumes beam theory for the shear lug, although it is not accurate because the length to width ratio is very small for shear lug. Therefore, there might be a significant difference between IDEA&nbsp;StatiCa Connection and manual calculation.</p>\n<h4>Transfer of shear load by anchors</h4>\n<p>The shear resistance is determined by the shear resistance of anchors. The steel resistance of anchors have elastoplastic load-deformation curve, but the concrete failure modes are considered as perfectly brittle.</p>"
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                                                                                                            "value": "<ul>\n  <li>How to quickly use IDEA StatiCa to design and check footing/anchoring</li>\n  <li>Dealing with balustrade anchoring to a concrete slab</li>\n  <li>Definition of the anchors for multiple parts anchoring</li>\n  <li>How to deliver clear results for verification</li>\n</ul>"
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                                                                                                            "value": "<p>We want to invite you to IDEA StatiCa Connection webinar focused on anchoring. This time we will take a very close look on the design and code-check of where the steel and concrete meet – footing, anchoring. We will go through the possibilities of the model definition and checks. We will show three new code checks for the shear iron, check of concrete resistance based on EN 1993-1-8 with the influence of an effective area of the base plate, check of concrete cone failure resistance and concrete edge failure of anchors based on ETAG-001 and much more.</p>\n<figure data-asset-id=\"9093f779-c5e4-4812-8544-ba075f4abb09\" data-image-id=\"9093f779-c5e4-4812-8544-ba075f4abb09\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/55d5a29e-b561-48d0-a2d0-6c7352cb2b93/Zabradli-800x675.png\" data-asset-id=\"9093f779-c5e4-4812-8544-ba075f4abb09\" data-image-id=\"9093f779-c5e4-4812-8544-ba075f4abb09\" alt=\"Connection Wednesdays – Focus on anchoring\"></figure>\n<p><strong>Webinar agenda:</strong></p>\n<ul>\n  <li>Theoretical intro – dive into the code, basic examples in practice</li>\n  <li>Balustrade anchoring – design and code check of balustrade anchoring, stiffening member definition and anchor input</li>\n  <li>Steel column anchoring – input of the shear iron, different ways how to transfer the shear force</li>\n  <li>Rod anchoring – design of general anchoring, connection by one bolt</li>\n</ul>\n<h3>Watch webinar recording</h3>"
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                                                                                                            "value": "<h3>How to model steel-to-concrete connection</h3>\n<p>The first option is modeling the anchoring using our connection wizard offering options of moment and shear connection, footings with or without bracing.&nbsp;</p>\n<figure data-asset-id=\"bfb97b36-b50b-4e6f-9933-392e2cb7533d\" data-image-id=\"bfb97b36-b50b-4e6f-9933-392e2cb7533d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/eb214dd8-4902-45c8-903e-62784598656e/Starting%20from%20Wizard.png\" data-asset-id=\"bfb97b36-b50b-4e6f-9933-392e2cb7533d\" data-image-id=\"bfb97b36-b50b-4e6f-9933-392e2cb7533d\" alt=\"\"></figure>\n<p>The second approach for modeling a footing is through the <strong>Base Plate</strong> operation. This approach is specifically intended for scenarios where the base plate is perpendicular to the anchored member. When using this operation, anchors are generated automatically. Additionally, the shape of the base plate can be customized in the <strong>Editor</strong>, allowing modifications such as creating base plates with <strong>round edges</strong> to suit specific design needs and specifying <strong>slotted holes</strong> for anchors.&nbsp;</p>\n<figure data-asset-id=\"4fcf31c7-5a06-4d65-a726-5c9dba9ae6ac\" data-image-id=\"4fcf31c7-5a06-4d65-a726-5c9dba9ae6ac\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/cbe53c8a-1766-48c4-985f-cb88e9baa492/Base%20plate%20operation.png\" data-asset-id=\"4fcf31c7-5a06-4d65-a726-5c9dba9ae6ac\" data-image-id=\"4fcf31c7-5a06-4d65-a726-5c9dba9ae6ac\" alt=\"\"></figure>\n<figure data-asset-id=\"292edc1f-9da4-421d-bf45-904209180666\" data-image-id=\"292edc1f-9da4-421d-bf45-904209180666\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8bc894ba-a42e-4cbc-926a-88e8e59ac46b/Slotted%20holes.png\" data-asset-id=\"292edc1f-9da4-421d-bf45-904209180666\" data-image-id=\"292edc1f-9da4-421d-bf45-904209180666\" alt=\"\"></figure>\n<p>For situations where the base plate is not perpendicular to the anchored member, the modeling process requires a different approach. In these cases, you must use the <strong>Stiffening plate</strong> operation to model the base plate and the <strong>Fastener grid</strong> <strong>or Contact</strong> operation to define the anchors. The stiffening plate is positioned in the required angle and location, and the fastener grid must be adjusted to the <strong>Anchor</strong> type. Then the number of connected items is changed to one and the the stiffening plate is defined as the selected item.&nbsp;</p>\n<figure data-asset-id=\"1ad41d64-a5d9-4feb-92dc-c5fa82b12301\" data-image-id=\"1ad41d64-a5d9-4feb-92dc-c5fa82b12301\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/baf203cd-0ec4-4252-92cf-bb4fb347eaf5/Stiffening%20plate%20as%20base%20plate.png\" data-asset-id=\"1ad41d64-a5d9-4feb-92dc-c5fa82b12301\" data-image-id=\"1ad41d64-a5d9-4feb-92dc-c5fa82b12301\" alt=\"\"></figure>\n<p>In cases when the connection is already modeled in CAD software, you can import anchoring design using <a data-item-id=\"48d2251b-1818-4c19-bfa8-f89955c2e64a\" href=\"\">BIM links</a>.</p>\n<h4>Example of general anchoring using the stiffening plate</h4>\n<p>Watch the recording to learn how to design a custom vertical base plate of balcony railing into a concrete slab.&nbsp;</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n9981410d_1a2b_012c_bc0e_923bc19fa0fb\"></object>\n<h3>Concrete block</h3>\n<p>The <a data-item-id=\"f697f64f-a1d7-4bce-8b21-0e61ad5c4abe\" href=\"\">concrete foundation</a> is limited to a rectangular shape, but its dimensions can be adjusted using offset values for each edge. Entering a single value creates a uniform offset around the anchored cross-section outline. Inputting two values applies symmetrical offsets in two directions. Providing four values applies offsets to each edge individually to easily achieve <a data-item-id=\"9c2ef6ff-c731-41b1-b5b9-b2c8891bfc13\" href=\"\"><strong>asymmetrical anchoring</strong></a>.&nbsp;</p>\n<figure data-asset-id=\"d81a1ef7-5965-429e-92de-3e4a5f3b92db\" data-image-id=\"d81a1ef7-5965-429e-92de-3e4a5f3b92db\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6ddeadbd-2020-488c-8546-ec3983541b7f/Anchor%20block%20edge%20offset.png\" data-asset-id=\"d81a1ef7-5965-429e-92de-3e4a5f3b92db\" data-image-id=\"d81a1ef7-5965-429e-92de-3e4a5f3b92db\" alt=\"\"></figure>\n<p>The offset parameter allows you to create a rectangular concrete block, a foundation belt, a concrete wall, a beam, a column, a ceiling, or an inclined member.</p>\n<figure data-asset-id=\"3110e607-6495-4c01-bfc6-4497b4a176b9\" data-image-id=\"3110e607-6495-4c01-bfc6-4497b4a176b9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5e2adbae-be5f-4295-9146-9c51afe1f089/Options%20of%20anchoring.png\" data-asset-id=\"3110e607-6495-4c01-bfc6-4497b4a176b9\" data-image-id=\"3110e607-6495-4c01-bfc6-4497b4a176b9\" alt=\"\"></figure>\n<p>You can also create a<a data-item-id=\"fdcfbf7c-a479-4997-bed2-4aca1b7bc280\" href=\"\"><strong> partially supported base plate</strong></a> by entering negative (-) offset values. For instance, inputting a minus value for one edge offset allows you to create a <a data-item-id=\"1007c4e1-c23d-4ea6-b3a6-6e7f0c62f107\" href=\"\">base plate extended over a concrete block</a> or model a steel beam resting on a concrete block with only part of its flange in contact.</p>\n<figure data-asset-id=\"fd586d25-4894-4969-9112-35b1e6d7ed18\" data-image-id=\"fd586d25-4894-4969-9112-35b1e6d7ed18\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/da2da59b-df70-4bb3-aedf-4f9040360765/Base%20plate%20extended%20over%20concrete%20block.png\" data-asset-id=\"fd586d25-4894-4969-9112-35b1e6d7ed18\" data-image-id=\"fd586d25-4894-4969-9112-35b1e6d7ed18\" alt=\"Base plate extended over concrete block\"></figure>\n<p>Watch modeling of several variants of concrete block and anchoring configurations.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n4cb95114_19d4_01f6_4613_380d88b48b1b\"></object>\n<h3>Anchor types</h3>\n<p>Various types of <a data-item-id=\"0f627d74-37d9-4298-b983-90465a94c17e\" href=\"\">anchor bolts</a> can be designed in IDEA StatiCa. You can select from <strong>straight anchors</strong>, <strong>headed anchors</strong> (circular or rectangular washer plates), and <strong>hooked anchor bolts</strong>. The length, diameter, and material of the fasteners can be modified.&nbsp;</p>\n<p>Straight anchors are automatically assumed post-installed, and anchors with washer plates and hooks are considered cast-in, which differentiates required code-checks.&nbsp;</p>\n<figure data-asset-id=\"c0f6b947-91fb-43ee-ab73-699de451c545\" data-image-id=\"c0f6b947-91fb-43ee-ab73-699de451c545\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8bc67215-ae11-49eb-ab28-4488c2e35ed9/Anchor%20types.png\" data-asset-id=\"c0f6b947-91fb-43ee-ab73-699de451c545\" data-image-id=\"c0f6b947-91fb-43ee-ab73-699de451c545\" alt=\"\"></figure>\n<p>To design anchors from <strong>Hilti's hardware</strong> you can use <a data-item-id=\"9a784358-0e6c-4525-8a9c-b675bd76931e\" href=\"\">Hilti PROFIS plugin in Checkbot</a>. This enables data transfer from supported third-party FEA and CAD software to <a href=\"https://www.hilti.group/content/hilti/CP/XX/en/services/engineering/design-software.html\">Hilti PROFIS Engineering Suite</a> via using free <a data-item-id=\"5a0ac0f1-75d0-4c0e-9938-0c570d4addcc\" href=\"\">Checkbot</a>. Learn <a data-item-id=\"1b83d6d4-4559-40fc-b497-383d3a74494d\" href=\"\">how to use the Hilti PROFIS Engineering Suite plugin.</a></p>\n<figure data-asset-id=\"434710a5-44eb-48cb-b6ab-0238385232b1\" data-image-id=\"434710a5-44eb-48cb-b6ab-0238385232b1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b3e6b115-3ff9-407b-b953-973d9da305c5/HILTI%20PROFIS%20plugin%20in%20Checkbot_cover.png\" data-asset-id=\"434710a5-44eb-48cb-b6ab-0238385232b1\" data-image-id=\"434710a5-44eb-48cb-b6ab-0238385232b1\" alt=\"\"></figure>\n<h3>Shear transfer</h3>\n<p>There are three options for <a data-item-id=\"95aac2ff-1e49-586a-af70-31c1d9c56d12\" href=\"\">transferring the shear</a> from the anchored member into the foundation block: friction, shear lug, or anchors. The shear transfer is always transmitted exclusively through one of the options, cannot be combined.</p>\n<p>The default option is transferring shear <strong>via friction </strong>between the base plate and the grout layer represented by the <a data-item-id=\"1888aa0e-7c44-4445-ab26-f637ace17a10\" href=\"\">friction coefficient</a> which can be modified according to the type of grout in Project settings. Coefficient affects design friction resistance.&nbsp;</p>\n<figure data-asset-id=\"442a511e-a111-4f6f-925f-108268c53994\" data-image-id=\"442a511e-a111-4f6f-925f-108268c53994\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/012e5ee4-297b-41aa-b73d-c6c3001129ec/Friction%20coefficient.png\" data-asset-id=\"442a511e-a111-4f6f-925f-108268c53994\" data-image-id=\"442a511e-a111-4f6f-925f-108268c53994\" alt=\"\"></figure>\n<p>Another option of shear transfer is <strong>via shear lug. </strong>This element consists of a general steel member welded to the bottom of the base plate. The shear lug is defined via length, the steel embedment might be positioned exocentrically and also rotated. The code check of the shear lug is carried out by shear lug steel resistance and concrete bearing resistance.&nbsp;</p>\n<figure data-asset-id=\"0027bb13-44c9-4dcd-8ad4-71d4b23416f9\" data-image-id=\"0027bb13-44c9-4dcd-8ad4-71d4b23416f9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/50f51eca-28d1-464e-bcc2-bd080825d884/Shear%20lug.png\" data-asset-id=\"0027bb13-44c9-4dcd-8ad4-71d4b23416f9\" data-image-id=\"0027bb13-44c9-4dcd-8ad4-71d4b23416f9\" alt=\"\"></figure>\n<p>Another option for transferring shear in the IDEA StatiCa Connection is <strong>via anchors.</strong></p>\n<p>The last option is <a data-item-id=\"5e75040c-50fe-4c63-9b78-57ae7396de1d\" href=\"\">Sliding</a> representing a <strong>sliding hinge </strong>(roller) implemented only for analysis in <a data-item-id=\"bd46bb0f-2c06-4ed8-b4fd-eac4aea178d4\" href=\"\">IDEA StatiCa Member</a>. For modeling only in Connection the option should not be used.</p>\n<h3>Stand-off</h3>\n<p>There are 3 ways to model the connection of a base plate with a foundation block. The first and also default option is a <strong>direct </strong>with no space between two elements. Another option is a<strong> mortar joint</strong> (grout) with adjustable thickness. In these cases, you have to be careful to set up the real value of a friction coefficient between the base plate, grout, and concrete footing in Project settings. The default value is 0,25. The last option is a <strong>gap </strong>to prevent direct contact between the base plate and the concrete block to avoid corrosion.</p>\n<figure data-asset-id=\"0f16146b-2b71-4e72-802d-7a6c4b68b4e2\" data-image-id=\"0f16146b-2b71-4e72-802d-7a6c4b68b4e2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/45e23d57-c0af-4b88-affb-67bd96dbed31/Stand-off.png\" data-asset-id=\"0f16146b-2b71-4e72-802d-7a6c4b68b4e2\" data-image-id=\"0f16146b-2b71-4e72-802d-7a6c4b68b4e2\" alt=\"\"></figure>\n<p>The forces are determined using finite element analysis. The bending moment of anchors with stand-off is dependent on the <a data-item-id=\"0f627d74-37d9-4298-b983-90465a94c17e\" href=\"\">stiffness ratio of the anchors and base plate</a>.</p>\n<h3>Anchoring to multiple concrete block surfaces</h3>\n<p>IDEA StatiCa Connection supports <strong>anchoring to multiple concrete block surfaces</strong>, significantly extending modeling capabilities for complex base plate configurations. Designers can now define anchors on two planes of a single concrete block, enabling accurate representation of real-world connection details such as members anchored at both horizontal and vertical faces.&nbsp;</p>\n<figure data-asset-id=\"b7b07b01-2476-47bc-8c21-2f39b4f69442\" data-image-id=\"b7b07b01-2476-47bc-8c21-2f39b4f69442\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d2953d8e-03ee-4061-ac54-5df43ab47efb/Anchoring%20at%20concrete%20edge5.png\" data-asset-id=\"b7b07b01-2476-47bc-8c21-2f39b4f69442\" data-image-id=\"b7b07b01-2476-47bc-8c21-2f39b4f69442\" alt=\"\"></figure>\n<p>This removes the need for time-consuming workarounds involving stiffening plates, manual cuts, or multiple block simulations, and ensures consistent, traceable anchoring behavior across design codes.&nbsp;</p>\n<h3>Define the base plate on a given surface</h3>\n<p>In the <em>Base Plate</em> operation, you can <strong>choose between creating a new block or selecting an existing one</strong>. In case of an existing block, there is a new option for specifying the surface. Surfaces are numbered in the same way as in the Detail app.</p>\n<figure data-asset-id=\"b3ae833f-b01c-4ac7-b920-9e28b5d469d0\" data-image-id=\"b3ae833f-b01c-4ac7-b920-9e28b5d469d0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3bc2c477-f89f-431e-87e4-7682ec6d828b/Anchoring%20at%20concrete%20edge2.png\" data-asset-id=\"b3ae833f-b01c-4ac7-b920-9e28b5d469d0\" data-image-id=\"b3ae833f-b01c-4ac7-b920-9e28b5d469d0\" alt=\"\"></figure>\n<p>For the <em>Fastener grid or Contact</em> operation, a new logic has been implemented. When the referenced plate is located on the face of the concrete block, and the operation is set to <em>Anchors</em>, the surface is automatically recognized and used for the creation of the subsoil model.</p>\n<figure data-asset-id=\"26e694b7-c5ff-4f3f-be12-c045e5ea0b90\" data-image-id=\"26e694b7-c5ff-4f3f-be12-c045e5ea0b90\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9f01a616-f75e-41d2-b560-b1e6e4378900/Anchoring%20at%20concrete%20edge3.png\" data-asset-id=\"26e694b7-c5ff-4f3f-be12-c045e5ea0b90\" data-image-id=\"26e694b7-c5ff-4f3f-be12-c045e5ea0b90\" alt=\"\"></figure>\n<p>When an existing block is selected, the anchor properties (Offset, Depth, Shear force transfer, Stand-off) are automatically reused.</p>\n<h3>Locate the stiffening plate on the surface</h3>\n<p>There is also a new option for the Stiffening plate – its <em>Origin</em> can now be defined on the <em>Existing block</em> of concrete. When selected, the stiffening plate is automatically placed on the selected concrete block and its surface. Location is in the middle of the surface.</p>\n<figure data-asset-id=\"422cfc00-5307-4ec7-a43b-e158021edd06\" data-image-id=\"422cfc00-5307-4ec7-a43b-e158021edd06\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3db487f6-2d6c-4a09-b8cb-7ae895dc2255/Anchoring%20at%20concrete%20edge4.png\" data-asset-id=\"422cfc00-5307-4ec7-a43b-e158021edd06\" data-image-id=\"422cfc00-5307-4ec7-a43b-e158021edd06\" alt=\"\"></figure>\n<p>By default, the anchor checks are marked as failed due to the interaction of the base plates, which is not checked in the Connection app.</p>\n<figure data-asset-id=\"32480489-40ec-4cab-b3bb-fbcc2397d200\" data-image-id=\"32480489-40ec-4cab-b3bb-fbcc2397d200\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/221a0899-1431-4949-88f6-92f37e248369/Anchoring%20at%20concrete%20edge6.png\" data-asset-id=\"32480489-40ec-4cab-b3bb-fbcc2397d200\" data-image-id=\"32480489-40ec-4cab-b3bb-fbcc2397d200\" alt=\"\"></figure>\n<p>You can change this status in the <a data-item-id=\"e19f7ee2-b429-4cc4-9879-5c9bb8e42a1f\" href=\"\">Project settings</a> and modify the <em>Concrete breakout resistance</em> to <strong>None</strong>. In this case, both tension and shear reinforcement in the concrete block are assumed, and the concrete checks are not performed.</p>\n<figure data-asset-id=\"2dee08a2-0039-4e5e-96f0-213864ed6dd2\" data-image-id=\"2dee08a2-0039-4e5e-96f0-213864ed6dd2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7d55c258-ffe4-42a6-b84d-51065b28643e/Anchoring%20at%20concrete%20edge7.png\" data-asset-id=\"2dee08a2-0039-4e5e-96f0-213864ed6dd2\" data-image-id=\"2dee08a2-0039-4e5e-96f0-213864ed6dd2\" alt=\"\"></figure>\n<p>The steel code checks remain valid, and users can <a data-item-id=\"1190e6ba-03b2-47f6-a6a6-b210b8f84b24\" href=\"\"><strong>export the model to Detail</strong></a> for advanced concrete verification. The software automatically redistributes forces according to anchor stiffness, compression subsoil stiffness, and load paths, allowing engineers to investigate and validate critical load transfer conditions manually.</p>\n<h3>Stiffeners</h3>\n<p>To provide additional strength, stiffeners can be added to the connected member. This can be achieved using the <strong>Rib </strong>operation<strong> </strong>which is suitable for cases when stiffeners are applied to a single plate (web/flange). Alternatively, the <strong>Widener </strong>operation allows you to assign stiffeners to multiple parts of cross-section.</p>\n<figure data-asset-id=\"6317002b-28cf-4eb7-8b16-e7ecde0ea3f8\" data-image-id=\"6317002b-28cf-4eb7-8b16-e7ecde0ea3f8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/cb5128c9-34c7-4ec0-bb45-fa7cf5d138a8/Stiffeners%20for%20anchoring.png\" data-asset-id=\"6317002b-28cf-4eb7-8b16-e7ecde0ea3f8\" data-image-id=\"6317002b-28cf-4eb7-8b16-e7ecde0ea3f8\" alt=\"\"></figure>\n<h3>Code-check anchors</h3>\n<p>Further details of the code-check of anchors can be found below:</p>\n<ul>\n  <li><a data-item-id=\"c57cf277-3f01-4ec8-82bc-470f3f631a73\" href=\"\">Code-check of anchors - Eurocode</a></li>\n  <li><a data-item-id=\"7a7d73b3-8194-41fd-b23e-91f68234ae85\" href=\"\">Code-check of anchors - AISC</a></li>\n  <li><a data-item-id=\"a6259b0a-c457-44ca-a1c6-83966f185a91\" href=\"\">Code-check of anchors - Australian standards</a></li>\n  <li><a data-item-id=\"6d103b45-4653-4458-a972-ffff3f4d52b0\" href=\"\">Code-check of anchors - Canadian standards</a></li>\n</ul>\n<p>Not all code checks of anchors are performed in the IDEA StatiCa Connection application due to <a data-item-id=\"26962c6a-7395-4994-b91c-2f02923d157f\" href=\"\">limitations</a> arising from the configuration of the anchors.&nbsp;</p>\n<h3>Code-check of concrete blocks</h3>\n<p>Further details of the code-check of concrete block can be found below:</p>\n<ul>\n  <li><a data-item-id=\"28992afa-3044-47f1-be8d-ad2a00d75f7a\" href=\"\">Code-check of concrete blocks - Eurocode</a></li>\n  <li><a data-item-id=\"6a38bc4c-6bc7-4524-8c9a-0be6f5b4c3b5\" href=\"\">Code-check of concrete blocks - AISC</a></li>\n  <li><a data-item-id=\"ff093af7-42c8-41cf-a383-c932957da52f\" href=\"\">Code-check of concrete block - Australian standards</a></li>\n  <li><a data-item-id=\"2da79a62-639a-456d-9cbd-d705047df475\" href=\"\">Code-check of concrete block - Canadian standards</a></li>\n</ul>\n<h4>Code-check cracked concrete or uncracked concrete</h4>\n<p>In the <strong>Code setup</strong>, you can switch the concrete setting to <strong>uncracked</strong>, which increases the capacity for anchor code checks. For EN standards, this affects the Concrete blowout resistance as parameter k<sub>5 </sub>and Concrete cone resistance as parameter k<sub>1</sub>. While for AISC standards, it influences the Concrete breakout strength and parameter Ψ<sub>c,N</sub>. By default, the concrete is set to cracked but can be changed to uncracked in Project settings.</p>\n<figure data-asset-id=\"ee38e2ef-0ad9-4321-ac69-aeb8edf61667\" data-image-id=\"ee38e2ef-0ad9-4321-ac69-aeb8edf61667\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/fbccdd09-6781-4bd0-b09d-cef79df68884/Cracked%20concrete.png\" data-asset-id=\"ee38e2ef-0ad9-4321-ac69-aeb8edf61667\" data-image-id=\"ee38e2ef-0ad9-4321-ac69-aeb8edf61667\" alt=\"\"></figure>\n<h4>Disable the concrete cone breakout (pull-out) check</h4>\n<p>Special cases of anchoring steel beams or columns to slender concrete blocks, such as near concrete wall edges, present challenges primarily in the assessment of concrete cone pull-out. In these scenarios, the concrete cone is insufficient, requiring an alternative approach to be employed.</p>\n<figure data-asset-id=\"1d5deb73-261a-4793-abcc-7f86ce6cbce1\" data-image-id=\"1d5deb73-261a-4793-abcc-7f86ce6cbce1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8c890417-d4e9-414d-abab-8bdac15662e6/Anchoring%20of%20steel%20beam%20to%20thin%20concrete%20block.png\" data-asset-id=\"1d5deb73-261a-4793-abcc-7f86ce6cbce1\" data-image-id=\"1d5deb73-261a-4793-abcc-7f86ce6cbce1\" alt=\"\"></figure>\n<p>In IDEA StatiCa Connection, you can disable the <strong>concrete breakout resistance</strong> check in the <strong>Code setup</strong> and choose from the following options:</p>\n<ul>\n  <li><strong>Both</strong> - Both tension and shear forces are considered in the code-check.</li>\n  <li><strong>Tension </strong>- Only tension forces are considered, with shear forces assumed to be carried by reinforcement.</li>\n  <li><strong>Shear</strong> - Only shear forces are considered, with tension forces assumed to be carried by reinforcement.</li>\n  <li><strong>None</strong> - All forces are assumed to be carried by reinforcement.</li>\n</ul>\n<p>For all options except <strong>Both</strong>, the report explicitly specifies the forces that must be carried by the concrete block's reinforcement to achieve a satisfactory design.</p>\n<h4>Concrete check - advanced method</h4>\n<p>According to the previous setting, the checks for the concrete block may be unsatisfactory without reinforcement. In such cases, you have the option to <a data-item-id=\"1190e6ba-03b2-47f6-a6a6-b210b8f84b24\" href=\"\">export the entire anchoring</a> to the <a data-item-id=\"28aef793-fefb-4b04-aca5-0c334a7585f7\" href=\"\"><strong>Detail application</strong></a> for further analysis and design adjustments. The <strong>3D </strong>module enables precise analysis of both the supplementary reinforcement and the concrete block.&nbsp;</p>\n<figure data-asset-id=\"71ccb9c4-bacd-46c7-a6df-5277005d40e4\" data-image-id=\"71ccb9c4-bacd-46c7-a6df-5277005d40e4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/fa57007d-3aef-4922-b133-a596dddab959/release%20note%20intro%20slide%20import.png\" data-asset-id=\"71ccb9c4-bacd-46c7-a6df-5277005d40e4\" data-image-id=\"71ccb9c4-bacd-46c7-a6df-5277005d40e4\" alt=\"Import of anchoring from Connection to Detail \"></figure>\n<p>More general information about Detail as a solution for anchoring can be found in the article&nbsp;<a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\">3D Detail out of Beta</a>.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n2071c165_2e0b_012a_f0d0_1e2c7f4f5e1f\"></object>"
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                                                                                                                    "value": "<p>Concrete below the base plate is simulated by the Winkler subsoil with uniform stiffness, which provides the contact stresses. The average stress at the effective area determined by EN 1993-1-8 is used for compressive check.</p>\n<p>The resistance of concrete in 3D compression is determined based on EN 1993-1-8 by calculating the design bearing strength of concrete in the joint, <em>f</em><sub>jd</sub>, under the effective area, <em>A</em><sub>eff</sub>, of the base plate. The design bearing strength of the joint, <em>f</em><sub>jd</sub>, is evaluated according to Cl. 6.2.5 in EN 1993-1-8 and Cl. 6.7 in EN 1992-1-1. The grout quality and thickness is introduced by the joint coefficient, <em>β</em><sub>jd</sub>. For grout quality equal or better than the quality of the concrete block, <em>β</em><sub>jd</sub>&nbsp;=&nbsp;1.0 is expected, EN&nbsp;1993-1-8 recommends value <em>β</em><sub>jd</sub>&nbsp;= 0.67. The effective area, <em>A</em><sub>eff,cm</sub> under the base plate is estimated to be of the shape of the column cross-section increased by additional bearing width, <em>c</em>.</p>\n<p>\\[ c = t \\sqrt{\\frac{f_y}{3 f_{jd} \\gamma_{M0}}} \\]</p>\n<p>where <em>t</em> is the thickness of the base plate, <em>f</em><sub>y</sub> is the base plate yield strength, and <em>γ</em><sub>M0</sub> is the partial safety factor for steel.</p>\n<p>The effective area is calculated by iteration until the difference between the additional bearing widths of current and previous iteration |<em>c</em><sub>i</sub> – <em>c</em><sub>i–1</sub> | is less than 1&nbsp;mm. For the first iteration, the area of the base plate is assumed as a bearing area, <em>A</em><sub>c0</sub>.</p>\n<p>The area where the concrete is in compression is taken from results of FEA. This area in compression, <em>A</em><sub>eff,FEM</sub>, allows determining the position of the neutral axis. The user can modify this area by editing “Effective area – influence of mesh size” in Code setup. The default value is 0.1 for which the verification studies were made. It is not recommended to decrease this value. Increasing this value makes the assessment of concrete bearing resistance safer. The value in Code setup determines the boundary of the area, <em>A</em><sub>eff,FEM</sub>, e.g. the value of 0.1 takes into account only areas where stress in concrete is higher than 0.1 times the maximum stress in concrete, <em>σ</em><sub>c,max</sub>. The intersection of the area in compression, <em>A</em><sub>eff,FEM</sub>, and the effective area, <em>A</em><sub>eff,cm</sub>, allows to assess the resistance for generally loaded column base of any column shape with any stiffeners and is labeled <em>A</em><sub>eff</sub>. The average stress <em>σ</em> on the effective area, <em>A</em><sub>eff</sub>, is determined as the compression force divided by the effective area. Check of the component is in stresses <em>σ</em>&nbsp;≤&nbsp;<em>f</em><sub>jd</sub>.</p>\n<p>Concrete resistance at concentrated compression:</p>\n<p>\\[ f_{jd}= \\beta_j k_j \\frac{f_{ck}}{\\gamma_c} \\]</p>\n<p>Concentration factor taking into account increase in concrete compressive resistance due to triaxial stress:</p>\n<p>\\[ k_j=\\sqrt{\\frac{A_{c1}}{A_{eff}}} \\le 3.0 \\]</p>\n<p>where <em>A</em><sub>c1</sub> is the supporting area determined according to EN&nbsp;1992-1-1 – Cl.&nbsp;6.7. The area must be concentric and geometrically similar to the bearing area <em>A</em><sub>eff</sub>.</p>\n<p>Average stress under the base plate:</p>\n<p>\\[ \\sigma = \\frac{N}{A_{eff}} \\]</p>\n<p>Utilization in compression [%]:</p>\n<p>\\[ Ut = \\frac{\\sigma}{f_{jd}} \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>f</em><sub>ck</sub> – characteristic compressive concrete strength</li>\n  <li><em>β</em><sub>j</sub>&nbsp;= 0.67 – factor of grout quality editable in Code setup</li>\n  <li><em>γ</em><sub>c</sub> – safety factor for concrete</li>\n  <li><em>A</em><sub>eff</sub> – effective area on which the column normal force <em>N</em> is distributed</li>\n</ul>\n<figure data-asset-id=\"3d2fa770-8190-4956-b4c1-1944703eb56d\" data-image-id=\"3d2fa770-8190-4956-b4c1-1944703eb56d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bc19f6f0-49ee-49b5-8b17-6d457c8a1973/concrete_check.png\" data-asset-id=\"3d2fa770-8190-4956-b4c1-1944703eb56d\" data-image-id=\"3d2fa770-8190-4956-b4c1-1944703eb56d\" alt=\"\"></figure>\n<p>Effective area, <em>A</em><sub>eff,cm</sub>, as calculated according to EC for pure compression, is marked with a dashed line. The graphical representation shows the way of checking. Calculated effective area, <em>A</em><sub>eff,fem</sub>, is marked as green. The final effective area, <em>A</em><sub>eff</sub>, for contact stress check is highlighted as hatched.</p>\n<figure data-asset-id=\"2bd7b832-413a-4eab-a6f2-2473016242d8\" data-image-id=\"2bd7b832-413a-4eab-a6f2-2473016242d8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d1dfa07b-af9b-4cbb-b905-71f99a5191c5/stress_in_concrete.png\" data-asset-id=\"2bd7b832-413a-4eab-a6f2-2473016242d8\" data-image-id=\"2bd7b832-413a-4eab-a6f2-2473016242d8\" alt=\"\"></figure>\n<p>For rare occasions, especially for column base loaded by tensile force only (compression in concrete is caused by prying forces) or tensile force and bending moment, the intersection of areas <em>A</em><sub>eff,cm</sub> and <em>A</em><sub>eff,fem</sub> is extremely small or none at all. For such cases, the compressive forces are generally very small, the check is outside of the scope of Eurocode, and the concrete in compression is not checked.</p>\n<h4>Mesh sensitivity</h4>\n<p>This procedure of assessing the resistance of the concrete in compression is independent on the mesh of the base plate as can be seen in the figures below. It is shown in the example of concrete in compression assessment according to EC. Two cases were investigated: loading by pure compression of 1200 kN and loading by a combination of compressive force 1200 kN and bending moment 90 kN.</p>\n<figure data-asset-id=\"75114ca0-12af-4844-bcda-f05fe639a353\" data-image-id=\"75114ca0-12af-4844-bcda-f05fe639a353\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/38a09e02-a691-4fe5-99eb-1cc15a9cc073/mesh_sensitivity_concrete.png\" data-asset-id=\"75114ca0-12af-4844-bcda-f05fe639a353\" data-image-id=\"75114ca0-12af-4844-bcda-f05fe639a353\" alt=\"\"></figure>\n<p>Influence of number of elements on prediction of resistance of concrete in compression in case of pure compression</p>\n<figure data-asset-id=\"78420fb2-f963-4c23-8c23-b147155bfcd9\" data-image-id=\"78420fb2-f963-4c23-8c23-b147155bfcd9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/46779b83-660f-4f35-911d-eb614c7659af/mesh_sensitivity_bending.png\" data-asset-id=\"78420fb2-f963-4c23-8c23-b147155bfcd9\" data-image-id=\"78420fb2-f963-4c23-8c23-b147155bfcd9\" alt=\"\"></figure>\n<p>The influence of the number of elements on the prediction of resistance of concrete in compression in case of compression and bending</p>\n<h3>Shear in concrete block</h3>\n<p>Shear in the concrete block can be transferred via one of the three means:</p>\n<ol>\n  <li>Friction<br>\n\\( Ut = \\frac{V}{V_{Rd}} \\)<br>\n <em>V</em><sub>rd</sub> = <em>N</em> <em>C</em><sub>f</sub><br>\n</li>\n  <li>Shear lug<br>\n\\( Ut = \\max \\left ( \\frac{V_y}{V_{Rd,y}}, \\, \\frac{V_z}{V_{Rd,z}}, \\, \\frac{V}{V_{c,Rd}} \\right ) \\) \\(V_{Rd,y} = \\frac{A_{Vy} f_y}{\\sqrt{3} \\gamma_{M0}} \\)<br>\n\\( V_{Rd,z} = \\frac{A_{Vz} f_y}{\\sqrt{3} \\gamma_{M0}} \\)<br>\n\\( V_{c,Rd} = A \\sigma_{Rd,max} \\)<br>\nShear iron and welds are also checked by FEM.<br>\n</li>\n  <li>Anchors<br>\nCheck is provided according to ETAG 001 – Annex C</li>\n</ol>\n<p>where:</p>\n<ul>\n  <li><em>A</em><sub>V,</sub><em><sub>y</sub></em>, <em>A</em><sub>V,</sub><em><sub>z</sub></em> – shear areas of shear iron cross-section in the direction of axes <em>y</em> and <em>z</em></li>\n  <li><em>f</em><sub>y</sub> – yield strength</li>\n  <li><em>γ</em><sub>M0</sub> – safety factor</li>\n  <li><em>V</em><em><sub>y</sub></em> – shear force component in the base plate plane in y-direction</li>\n  <li><em>V</em><em><sub>z</sub></em> – shear force component in the base plate plane in z-direction</li>\n  <li><em>V</em> – shear force (vector sum of both shear forces components)</li>\n  <li><em>N</em> – force perpendicular to the base plate</li>\n  <li><em>C</em><sub>f</sub> – friction coefficient between steel and concrete/grout; editable in Code setup</li>\n  <li><em>A</em> = <em>l b</em> – projected area of the shear lug excluding the portion above concrete surface</li>\n  <li><em>l</em> – length of the shear lug excluding the portion above concrete surface</li>\n  <li><em>b</em> – projected width of the shear lug in the direction of the shear load</li>\n  <li><em>σ</em><sub>Rd,max</sub> = <em>k</em><sub>1</sub> <em>v'</em> <em>f</em><sub>cd</sub> – maximum stress which can be applied at the edges of the node</li>\n  <li><em>k</em><sub>1</sub> = 1 – factor (EN&nbsp;1992-1-1 – Equation (6.60))</li>\n  <li><em>v'</em> = 1 – <em>f</em><sub>ck</sub> / 250– factor (EN 1992-1-1 – Equation (6.57N))</li>\n  <li>\\( f_{cd} = \\alpha_{cc} \\frac{f_{ck}} {\\gamma_c} \\) – design compressive strength of concrete</li>\n  <li><em>α</em><sub>cc</sub> – coefficient for long term effects on compressive strength of concrete</li>\n  <li><em>f</em><sub>ck</sub> – characteristic compressive strength of concrete</li>\n  <li><em>γ</em><sub>c</sub> – safety factor for concrete</li>\n</ul>\n<figure data-asset-id=\"df915d61-5a23-4387-a2e1-5b6bf7f43a7a\" data-image-id=\"df915d61-5a23-4387-a2e1-5b6bf7f43a7a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ea8ecf81-5d19-4da7-8db6-a77e20996d21/shear_check.png\" data-asset-id=\"df915d61-5a23-4387-a2e1-5b6bf7f43a7a\" data-image-id=\"df915d61-5a23-4387-a2e1-5b6bf7f43a7a\" alt=\"\"></figure>\n<h3><br></h3>"
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                                                                                                                            "value": "<p>Four <a data-item-id=\"0f627d74-37d9-4298-b983-90465a94c17e\" href=\"\">anchor bolt</a> types are available:</p>\n<ul>\n  <li>Straight (assumed post-installed)</li>\n  <li>Washer plate - Circular (assumed cast-in)</li>\n  <li>Washer plate - Rectangle (assumed cast-in)</li>\n  <li>Hook (assumed cast-in)</li>\n</ul>\n<p>The steel resistances are determined according to EN 1993-1-8 and EN 1992-4 for cast-in anchors and post-installed fasteners, respectively.</p>\n<p>The concrete resistances are determined according to EN 1992-4.</p>\n<p>In case of post-installed (straight) fasteners, pull-out failure, combined pull-out and concrete failure of bonded anchors, and concrete splitting failure are not checked due to missing information available only for the particular anchor and glue type from the anchor manufacturer.</p>\n<p>In the Project settings, settings are available to activate/deactivate concrete cone breakout checks in tension and shear. If the concrete cone breakout check is not activated, it is assumed that the dedicated reinforcement is designed to resist the force. The magnitude of the force is provided in formulas. User may use link to Detail application to perform the checks of reinforced concrete.</p>\n<p>Furthermore, the concrete can be set as cracked or uncracked. Uncracked concrete should be in permanent compression that prevents shrinkage cracks. The resistances of uncracked concrete are higher.&nbsp;</p>\n<p>FYI:</p>\n<p><em>The Eurocode in its current form does not provide a clear and unambiguous answer as to when cast-in-place anchors should be designed according to EN 1993-1-8 or EN 1992-4. A useful guideline is the governing failure mode. If the dominant failure mode is tensile rupture of the steel anchor, EN 1993-1-8 should be applied. This typically concerns anchors with sufficient embedment length, such as anchor bolts. Conversely, where other failure modes govern (e.g. concrete-related failures), EN 1992-4 should be used. This applies primarily to fasteners.</em></p>\n<p><em>In IDEA StatiCa:</em></p>\n<ul>\n  <li><em>Cast-in-place anchors with washer plates and hooked anchors are designed according to EN 1993-1-8.</em></li>\n  <li><em>Other anchor types are designed according to EN 1992-4 / EN 1992-1-1.</em></li>\n</ul>\n<p><em>Some countries address this ambiguity through national provisions (e.g. the Netherlands), in line with the approach adopted in IDEA StatiCa. The reason is the difference in publication dates of the standards:<br>\nEN 1993-1-8 (2005) vs. EN 1992-4 (2018).</em></p>\n<p><em>The new generation of Eurocodes adopts a clearer and better-explained approach to this issue.</em></p>\n<h4>Tensile steel resistance (EN 1993-1-8, Table 3.4)</h4>\n<p><strong>Cast-in anchors</strong> are checked according to steel design code.</p>\n<p>\\[ F_{t,Rd} = \\frac{c \\cdot k_2 \\cdot f_{ub} \\cdot A_s}{\\gamma_{M2}} \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>c </em>– decrease in tensile resistance of bolts with cut thread according to EN 1993-1-8 – Cl. 3.6.1. (3) editable in Project Settings</li>\n  <li><em>k</em><sub>2</sub> = 0.9 – factor for non-countersunk anchors&nbsp;</li>\n  <li><em>f</em><sub>ub</sub> – anchor bolt ultimate tensile strength&nbsp;</li>\n  <li><em>A</em><sub>s</sub> – anchor bolt tensile stress area</li>\n  <li>\\(\\gamma_{M2}=1.25\\) – partial safety factor for bolts (EN 1993-1-8, Table 2.1) editable in Project Settings</li>\n</ul>\n<h4>Tensile steel resistance (EN 1992-4, Cl.&nbsp;7.2.1.3)</h4>\n<p><strong>Post-installed fasteners</strong> are checked according to concrete design code</p>\n<p>\\[ N_{Rd,s} = \\frac{N_{Rk,s}}{\\gamma_{Ms}} \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>N</em><sub>Rk,s</sub> = <em>c </em>∙ <em>A</em><sub>s</sub> ∙ <em>f</em><sub>uk</sub> – characteristic resistance of a fastener in case of steel failure</li>\n  <li><em>c </em>\t– decrease in tensile resistance of bolts with cut thread according to EN 1993-1-8 – Cl. 3.6.1. (3) editable in Code setup</li>\n  <li><em>A</em><sub>s</sub>\t– anchor bolt tensile stress area</li>\n  <li><em>f</em><sub>uk</sub>\t– anchor bolt characteristic ultimate tensile strength&nbsp;</li>\n  <li>\\(\\gamma_{Ms}=1.2 \\cdot \\frac{f_{uk}}{f_{yk}} \\ge 1.4\\) – partial safety factor for steel failure in tension (EN 1992-4, Table 4.1)</li>\n  <li><em>f</em><sub>yk</sub>\t– anchor bolt characteristic yield strength</li>\n</ul>\n<h4>Concrete cone failure resistance of anchor or group of anchors (EN 1992-4, Cl. 7.2.1.4):</h4>\n<p>\\[ N_{Rd,c} = \\frac{N_{Rk,c}}{\\gamma_{Mc}} \\]</p>\n<p>where:</p>\n<ul>\n  <li>\\(N_{Rk,c}=N_{Rk,c}^0 \\cdot \\frac{A_{c,N}}{A_{c,N}^0} \\cdot \\psi_{s,N} \\cdot \\psi_{re,N} \\cdot \\psi_{ec,N} \\cdot \\psi_{M,N}\\) – characteristic resistance of a fastener, a group of fasteners and the tensioned fasteners of a group of fasteners in case of concrete cone failure</li>\n  <li>\\(N_{Rk,c}^0 = k_1 \\sqrt{f_{ck}} h_{ef}^{1.5}\\) – characteristic resistance of a single fastener placed in concrete and not influenced by adjacent fasteners or edges of the concrete member</li>\n  <li><em>k</em><sub>1</sub> – factor taking into account concrete condition and anchor type; for cast-in headed anchors (with washer plates) <em>k</em><sub>1</sub> = 8.9 for cracked concrete and <em>k</em><sub>1</sub> = 12.7 for non-cracked concrete; for post-installed fasteners (straight anchors) <em>k</em><sub>1</sub> = 7.7 for cracked concrete and <em>k</em><sub>1</sub> = 11.0 for non-cracked concrete</li>\n  <li><em>f</em><sub>ck </sub>– characteristic concrete compressive cylinder strength</li>\n  <li><em>h</em><sub>ef </sub>– embedment depth of the anchor in concrete; for three or more close edges, EN&nbsp;1992-4, Cl.&nbsp;7.2.1.4&nbsp;(8) applies and effective \\(h'_{ef} = \\max \\left \\{ \\frac{c_{max}}{c_{cr,N}} \\cdot h_{ef}, \\, \\frac{s_{max}}{s_{cr,N}} \\cdot h_{ef} \\right \\}\\) is used instead in formulas for <em>N</em><sub>Rk,c</sub><sup>0</sup>, <em>c</em><sub>cr,N</sub>, <em>s</em><sub>cr,N</sub>, <em>A</em><sub>c,N</sub>, <em>A</em><sub>c,N</sub><sup>0</sup>, <em>ψ</em><sub>s,N</sub>, and <em>ψ</em><sub>ec,N</sub></li>\n  <li><em>A</em><sub>c,N</sub> – actual projected area, limited by overlapping concrete cones of adjacent fasteners as well as by edges of the concrete member</li>\n  <li><em>A</em><sub>c,N</sub><sup>0</sup> = <em>s</em><sub>cr,N</sub><sup>2</sup> – reference projected area, i.e. area of concrete of an individual anchor with large spacing and edge distance at the concrete surface&nbsp;</li>\n  <li>\\(\\psi_{s,N}=0.7+0.3 \\cdot \\frac{c}{c_{cr,N}} \\le 1\\) – factor taking into account disturbance of the distribution of stresses in the concrete due to the proximity of an edge of the concrete member</li>\n  <li><em>c</em> – smallest edge distance</li>\n  <li><em>c</em><sub>cr,N</sub> = 1.5 ∙ <em>h</em><sub>ef</sub> – characteristic edge distance for ensuring the transmission of the characteristic resistance of &nbsp;an anchor in case of concrete break-out under tension loading</li>\n  <li>\\(\\psi_{re,N}=0.5+\\frac{h_{ef}}{200} \\le 1\\) – shell spalling factor</li>\n  <li>\\(\\psi_{ec,N}=\\frac{1}{1+2 \\cdot (e_N / s_{cr,N})} \\le 1\\) – factor taking into account group effect when different tension loads are acting on the individual fasteners of a group; <em>ψ</em><sub>ec,N</sub> is determined separately for each direction and the product of both factors is used</li>\n  <li><em>e</em><sub>N</sub> – eccentricity of resultant tension force of tensioned fasteners in respect to the center of gravity of the tensioned fasteners</li>\n  <li><em>s</em><sub>cr,N</sub> = 2 ∙ <em>c</em><sub>cr,N</sub> – characteristic spacing of &nbsp;anchors to ensure the characteristic resistance of the anchors &nbsp;in case of concrete cone failure under tension load</li>\n  <li>\\(\\psi_{M,N} = 2- \\frac{z}{1.5 \\cdot h_{ef}} \\ge 1\\) – factor taking into account effect of a compression force between fixture and concrete in cases of bending moments with or without axial force; &nbsp;this parameter is equal to 1 if <em>c</em> &lt; 1.5 <em>h</em><sub>ef</sub> or the ratio of the compressive force (including the compression due to bending) to the sum of tensile forces in anchors is smaller than 0.8 or <em>z</em> / <em>h</em><sub>ef</sub> ≥ 1.5&nbsp;</li>\n  <li><em>z</em> – internal lever arm of a fastening</li>\n  <li><em>γ</em><sub>Mc</sub> = <em>γ</em><sub>c</sub> ∙ <em>γ</em><sub>inst </sub>– partial safety factor (EN&nbsp;1992-4, Table&nbsp;4.1)</li>\n  <li><em>γ</em><sub>c</sub> – partial safety factor for concrete (editable in Code setup)</li>\n  <li><em>γ</em><sub>inst</sub> – partial safety factor taking account of the installation safety of an anchor system (editable in Code setup)</li>\n</ul>\n<p>The concrete breakout cone area for a group of anchors loaded by tension that creates a common concrete cone, <em>A</em><sub>c,N</sub>, is shown by the red dashed line.</p>\n<figure data-asset-id=\"0618ccf0-0c5d-47e2-b8c3-c2f0539ab219\" data-image-id=\"0618ccf0-0c5d-47e2-b8c3-c2f0539ab219\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/98effa12-7603-4f61-96c1-3589a051ad77/AcN.png\" data-asset-id=\"0618ccf0-0c5d-47e2-b8c3-c2f0539ab219\" data-image-id=\"0618ccf0-0c5d-47e2-b8c3-c2f0539ab219\" alt=\"\"></figure>\n<h4>Pull-out resistance (EN&nbsp;1992-4, Cl.&nbsp;7.2.1.5)</h4>\n<p>Pull-out resistance is checked for <strong>cast-in anchors with washer plates</strong> according to EN&nbsp;1992-4, Cl.&nbsp;7.2.1.5:</p>\n<p>\\[ N_{Rd,p}=\\frac{N_{Rk,p}}{\\gamma_{Mc}} \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>N</em><sub>Rk,p</sub> = <em>k</em><sub>2</sub> ∙ <em>A</em><sub>h</sub> ∙ <em>f</em><sub>ck</sub> – characteristic resistance in case of pull-out failure</li>\n  <li><em>k</em><sub>2</sub> – coefficient dependent on concrete condition, <em>k</em><sub>2</sub> = 7.5 for cracked concrete, <em>k</em><sub>2</sub> = 10.5 for non-cracked concrete</li>\n  <li><em>A</em><sub>h</sub> – bearing area of head of anchor; for circular washer plate \\(A_h = \\frac{\\pi}{4} \\left ( d_h^2 - d^2 \\right )\\), for rectangular washer plate \\(A_h = a_{wp}^2 - \\frac{\\pi}{4} d^2\\)</li>\n  <li><em>d</em><sub>h</sub> ≤ 6 <em>t</em><sub>h</sub> + <em>d</em> – diameter of the head of the fastener</li>\n  <li><em>t</em><sub>h</sub> – thickness of the head of the headed fastener</li>\n  <li><em>d</em> – diameter of the shank of the fastener</li>\n  <li><em>f</em><sub>ck</sub> – characteristic concrete compressive cylinder strength</li>\n  <li><em>γ</em><sub>Mc</sub> = <em>γ</em><sub>c</sub> ∙ <em>γ</em><sub>inst</sub> – partial safety factor (EN&nbsp;1992-4, Table&nbsp;4.1)</li>\n  <li><em>γ</em><sub>c</sub> – partial safety factor for concrete (editable in Code setup)</li>\n  <li><em>γ</em><sub>inst</sub> – partial safety factor taking account of the installation safety of an anchor system (editable in Code setup)</li>\n</ul>\n<h4>Pull-out resistance (EN&nbsp;1992-1-1, Cl.&nbsp;8.4.4)</h4>\n<p>Pull-out resistance is checked for <strong>cast-in anchors with hook</strong> according to EN&nbsp;1992-1-1, Cl.&nbsp;8.4.4. Plain rods are assumed that require double anchorage length than ribbed reinforcement (Table 3.26 in BS 8110-1).</p>\n<p>\\[N_{Rd,p}=A_a \\cdot f_{ya} \\cdot \\frac{l_b}{l_{bd}}\\]</p>\n<p>where:</p>\n<ul>\n  <li><em>A</em><sub>a</sub> – tensile stress area of an anchor</li>\n  <li><em>f</em><sub>ya</sub> – anchor yield strength</li>\n  <li><em>l</em><sub>b</sub> – anchor length embedded in concrete</li>\n  <li>\\(l_{bd} = \\alpha_1 \\cdot \\alpha_2 \\cdot \\alpha_3 \\cdot \\alpha_4 \\cdot \\alpha_5 \\cdot l_{b,rqd}\\) – design anchorage length</li>\n  <li>\\(\\alpha_1\\) – factor for the effect of the shape of the bars assuming adequate cover\n    <ul>\n      <li>\\(\\alpha_1 = 0.7\\) for \\(c_d &gt; 3 \\phi\\)</li>\n      <li>\\(\\alpha_1 = 1.0\\) for \\(c_d \\le 3 \\phi\\)</li>\n    </ul>\n  </li>\n  <li>\\(c_d = \\min \\{a/2, c_1\\}\\) – adequate cover</li>\n  <li><em>a</em> – clear distance between anchors</li>\n  <li><em>c</em><sub>1</sub> – clear distance to concrete block edge</li>\n  <li>\\(\\phi\\) – anchor diameter</li>\n  <li>\\(\\alpha_2 = 1.0 - 0.15 \\frac{c_d - \\phi}{\\phi}\\) – factor for the effect of concrete minimum cover; \\(0.7 \\le \\alpha_2 \\le 1.0\\)</li>\n  <li>\\(\\alpha_3 = 1.0\\) – factor for the effect of confinement by transverse reinforcement</li>\n  <li>\\(\\alpha_4 = 1.0 \\) – factor for the influence of one or more welded transverse bars along the design anchorage length</li>\n  <li>\\(\\alpha_5=1.0\\) – factor for the effect of the pressure transverse to the plane of splitting along the design anchorage length</li>\n  <li>\\(l_{b,rqd} = \\frac{\\phi}{4} \\frac{f_{ya}}{f_{bd}}\\) – required anchorage length</li>\n  <li>\\(f_{bd} = \\frac{2.25 \\cdot \\eta_1 \\cdot \\eta_2 f_{ctd}}{2}\\) – design value of the ultimate bond stress (assumed half that of ribbed reinforcement)</li>\n  <li>\\(\\eta_1=1.0\\) – coefficient related to the quality of the bond condition and the position of the bar during concreting; good conditions are assumed, which may be dangerous for the rare case of horizontal anchors placed at the top of the concrete</li>\n  <li>\\(\\eta_2=\\min \\{1.0, \\frac{132-\\phi}{100}\\) – coefficient related to the bar diameter</li>\n  <li>\\(f_{ctd}=\\frac{\\alpha_{ct} \\cdot f_{ctk,0.05}}{\\gamma_c}\\) – design value of concrete tensile strength</li>\n  <li>\\(\\alpha_{ct}=1.0\\) – coefficient taking account of long term effects on the tensile strength and of unfavourable effects</li>\n  <li>\\(f_{ctk,0.05}\\) – characteristic axial tensile strength of concrete (5% quantile)</li>\n  <li>\\(\\gamma_c\\) – safety factor for concrete editable in Project Settings</li>\n</ul>\n<p>Several <strong>detailing rules</strong> are added:</p>\n<ul>\n  <li>Anchor yield strength must not be higher than 300 MPa (EN 1993-1-8 – 6.2.6.12 (5))</li>\n  <li>Minimum anchorage length \\(l_{b,min}\\) must be kept (EN 1992-1-1 – Equation (8.6)):</li>\n</ul>\n<p>\\[ l_b \\ge l_{b,min} = \\max \\{ 0.3 \\cdot l_{b,rqd}, 10\\cdot \\phi , 100 \\}\\]</p>\n<ul>\n  <li>Anchorage length should be sufficient for the steel tensile failure mode to govern to facilitate plastic design&nbsp;</li>\n</ul>\n<p><br></p>\n<p>The pullout resistance of <strong>other types of anchors</strong> is not checked and must be guaranteed by the manufacturer.</p>\n<h4>Concrete blowout resistance (EN 1992-4, Cl.&nbsp;7.2.1.8)</h4>\n<p>Blow-out failure is checked for <strong>cast-in headed anchors</strong> (Anchor type – washer) with edge distance <em>c</em> ≤ 0.5 <em>h</em><sub>ef</sub> according to EN&nbsp;1992-4, Cl.&nbsp;7.2.1.8. Anchors are treated as a group if their spacing near the edge is <em>s</em> ≤ 4 <em>c</em><sub>1</sub>. Undercut anchors can be checked the same way but the value of <em>A</em><sub>h</sub> is unknown in the software. The blow-out failure of undercut anchors can be determined by selecting a washer plate with the corresponding dimension.</p>\n<p>\\[N_{Rd,cb} = \\frac{N_{Rk,cb}}{\\gamma_{Mc}}\\]</p>\n<p>where:</p>\n<ul>\n  <li>\\(N_{Rk,cb} = N_{Rk,cb}^0 \\cdot \\frac{A_{c,Nb}}{A_{c,Nb}^0} \\cdot \\psi_{s,Nb} \\cdot \\psi_{g,Nb} \\cdot \\psi_{ec,Nb}\\) – characteristic resistance in case of concrete blow-out failure</li>\n  <li>\\(N_{Rk,cb}^0 = k_5 \\cdot c_1 \\cdot \\sqrt{A_h} \\cdot \\sqrt{f_{ck}}\\) – characteristic resistance of a single fastener, not influenced by adjacent fasteners or further edges</li>\n  <li><em>A</em><sub>c,Nb</sub> – actual projected area, limited by overlapping concrete break-out bodies of adjacent fasteners as well as by proximity of edges of the concrete member or the member thickness</li>\n  <li><em>A</em><sub>c,Nb</sub><sup>0</sup> = (4 <em>c</em><sub>1</sub>)<sup>2</sup> – reference projected area of a single fastener with an edge distance equal to <em>c</em><sub>1</sub></li>\n  <li>\\(\\psi_{s,Nb} = 0.7+0.3 \\frac{c_2}{2 c_1} \\le 1\\) – factor taking into account the disturbance of the distribution of stresses in the concrete due to the proximity of a corner of the concrete member</li>\n  <li>\\( \\psi_{g,Nb} = \\sqrt{n} + (1-\\sqrt{n}) \\frac{s_2}{4c_1} \\ge 1 \\) – factor taking into account group effect</li>\n  <li>\\(\\psi_{ec,Nb} = \\frac{1}{1+2 e_N / s_{cr,Nb}} \\le 1\\) – factor taking into account group effect, when different loads are acting on the individual fasteners of a group</li>\n  <li><em>k</em><sub>5</sub> – parameter related to the state of the concrete; for cracked concrete <em>k</em><sub>5</sub> = 8.7, for uncracked concrete <em>k</em><sub>5</sub> = 12.2</li>\n  <li><em>c</em><sub>1</sub> – edge distance of fastener in direction 1 towards the closest edge</li>\n  <li><em>c</em><sub>2</sub> – edge distance of fastener perpendicular to direction 1 that is the smallest edge distance in a narrow member with multiple edge distances</li>\n  <li><em>A</em><sub>h</sub> – area of the load-bearing head of the fastener; for circular washer plate \\(A_h = \\frac{\\pi}{4} \\left ( d_h^2 - d^2 \\right )\\), for rectangular washer plate \\(A_h = a_{wp}^2 - \\frac{\\pi}{4} d^2\\)</li>\n  <li><em>d</em> – anchor nominal diameter</li>\n  <li><em>d</em><sub>h</sub> – circular washer plate diameter</li>\n  <li><em>a</em><sub>wp</sub> – side size of squared washer plate</li>\n  <li><em>f</em><sub>ck</sub> – characteristic compressive cylinder strength of concrete</li>\n  <li><em>n</em> – number of fasteners in a row parallel to the edge of the concrete member</li>\n  <li><em>s</em><sub>2</sub> – spacing of fasteners in a group perpendicular to &nbsp;direction 1</li>\n  <li><em>s</em><sub>cr,Nb</sub> = 4 <em>c</em><sub>1</sub> – spacing that is required for a fastener to develop its characteristic tensile strength against blow-out failure</li>\n</ul>\n<h4>Anchor shear steel resistance (EN&nbsp;1993-1-8 – Cl.&nbsp;6.2.2)</h4>\n<p>Anchor shear steel resistance of <strong>cast-in anchors</strong> is determined according to EN 1993-1-8 – 6.2.2 (7) regardless of direct or mortar joint stand-off. The addition of friction is problematic in practice and is not assumed. The background for Eurocode calculation is the Stevin Laboratory model presented in <a href=\"https://heronjournal.nl/53-12/5.pdf\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">this paper</a>. Holes should be standard, not oversized and the grout strength and thickness should be according to Cl. 6.2.5 (7).</p>\n<p>\\[F_{vb,Rd} = \\min \\{F_{1vb,Rd}, F_{2vb,Rd} \\} \\]</p>\n<p>where:</p>\n<ul>\n  <li>\\(F_{1vb,Rd} = \\frac{\\alpha_v \\cdot f_{ub} \\cdot A}{\\gamma_{M2}}\\) – anchor shear resistance from Table 3.4\n    <ul>\n      <li><em>α</em><sub>v</sub> = 0.6 for grades 4.6, 5.6, 8.8 and 0.5 for grades 4.8, 5.8, 6.8, 10.9</li>\n      <li><em>f</em><sub>ub</sub> – ultimate tensile strength of the bolt</li>\n      <li><em>A </em>– tensile stress area of the bolt\n        <ul>\n          <li><em>A = A </em>for shear plane excluded from threads; <em>A </em>is gross cross-section area of the anchor</li>\n          <li><em>A = A</em><sub>s</sub> for shear plane intercepted by threads; <em>A</em><sub>s</sub> is tensile stress area of the bolt</li>\n        </ul>\n      </li>\n      <li><em>γ</em><sub>M2</sub> – safety factor (EN 1993-1-8 – Table 2.1; editable in Project Settings)</li>\n    </ul>\n  </li>\n  <li>\\(F_{2vb,Rd} = \\frac{\\alpha_b \\cdot f_{ub} \\cdot A_s}{\\gamma_{M2}}\\) – anchor shear resistance from Equation (6.2)\n    <ul>\n      <li>\\(\\alpha_b = 0.44 - 0.0003 f_{yb}\\) – coefficient depending on the yield strength the anchor bolt</li>\n      <li><em>f</em><sub>yb</sub> – anchor yield strength; 235 MPa \\(\\le f_{yb} \\le\\) 640 MPa</li>\n      <li><em>f</em><sub>ub</sub> – anchor tensile strength</li>\n      <li><em>A</em><sub>s</sub> – tensile stress area</li>\n    </ul>\n  </li>\n</ul>\n<h4>Anchor shear steel resistance (EN&nbsp;1992-4 – Cl.&nbsp;7.2.2.3)</h4>\n<p>Anchor shear steel resistance of <strong>post-installed fasteners</strong> is checked according to EN&nbsp;1992-4 – Cl.&nbsp;7.2.2.3. Friction is not taken into account. Shear with and without lever arm is recognized in dependence on base plate manufacturing operation settings.&nbsp;</p>\n<p>\\[V_{Rd,s} = \\frac{V_{Rk,s}}{\\gamma_{Ms}}\\]</p>\n<p>For stand-off: direct, the <strong>shear without lever arm</strong> is assumed (EN&nbsp;1992-4 – Cl.&nbsp;7.2.2.3.1):</p>\n<p><em>V</em><sub>Rk,s</sub> = <em>k</em><sub>6</sub> ∙ <em>A</em><sub>s</sub> ∙ <em>f</em><sub>uk</sub> – characteristic resistance of a single fastener in case of steel failure; or fasteners with a ratio <em>h</em><sub>ef</sub> / <em>d</em><sub>nom</sub> &lt; 5 and a concrete compressive strength class &lt; C20/25 the characteristic resistance <em>V</em><sub>Rk,s</sub> should be multiplied by a factor of 0.8.</p>\n<p>For stand-off: mortar joint, the <strong>shear with lever arm</strong> is assumed (EN&nbsp;1992-4 – Cl.&nbsp;7.2.2.3.2):</p>\n<p>\\[V_{Rk,s}= \\frac{\\alpha_M \\cdot M_{Rk,s}}{l_a}\\]</p>\n<p>where:</p>\n<ul>\n  <li><em>k</em><sub>6</sub> = 0.6 for anchors with fuk ≤ 500&nbsp;MPa; <em>k</em><sub>6</sub> = 0.5 otherwise</li>\n  <li><em>A</em><sub>s</sub> – shear area of anchor; &nbsp;if shear plane in a thread is selected, the area reduced by threads is used; otherwise, full shank area is used</li>\n  <li><em>f</em><sub>uk</sub>\t– anchor bolt ultimate strength</li>\n  <li><em>α</em><sub>M</sub>&nbsp;=&nbsp;2 – full restraint is assumed (EN&nbsp;1992-4 – Cl.&nbsp;6.2.2.3)</li>\n  <li>\\( M_{Rk,s} = M_{Rk,s}^0 \\left ( 1 - \\frac{N_{Ed}}{N_{Rd,s}} \\right ) \\) – characteristic bending resistance of the anchor decreased by the tensile force in the anchor</li>\n  <li><em>M</em><sub>Rk,s</sub><sup>0</sup>&nbsp;=&nbsp;1.2 <em>W</em><sub>el</sub> <em>f</em><sub>ub </sub>– characteristic bending resistance of the anchor (ETAG&nbsp;001, Annex C – Equation (5.5b))\t</li>\n  <li>\\( W_{el} = \\frac{\\pi d^3}{32}\\) – section modulus of the anchor</li>\n  <li><em>d</em> – anchor bolt diameter; if the shear plane in a thread is selected, the diameter reduced by threads is used; otherwise, nominal diameter, <em>d</em><sub>nom</sub>, is used</li>\n  <li><em>N</em><sub>Ed</sub> – tensile force in the anchor</li>\n  <li><em>N</em><sub>Rd,s</sub> – tensile resistance of the anchor</li>\n  <li><em>l</em><sub>a</sub>&nbsp;=&nbsp;0.5 <em>d</em><sub>nom</sub> + <em>t</em><sub>mortar</sub>&nbsp;+&nbsp;0.5&nbsp;<em>t</em><sub>bp</sub> – lever arm</li>\n  <li><em>t</em><sub>mortar</sub> – thickness of mortar (grout)</li>\n  <li><em>t</em><sub>bp</sub> – thickness of the base plate</li>\n  <li><em>γ</em><sub>Ms</sub> = 1.0 ∙ <em>f</em><sub>uk</sub> / <em>f</em><sub>yk</sub> ≥ 1.25 for <em>f</em><sub>uk</sub> ≤ 800&nbsp;MPa and <em>f</em><sub>yk</sub> / <em>f</em><sub>uk</sub> ≤ 0.8; <em>γ</em><sub>Ms </sub>= 1.5 otherwise – partial safety factor for steel failure (EN&nbsp;1992-4 – Table 4.1)</li>\n</ul>\n<h4>Concrete pry-out failure (EN&nbsp;1992-4 – Cl.&nbsp;7.2.2.4):</h4>\n<p>\\[ V_{Rd,cp}= \\frac{V_{Rk,cp}}{\\gamma_{Mc}} \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>V</em><sub>Rk,cp</sub> = <em>k</em><sub>8</sub> ∙ <em>N</em><sub>Rk,c</sub> – characteristic resistance of concrete pry-out failure</li>\n  <li><em>k</em><sub>8</sub>&nbsp;= 1 for <em>h</em><sub>ef</sub>&nbsp;&lt; 60 mm; <em>k</em><sub>8</sub>&nbsp;= 2 for <em>h</em><sub>ef</sub>&nbsp;≥ 60 mm (ETAG&nbsp;001, Annex C – Cl.&nbsp;5.2.3.3)</li>\n  <li><em>N</em><sub>Rk,c</sub> – characteristic resistance of a fastener, a group of fasteners, and the tensioned fasteners of a group of fasteners in case of concrete cone failure; all anchors are assumed to be in tension</li>\n  <li><em>γ</em><sub>Mc</sub>&nbsp;=&nbsp;<em>γ</em><sub>c</sub> – partial safety factor (EN&nbsp;1992-4 – Table&nbsp;4.1, <em>γ</em><sub>inst</sub>&nbsp;= 1.0 for shear loading)</li>\n  <li><em>γ</em><sub>c</sub> – partial safety factor for concrete (editable in Code setup)</li>\n</ul>\n<h4>Concrete edge failure (EN&nbsp;1992-4 – Cl.&nbsp;7.2.2.5):</h4>\n<p>Concrete edge failure is a brittle failure, and the worst possible case is checked, i.e. only the anchors located near the edge transfer the full shear load acting on a whole base plate. If anchors are positioned in a rectangular pattern, the row of anchors at the investigated edge transfers the shear load. If anchors are positioned irregularly, the two anchors nearest to the investigated edge transfer the shear load. Two edges in the direction of the shear load are investigated, and the worst case is shown in the results.</p>\n<figure data-asset-id=\"b5679c7f-4b3f-4112-8102-4901eafcd71f\" data-image-id=\"b5679c7f-4b3f-4112-8102-4901eafcd71f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a474081e-7cf0-4c58-a894-ab1f9acf233d/Concrete_edge.png\" data-asset-id=\"b5679c7f-4b3f-4112-8102-4901eafcd71f\" data-image-id=\"b5679c7f-4b3f-4112-8102-4901eafcd71f\" alt=\"\"></figure>\n<p><em>Investigated edges in dependence on the direction of the shear force resultant</em></p>\n<p>\\[ V_{Rd,c} = \\frac{V_{Rk,c}}{\\gamma_{Mc}} \\]</p>\n<p>where:</p>\n<ul>\n  <li>\\( V_{Rk,c}= V_{Rk,c}^0 \\cdot \\frac{A_{c,V}}{A_{c,V}^0} \\cdot \\psi_{s,V} \\cdot \\psi_{h,V} \\cdot \\psi_{ec,V} \\cdot \\psi_{\\alpha,V} \\cdot \\psi_{re,V} \\) – characteristic resistance of a fastener or a group of fasteners loaded towards the edge</li>\n  <li>\\( V_{Rk,c}^0 = k_9 \\cdot d_{nom}^\\alpha \\cdot l_f^\\beta \\cdot f_{ck}^{0.5} \\cdot c_1^{1.5}\\) – initial value of the characteristic resistance of a fastener loaded perpendicular to the edge</li>\n  <li><em>k</em><sub>9</sub> – factor taking into account concrete condition; <em>k</em><sub>9</sub> = 1.7 for cracked concrete, <em>k</em><sub>9</sub> = 2.4 for non-cracked concrete</li>\n  <li>\\( \\alpha = 0.1 \\left ( \\frac{l_f}{c_1} \\right ) ^{0.5} \\)</li>\n  <li>\\( \\beta = 0.1 \\left ( \\frac{d_{nom}}{c_1} \\right ) ^{0.2} \\)</li>\n  <li><em>l</em><sub>f</sub>&nbsp;=&nbsp;min&nbsp;(<em>h</em><sub>ef</sub>, 12 <em>d</em><sub>nom</sub>) for <em>d</em><sub>nom</sub> ≤ 24&nbsp;mm; <em>l</em><sub>f</sub>&nbsp;=&nbsp;min&nbsp;[<em>h</em><sub>ef</sub>, max (8 <em>d</em><sub>nom</sub>, 300&nbsp;mm)] for <em>d</em><sub>nom</sub> &gt; 24&nbsp;mm – effective length of the anchor in shear</li>\n  <li><em>h</em><sub>ef</sub> – embedment depth of the anchor in concrete</li>\n  <li><em>c</em><sub>1</sub> – distance from the anchor to the investigated edge; for fastenings in a narrow, thin member, the effective distance \\( c'_1=\\max \\left \\{ \\frac{c_{2,max}}{1.5}, \\, \\frac{h}{1.5}, \\, \\frac{s_{2,max}}{3} \\right \\} \\) is used instead</li>\n  <li><em>c</em><sub>2</sub> – smaller distance to the concrete edge perpendicular to the distance <em>c</em><sub>1</sub></li>\n  <li><em>d</em><sub>nom</sub> – nominal anchor diameter</li>\n  <li><em>A</em><sub>c,V</sub><sup>0</sup> = 4.5 <em>c</em><sub>1</sub><sup>2</sup> – area of a concrete cone of an individual anchor at the lateral concrete surface not affected by edges</li>\n  <li><em>A</em><sub>c,V</sub> – actual area of the concrete cone of the anchorage at the lateral concrete surface&nbsp;</li>\n  <li>\\(\\psi_{s,V} = 0.7+0.3 \\frac{c_2}{1.5 c_1} \\le 1.0 \\) – factor which takes account of the disturbance of the distribution of stresses in the concrete due to further edges of the concrete member on the shear resistance</li>\n  <li>\\( \\psi_{h,V} = \\left ( \\frac{1.5 c_1}{h} \\right ) ^ {0.5} \\ge 1.0 \\) – factor which takes account of the fact that the shear resistance does not decrease proportionally to the member thickness as assumed by the ratio <em>A</em><sub>c,V</sub> / <em>A</em><sub>c,V</sub><sup>0</sup></li>\n  <li>\\( \\psi_{ec,V} = \\frac{1}{1+2 e_V / (3c_1)} \\le 1 \\) – factor which takes account of a group effect when different shear loads are acting on the individual anchors of a group</li>\n  <li>\\( \\psi_{\\alpha,V} = \\sqrt{\\frac{1}{(\\cos \\alpha_V)^2 + (0.5 \\sin \\alpha_V)^2}} \\ge 1 \\) – takes account of the angle <em>α</em><sub>V</sub> between the load applied, <em>V</em>, and the direction perpendicular to the free edge of the concrete member</li>\n  <li><em>ψ</em><sub>re,V</sub>&nbsp;=&nbsp;1.0 – factor takes account of the effect of the type of reinforcement used in cracked concrete</li>\n  <li><em>h</em> – concrete block height</li>\n  <li><em>γ</em><sub>Mc</sub>&nbsp;=&nbsp;<em>γ</em><sub>c</sub> – partial safety factor (EN&nbsp;1992-4 – Table&nbsp;4.1, <em>γ</em><sub>inst</sub>&nbsp;= 1.0 for shear loading)</li>\n  <li><em>γ</em><sub>c</sub> – partial safety factor for concrete (editable in Code setup)</li>\n</ul>\n<h4>Interaction of tension and shear in steel (EN 1993-1-8 – Table 3.4)</h4>\n<p>The interaction of tension and shear for <strong>cast-in anchors</strong> is not necessary because it is implicitly included in the anchor shear check.</p>\n<p><a href=\"https://www.staalsupport.nl/zoeken-detail.asp?pag=499\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">Explanation at Steel support from the Netherlands:</a></p>\n<p><em>For checking of normal bolts, Table 3.4 of EN 1993-1-8 includes a formula for the interaction of normal force and shear force. However, this formula only applies to bolts in a normal (steel-steel) connection and not to anchors in a column base plate connection. When checking the shear resistance of the anchor, a tensile force in the bolt equal to the resistance to yielding was already taken into account; see Eq. 6.2 of Cl. 6.2.2 (7) of EN 1993-1-8. The actual tensile stress that occurs in the anchor is therefore not relevant. This calculation method is based on tests carried out at the TU Delft. These calculation rules from the Eurocode are identical to the calculation rules from the TGB series. The explanation of the calculation rule is included in NEN 6772 but not in EN 1993-1-8. For column base plate connections, it is therefore sufficient to only carry out the separate checks for tension and shear.</em></p>\n<h4>Interaction of tension and shear in steel (EN 1992-4 – Table 7.3)</h4>\n<p>The interaction of tension and shear for <strong>post-installed fasteners</strong> is determined separately for steel and concrete failure modes according to Table 7.3. Interaction in steel is checked according to Equation (7.54). The interaction in steel is checked for each anchor separately.</p>\n<p>\\[ \\left ( \\frac{N_{Ed}}{N_{Rd,s}} \\right )^2 + \\left ( \\frac{V_{Ed}}{V_{Rd,s}} \\right )^2 \\le 1.0 \\]</p>\n<h4>Interaction of tension and shear in concrete</h4>\n<p>&nbsp;Interaction in concrete is checked according to Equation (7.55).</p>\n<p>\\[ \\left ( \\frac{N_{Ed}}{N_{Rd,i}} \\right )^{1.5} + \\left ( \\frac{V_{Ed}}{V_{Rd,i}} \\right )^{1.5} \\le 1.0 \\]</p>\n<p>The largest value of \\(N_{Ed} / N_{Rd,i} \\) and \\(V_{Ed} / V_{Rd,i} \\) for the different failure modes shall be taken. Note that values of \\(N_{Ed}\\) and \\(N_{Rd,i}\\) often belong to a group of anchors.</p>\n<h3>Anchors with stand-off</h3>\n<p>An anchor with stand-off is designed as a bar element loaded by shear force, bending moment, and compressive or tensile force. These internal forces are determined by the finite element model. The anchor is fixed on both sides, one side is 0.5×<em>d</em> below the concrete level, and the other side is in the middle of the thickness of the plate. The buckling length is conservatively assumed as twice the length of the bar element. Plastic section modulus is used. The bar element is designed according to EN 1993-1-1. The shear force may decrease the yield strength of the steel according to Cl. 6.2.8 but the minimum length of the anchor to fit the nut under the base plate ensures that the anchor fails in bending before the shear force reaches half the shear resistance. The reduction is therefore not necessary. The interaction of bending moment and compressive or tensile strength is assessed according to Cl. 6.2.1.</p>\n<h4>Shear resistance (EN 1993-1-1 Cl. 6.2.6):</h4>\n<p>\\[ V_{pl,Rd} = \\frac{A_V f_y / \\sqrt{3}}{\\gamma_{M2}} \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>A</em><sub>V</sub> = 0.844 <em>A</em><sub>s</sub> – shear area</li>\n  <li><em>A</em><sub>s</sub> – bolt area reduced by threads</li>\n  <li><em>f</em><sub>y</sub> – bolt yield strength</li>\n  <li><em>γ</em><sub>M2</sub> – partial safety factor</li>\n</ul>\n<h4>Tensile resistance (EN 1993-1-8 – Cl. 3.6.1):</h4>\n<p>\\[ F_{t,Rd}=\\frac{c k_2 f_{ub} A_s}{\\gamma_{M2}} \\ge F_t \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>c</em> – decrease in tensile resistance of bolts with cut thread according to EN 1993-1-8 – Cl. 3.6.1. (3) editable in Code setup</li>\n  <li><em>k</em><sub>2</sub>&nbsp;=&nbsp;0.9 – factor from Table 3.4 in EN 1993-1-8</li>\n  <li><em>f</em><sub>ub</sub> – anchor bolt ultimate strength</li>\n  <li><em>A</em><sub>s</sub> – anchor bolt tensile stress area</li>\n  <li><em>γ</em><sub>M2</sub> – safety factor (EN 1993-1-8 – Table 2.1; editable in Code setup)</li>\n</ul>\n<h4>Compressive resistance (EN 1993-1-1 Cl. 6.3):</h4>\n<p>\\[ F_{c,Rd} = \\frac{\\chi A_s f_y}{\\gamma_{M2}} \\]</p>\n<p>where:</p>\n<ul>\n  <li>\\( \\chi = \\frac{1}{\\Phi + \\sqrt{\\Phi^2 - \\bar\\lambda^2}} \\le 1 \\) – buckling reduction factor</li>\n  <li>\\( \\Phi = 0.5 \\left [1+ \\alpha (\\bar\\lambda - 0.2) + \\bar\\lambda^2 \\right ] \\) – value to determine buckling reduction factor <em>χ</em></li>\n  <li><em>α</em> = 0.49 – imperfection factor for buckling curve c (belonging to the full circle)</li>\n  <li>\\( \\bar\\lambda = \\sqrt{\\frac{A_s f_y}{N_{cr}}} \\) – relative slenderness</li>\n  <li>\\( N_{cr} = \\frac{\\pi^2 E I}{L_{cr}^2} \\) – Euler's critical force</li>\n  <li>\\( I = \\frac{\\pi d_s^4}{64} \\) – moment of inertia of the bolt</li>\n  <li><em>L</em><sub>cr</sub> = 2 <em>l</em> – buckling length; it is assumed on the safe side that the bolt is fixed in the concrete and able to rotate at the base plate freely</li>\n  <li><em>l</em> – length of the bolt element equal to half the base plate thickness + gap + half the bolt diameter; it is assumed on the safe side that the washer and a nut are not clamped to the concrete surface (ETAG&nbsp;001 – Annex&nbsp;C –&nbsp;Cl. 4.2.2.4)</li>\n</ul>\n<h4>Bending resistance (EN 1993-1-1 Cl. 6.2.5):</h4>\n<p>\\[ M_{pl,Rd} = \\frac{W_{pl} f_y}{\\gamma_{M2}} \\]</p>\n<ul>\n  <li>\\( W_{pl}= \\frac{d_s^3}{6} \\) – section modulus of the bolt</li>\n  <li><em>f</em><sub>y</sub> – bolt yield strength</li>\n  <li><em>γ</em><sub>M2</sub> – partial safety factor</li>\n</ul>\n<h4>Anchor steel utilization (EN&nbsp;1993-1-1 Cl.&nbsp;6.2.1)</h4>\n<p>\\[ \\frac{N_{Ed}}{N_{Rd}} + \\frac{M_{Ed}}{M_{Rd}} \\le 1 \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>N</em><sub>Ed</sub> – tensile (positive) or compressive (negative sign) design force</li>\n  <li><em>N</em><sub>Rd</sub> – tensile (positive, <em>F</em><sub>t,Rd</sub>) or compressive (negative sign, <em>F</em><sub>c,Rd</sub>) design resistance</li>\n  <li><em>M</em><sub>Ed</sub> – design bending moment</li>\n  <li><em>M</em><sub>Rd</sub>&nbsp;=&nbsp;<em>M</em><sub>pl,Rd</sub> – design bending resistance</li>\n</ul>\n<h3>Detailing</h3>\n<p>A detailing check of anchors is performed if the option is selected in the Code setup. Only minimum spacing between anchors (measured centreline to centreline) is checked. The minimum spacing differs for each anchor type and is&nbsp;given in the European Technical Product Specification. Users can modify limit spacing value in the Code setup as a multiple of anchor bolt diameter.</p>\n<p>Edge distances to steel plates follow the rules for bolts, i.e. <em>e</em> = 1.2 is recommended in Table 3.3 in EN 1993-1-8. User can modify this value in Code setup.</p>"
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                                                                                                                                    "value": "<h3>Bolts</h3>\n<p>The initial stiffness and design resistance of bolts in shear are in <a data-item-id=\"06158daa-1491-4e83-ac34-4964bd5a3c63\" href=\"\">CBFEM</a> modeled according to Cl.&nbsp;3.6 and 6.3.2 in EN 1993-1-8. The spring representing bearing and tension has a bi-linear force-deformation behavior with an initial stiffness and design resistance according to Cl. 3.6 and 6.3.2 in EN 1993-1-8.</p>\n<p>Design tension resistance of bolt (EN 1993-1-8 – Table 3.4):</p>\n<p>\\[ F_{t,Rd}=0.9 f_{ub} A_s / \\gamma_{M2} \\]</p>\n<p>Design punching shear resistance of bolt head or nut (EN 1993-1-8 – Table 3.4):</p>\n<p>\\[ B_{p,Rd} = 0.6 \\pi d_m t_p f_u / \\gamma_{M2} \\]</p>\n<p>Design shear resistance per one shear plane (EN 1993-1-8 – Table 3.4):</p>\n<p>\\[ F_{v,Rd} = \\alpha_v f_{ub} A_s / \\gamma_{M2} \\]</p>\n<p>Design shear resistance can be multiplied by reduction factor <em>β</em><sub>p</sub> if packing is present (EN 1993-1-8 – Cl. 3.6.1. (12)), and this option is selected in Code setup.</p>\n<p>Design bearing resistance of plate (EN 1993-1-8 – Table 3.4):</p>\n<p>\\( F_{b,Rd} = k_1 \\alpha_b f_u d t / \\gamma_{M2} \\) &nbsp;&nbsp;&nbsp;for standard holes</p>\n<p>\\( F_{b,Rd} = 0.6 k_1 \\alpha_b f_u d t / \\gamma_{M2} \\) &nbsp;&nbsp;&nbsp;for slotted holes</p>\n<p>Utilization in tension [%]:</p>\n<p>\\[ Ut_t = \\frac{F_{t,Ed}}{\\min (F_{t,Rd},\\, B_{p,Rd})} \\]</p>\n<p>Utilization in shear [%]:</p>\n<p>\\[ Ut_s = \\frac{F_{v,Ed}}{\\min (F_{v,Rd},\\, F_{b,Rd})} \\]</p>\n<p>Interaction in shear and tension [%]:</p>\n<p>\\[ Ut_{ts}=\\frac{F_{v,Ed}}{F_{v,Rd}}+\\frac{F_{t,Ed}}{1.4 F_{t,Rd}} \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>A</em><sub>s</sub> – tensile stress area of the bolt</li>\n  <li><em>f</em><sub>ub</sub> – ultimate tensile strength of the bolt</li>\n  <li><em>d</em><sub>m</sub> – mean of the across points and across flats dimensions of the bolt head or the nut, whichever is smaller</li>\n  <li><em>d</em> – bolt diameter</li>\n  <li><em>t</em><sub>p</sub> – plate thickness under the bolt head/nut</li>\n  <li><em>f</em><sub>u</sub> – ultimate steel strength</li>\n  <li><em>α</em><sub>v</sub> = 0.6 for grades 4.6, 5.6, 8.8 and 0.5 for grades 4.8, 5.8, 6.8, 10.9</li>\n  <li>\\( k_1 = \\min \\left \\{2.8 \\frac{e_2}{d_0}-1.7, \\, 1.4 \\frac{p_2}{d_0}-1.7, \\, 2.5 \\right \\} \\) – factor from Table 3.4</li>\n  <li>\\(\\alpha_b = 1.0\\) if the bearing check with \\(\\alpha_b\\) is deactivated in Code setup; if the check is activated, the value of <em>α</em><sub>b</sub> is determined according to EN 1993-1-8 – Table 3.4: \\( \\alpha_b = \\min \\left \\{ \\alpha_d, \\, \\frac{f_{ub}}{f_u}, \\, 1.0 \\right \\} \\)</li>\n  <li>\\(\\alpha_d = \\min \\left \\{ \\frac{e_1}{3 d_0}, \\, \\frac{p_1}{3 d_0}-\\frac{1}{4} \\right \\} \\)</li>\n  <li><em>e</em><sub>1</sub>, <em>e</em><sub>2</sub> – edge distances in the direction of the load and perpendicular to the load</li>\n  <li><em>p</em><sub>1</sub>, <em>p</em><sub>2</sub> – bolt pitches in the direction of the load and perpendicular to the load</li>\n  <li><em>F</em><sub>t,Ed</sub> – design tensile force in bolt</li>\n  <li><em>F</em><sub>v,Ed</sub> – design shear force in bolt</li>\n  <li><em>γ</em><sub>M2</sub> – safety factor (EN 1993-1-8 – Table 2.1; editable in Code setup)</li>\n</ul>\n<figure data-asset-id=\"de7215de-898d-4c3b-bd97-fa57ff69311e\" data-image-id=\"de7215de-898d-4c3b-bd97-fa57ff69311e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a7118264-bc51-467c-af9b-09b310aea86a/Bolt_check.png\" data-asset-id=\"de7215de-898d-4c3b-bd97-fa57ff69311e\" data-image-id=\"de7215de-898d-4c3b-bd97-fa57ff69311e\" alt=\"\"></figure>\n<p>Edge distances used for bolt bearing resistance must be relevant for general plate geometries, plates with openings, cutouts, etc.</p>\n<p>The algorithm reads the real direction of the resulting shear force vector in a given bolt and then calculates the distances needed for the bearing check.</p>\n<p>The end (<em>e</em><sub>1</sub>) and edge (<em>e</em><sub>2</sub>) distances are determined by dividing the plate contour into three segments. The \"end segment\" is indicated by a 60° range in the direction of the force vector. The \"edge segments\" are defined by two 65° ranges perpendicular to the force vector. The shortest distance between a bolt and an edge in the relevant segment is then taken as an end, or edge distance.</p>\n<p>The algorithm evaluates all plates connected by the bolt—the connecting plates (e.g., a splice plate), the member plates (e.g., a top flange), and the shortest distance is used.</p>\n<figure data-asset-id=\"206cf95d-3010-4d11-ab8a-aceb3f62bdc6\" data-image-id=\"206cf95d-3010-4d11-ab8a-aceb3f62bdc6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c166c28a-3f8f-4d50-99ba-857ed9b01e6c/Bolt%20bearing%20distances%201.png\" data-asset-id=\"206cf95d-3010-4d11-ab8a-aceb3f62bdc6\" data-image-id=\"206cf95d-3010-4d11-ab8a-aceb3f62bdc6\" alt=\"Bolt bearing distances (EN)\"></figure>\n<p>The spacing distances between bolt holes (p1; p2) are determined by virtually enlarging the surrounding bolt holes by half their diameter, then drawing two lines in the direction and perpendicular to the shear force vector. When these lines intersect with virtually enlarged bolt holes, then the distances to these bolts are considered as <em>p</em><sub>1</sub> and <em>p</em><sub>2</sub> in the calculation.</p>\n<p>If the lines don't intersect with the visually closest bolt (even though the line misses the bolt closely), this bolt is neglected. If the lines don't intersect with any bolt, an infinite value is used.</p>\n<figure data-asset-id=\"15a106be-af4c-4966-ac50-a889863e1a5c\" data-image-id=\"15a106be-af4c-4966-ac50-a889863e1a5c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b8152921-f220-412f-81de-8c8c83d7e2c2/Bolt%20bearing%20distances%202.png\" data-asset-id=\"15a106be-af4c-4966-ac50-a889863e1a5c\" data-image-id=\"15a106be-af4c-4966-ac50-a889863e1a5c\" alt=\"Bolt bearing distances (EN)\"></figure>\n<h4>Bolts connecting thin-walled plates</h4>\n<p>Bolts connecting plates thinner than 3 mm, the provisions of EN 1993-1-3, Table 8.4 are used instead.&nbsp;</p>\n<p><strong>Bearing resistance:</strong></p>\n<p>\\[F_{b,Rd}=2.5\\cdot \\alpha_b \\cdot k_t \\cdot f_u \\cdot d \\cdot t /\\gamma_{M2}\\]</p>\n<p>where:</p>\n<ul>\n  <li>\\( \\alpha_b=\\min \\left \\{ 1.0, e_1/(3d) \\right \\} \\)</li>\n  <li>\\(k_t = (0.8 t+1.5)/2.5 \\) for 0.75 mm \\(\\le t \\le\\) 1.25 mm; \\( k_t=1.0 \\) for \\(t&gt;1.25\\) mm</li>\n  <li>\\(f_u\\) – ultimate strength of the connected plate</li>\n  <li>\\(d\\) – bolt diameter</li>\n  <li>\\(t\\) – thickness of the connected plate</li>\n  <li>\\(\\gamma_{M2}\\) – partial safety factor for connections editable in Code setup; by default \\(\\gamma_{M2}=1.25\\)</li>\n</ul>\n<p>Shear resistance, tension resistance, interaction of tension and shear, and punching shear resistance are determined according to EN 1993-1-8 – the same way as bolts connecting plates with a thickness higher than 3 mm.</p>\n<p><strong>Range of validity:</strong></p>\n<p>\\[e_1 \\ge 1.0 d_0 \\]</p>\n<p>\\[p_1 \\ge 3 d_0 \\]</p>\n<p>\\[e_2 \\ge 1.5 d_0 \\]</p>\n<p>\\[p_2 \\ge 3 d_0 \\]</p>\n<p>\\[ f_u \\le 550 \\textrm{ MPa} \\]</p>\n<p>\\[3 \\textrm{ mm} &gt; t \\ge 0.75 \\textrm{ mm} \\]</p>\n<p>Minimum bolt size: M6 – checked as \\(d \\ge 6\\) mm</p>\n<p>Bolt strength grades: 4.6 – 10.9 – checked as \\(f_u \\le 1000\\) MPa</p>\n<p>The bolts will be marked as failing if they are outside the range of validity.</p>\n<h3>Preloaded bolts</h3>\n<p>Design slip resistance per bolt grade 8.8 or 10.9 (EN 1993-1-8, Cl. 3.9 – Equation 3.8):</p>\n<p>\\[ F_{s,Rd} =\\frac{k_s n \\mu (F_{p,C} - 0.8 F_{t,Ed})}{\\gamma_{M3}} \\]</p>\n<p>The preload (EN 1993-1-8 – Equation 3.7)</p>\n<p><em>F</em><sub>p,C</sub> = 0.7 <em>f</em><sub>ub</sub> <em>A</em><sub>s</sub></p>\n<p>The preloading force factor 0.7 can be modified in Code setup.</p>\n<p>Utilization [%]:</p>\n<p>\\[ Ut_s = \\frac{V}{F_{s,Rd}} \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>A</em><sub>s</sub> – tensile stress area of the bolt</li>\n  <li><em>f</em><sub>ub</sub> – ultimate tensile strength</li>\n  <li><em>k</em><sub>s</sub> – a coefficient (EN 1993-1-8 – Table 3.6; <em>k</em><sub>s</sub>&nbsp;=&nbsp;1 for normal round holes, <em>k</em><sub>s</sub>&nbsp;=&nbsp;0.63 for slotted holes)</li>\n  <li><em>μ</em> – slip factor editable in Code setup (EN 1993-1-8 – Table 3.7)</li>\n  <li><em>n</em> – number of the friction surfaces. Check is calculated for each friction surface separately</li>\n  <li><em>γ</em><sub>M3</sub> – safety factor (EN 1993-1-8 – Table 2.1; editable in Code setup – recommended values are 1.25 for ultimate limit state and 1.1 for serviceability limit state design)</li>\n  <li><em>V</em> – design shear force in bolt</li>\n  <li><em>F</em><sub>t,Ed</sub> – design tensile force in bolt</li>\n</ul>\n<p>If slip of preloaded bolts is checked for serviceability limit state, they should be afterward switched to \"bearing – tension/shear interaction\" and checked for the ultimate limit state.</p>\n<h3>Fire design</h3>\n<p>Preloaded bolts are assumed to slip, so that the checks of bearing bolts and preloaded bolts are the same.</p>\n<p>Checks at fire and at ambient temperature are both performed and the minimum is selected as a design load resistance.</p>\n<p>At elevated temperature, bolts are checked according to EN 1993-1-2, Annex D. Note that the area reduced by threads is always used in shear check according to D1.1.1. &nbsp;</p>\n<h3>Detailing</h3>\n<p>Detailing checks of bolts are performed if the option is selected in Code setup. Dimensions from bolt center to plate edges and between bolts are checked. Edge distance <em>e</em> = 1.2 and spacing between bolts <em>p</em> = 2.2 are recommended in Table 3.3 in EN 1993-1-8. User can modify both values in Code setup.</p>\n<p>Minimum plate thickness of plates connected by bolts is checked. Plate thickness must be higher than 0.75 mm according to EN 1993-1-3 – Table 8.4.</p>\n<p>Information is issued if ductility and rotation capacity requirements for bolted connection in tension according to EN 1993-1-8 – 6.4.2 are not met. If bolt is loaded predominantly in tension, the thinner connected plate should satisfy:</p>\n<p>\\[t \\le 0,36d \\sqrt{\\frac{f_{ub}}{f_y}}\\]</p>\n<p><br></p>\n<p>The default sizes of bolt assemblies are according to&nbsp;EN ISO 4014 – Hexagon bolt heads, EN ISO 4032 – Hexagon regular nuts, and EN ISO 7089 – Plain washers – Normal series – Product grade A.&nbsp;</p>"
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                                                                                                                                            "value": "<p>Fillet welds are checked according to EN 1993-1-8. The strength of butt welds is assumed the same as the base metal and is not checked.</p>\n<h4>Fillet welds</h4>\n<p><strong>Design resistance</strong></p>\n<p>The plastic redistribution in welds is used to automatically avoid the stress singularities in weld elements to redistribute the stress further along the weld length. The strength of the weld approximately matches the hand calculation, and the stress is correctly distributed for complicated issues like welding to an unstiffened flange (EN 1993-1-8 – Cl. 4.10). The stress in the throat section of a fillet weld is determined according to EN 1993-1-8 Cl. 4.5.3. Stresses are calculated from the stresses in weld element. Bending moment around the longitudinal weld axis is not taken into account.</p>\n<p>\\[ \\sigma_{w,Ed}=\\sqrt{\\sigma_{\\perp}^2 + 3 \\left ( \\tau_{\\perp}^2 + \\tau_{\\parallel}^2 \\right )} \\]</p>\n<p>\\[ \\sigma_{w,Rd} = \\frac{f_u}{\\beta_w \\gamma_{M2}} \\]</p>\n<p><strong>Weld utilization</strong></p>\n<p>\\[ U_t = \\min \\left\\{ \\frac{\\sigma_{{w,Ed}}}{\\sigma_{w,Rd}}, \\frac{\\sigma_{\\perp}}{0.9 f_u / {\\gamma_{M2}}} \\right\\} \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>σ</em><sub>w,Ed</sub> – equivalent stress in the weld</li>\n  <li><em>σ</em><sub>w,Rd</sub> – weld resistance</li>\n  <li><em>β</em><sub>w</sub> – correlation factor (EN 1993-1-8 – Table 4.1)</li>\n  <li><em>f</em><sub>u</sub> – ultimate strength, chosen as the lower of the two connected base materials or according to material chosen by user</li>\n  <li><em>γ</em><sub>M2</sub> – safety factor (EN 1993-1-8 – Table 2.1; editable in Code setup)</li>\n  <li><em>σ</em><sub>┴</sub>, <em>τ</em><sub>┴</sub>, <em>τ</em><sub>‖</sub> – stresses in <a data-item-id=\"de840e15-4e8e-4a27-8715-b8f27e643682\" href=\"\">weld</a> according to the figure below:</li>\n</ul>\n<figure data-asset-id=\"6e157615-f2aa-4114-a7f9-b88331f68286\" data-image-id=\"6e157615-f2aa-4114-a7f9-b88331f68286\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a0f463d1-7875-431b-81ee-82ea9151b974/stress_in_weld.png\" data-asset-id=\"6e157615-f2aa-4114-a7f9-b88331f68286\" data-image-id=\"6e157615-f2aa-4114-a7f9-b88331f68286\" alt=\"\"></figure>\n<p>All values required for check are printed in tables. Ut is the utilization of the most stressed element. Since plastic redistribution of stress in weld is used, it is the decisive utilization. Utc provides information about utilization along the weld length. It is the ratio of actual stress at all elements of the weld to the design resistance of the stress of the whole length of the weld.</p>\n<figure data-asset-id=\"238ab2f2-3a91-486a-b1f2-d2e19bb18fcb\" data-image-id=\"238ab2f2-3a91-486a-b1f2-d2e19bb18fcb\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/53d4c74c-84e9-4757-a2f1-3c73134c8f79/weld_check.PNG\" data-asset-id=\"238ab2f2-3a91-486a-b1f2-d2e19bb18fcb\" data-image-id=\"238ab2f2-3a91-486a-b1f2-d2e19bb18fcb\" alt=\"\"></figure>\n<p>The equivalent stress in the weld diagram shows the following stress:</p>\n<p>\\[ \\sigma = \\max \\left \\{ \\frac{\\sigma_{\\perp}}{0.9 \\beta_w}, \\, \\sqrt{\\sigma_{\\perp}^2 + 3 \\tau_{\\perp}^2 + 3 \\tau_{\\parallel}^2} &nbsp;\\right \\} \\]</p>\n<h4>Butt welds</h4>\n<p>Welds can be specified as butt welds. Complete joint penetration is considered for butt welds, and therefore such welds are not checked.</p>\n<h4>Detailing</h4>\n<p>Minimum plate thickness of welded connections are checked according to EN 1993-1-8 – 4.1(1):</p>\n<ul>\n  <li>For hollow steel section, the plate thickness should be at least 2.5 mm</li>\n  <li>For other plates, the plate thickness should be at least 4 mm</li>\n</ul>\n<p>Maximum weld throat thickness of fillet welds is checked for parallel plates. An error is issued, such weld is not feasible due to geometric constraints.</p>\n<figure data-asset-id=\"663c1e5c-2d8a-4eb6-abf1-0b6d93990c09\" data-image-id=\"663c1e5c-2d8a-4eb6-abf1-0b6d93990c09\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4e62040c-bab9-470a-9e39-07fd52f012f8/Weld_Detailing_EC.png\" data-asset-id=\"663c1e5c-2d8a-4eb6-abf1-0b6d93990c09\" data-image-id=\"663c1e5c-2d8a-4eb6-abf1-0b6d93990c09\" alt=\"\"></figure>\n<p>Minimum weld throat thickness of fillet welds should be at least 3 mm according to EN 1993-1-8 – 4.5.2(2). An error is issued when this requirement is not satisfied.</p>\n<p>A warning is issued when weld throat thickness is smaller than the requirement in DIN EN 1993-1-8 – NA to 4.5.2:</p>\n<p>\\[a \\le \\sqrt{t_{max}}-0.5\\]</p>\n<p>where:</p>\n<ul>\n  <li>\\(a\\) – weld throat thickness</li>\n  <li>\\(t_{max}\\) – thickness of the thicker connected plate&nbsp;</li>\n  <li>units must be in [mm]</li>\n</ul>\n<p>Infomation is issued when weld throat thickness is smaller than the requirement for minimum ductility of welded joints in FprEN 1993-1-8:2023 – 6.9(4). This requirement is checked for double-sided fillet welds by:</p>\n<p>\\[a/t=\\frac{\\beta_w\\gamma_{M2} f_y}{\\sqrt{2} f_u \\gamma_{M0} } \\cdot \\min \\left \\{1.0, 1.1\\frac{f_y}{f_u} \\right \\}\\]</p>\n<p>where:</p>\n<ul>\n  <li>\\(a\\) – weld throat thickness</li>\n  <li>\\(t\\) – thickness of the plate&nbsp;connected by edge</li>\n  <li>\\(\\beta_w\\) – weld correlation factor&nbsp;</li>\n  <li>\\(\\gamma_{M2}\\) – safety factor for bolts and welds; editable in Code setup</li>\n  <li>\\(f_y\\) – plate yield strength</li>\n  <li>\\(f_u\\) – weld ultimate strength</li>\n  <li>\\(\\gamma_{M0}\\) – safety factor for plates; editable in Code setup</li>\n</ul>\n<p>The weld throat thickness for single-sided fillet weld is twice larger than that for double-sided fillet weld.</p>"
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                                                                                                                                                    "value": "<p>The resulting equivalent stress (Huber-Mises-Hencky – HMH, von Mises) and <a data-item-id=\"46a108f9-c505-4a5e-af09-1785b0efc4c6\" href=\"\">plastic strain</a> are calculated on plates. The elasto-plastic material model is used for steel plates. A check of an equivalent plastic strain is performed. The limiting value of 5&nbsp;% is suggested in Eurocode (EN 1993-1-5, app. C, par. C8, note 1), this value can be modified by the user in Code setup.</p>\n<p>The plate element is divided across its thickness into five layers of finite element shells, and elastic/plastic behavior is investigated in each layer separately. Output summary lists the most critical check from all five layers.</p>\n<figure data-asset-id=\"663b0f03-7a66-46ff-81fa-0f04288a9fe5\" data-image-id=\"663b0f03-7a66-46ff-81fa-0f04288a9fe5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d8396fef-a9a2-43c4-9a12-e060009167f7/Plate_check.png\" data-asset-id=\"663b0f03-7a66-46ff-81fa-0f04288a9fe5\" data-image-id=\"663b0f03-7a66-46ff-81fa-0f04288a9fe5\" alt=\"\"></figure>\n<p><a data-item-id=\"06158daa-1491-4e83-ac34-4964bd5a3c63\" href=\"\">CBFEM</a> method can provide stress rather higher than yield strength. The reason is the slight inclination of the plastic branch of the stress-strain diagram, which is used in the analysis to improve the stability of interaction calculation. This is not a problem for practical design. At higher loads, the equivalent plastic strain rises, and the joint fails while exceeding the plastic strain limit.</p>"
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                                                                                                                                                            "value": "<p>You must keep a maximum distance between parallel plates while modeling a contact or bolted connection with a contact. Plates can be analyzed up to a distance of 2 mm from each other. If the gap between plates is bigger than 2 mm, the analysis can’t be performed.</p>\n<p>An example is a connection of two parallel Z-section members connected by bolts and by a contact.</p>\n<p>Gap = 0 mm (plates are parallel and aligned and surfaces match), analysis is successful.</p>\n<figure data-asset-id=\"0db86025-6928-4896-9535-0e6eddb4f3ca\" data-image-id=\"0db86025-6928-4896-9535-0e6eddb4f3ca\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6876f7b3-647b-4ac2-88ef-9258c99553be/check_cont_2.png\" data-asset-id=\"0db86025-6928-4896-9535-0e6eddb4f3ca\" data-image-id=\"0db86025-6928-4896-9535-0e6eddb4f3ca\" alt=\"\"></figure>\n<figure data-asset-id=\"7b963685-19ce-44f4-8e53-9dffa7ce1a4b\" data-image-id=\"7b963685-19ce-44f4-8e53-9dffa7ce1a4b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8aad288f-9fc9-4636-a3e2-d580c7b2c840/check_cont_3.png\" data-asset-id=\"7b963685-19ce-44f4-8e53-9dffa7ce1a4b\" data-image-id=\"7b963685-19ce-44f4-8e53-9dffa7ce1a4b\" alt=\"\"></figure>\n<figure data-asset-id=\"2531294f-00ee-47b0-b375-4a9214c66488\" data-image-id=\"2531294f-00ee-47b0-b375-4a9214c66488\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/41a11487-733f-4659-95ca-ed1fb4fcea40/check_cont_5.png\" data-asset-id=\"2531294f-00ee-47b0-b375-4a9214c66488\" data-image-id=\"2531294f-00ee-47b0-b375-4a9214c66488\" alt=\"\"></figure>\n<p>Gap = 2 mm (plates are parallel and aligned,&nbsp;but there is a gap between the surfaces) - application shows the error \"The distance of plates for making a contact is too large. The limit value is 2.00 mm.\".</p>\n<figure data-asset-id=\"d7657139-1b85-4381-92c5-fbeec74c4bbf\" data-image-id=\"d7657139-1b85-4381-92c5-fbeec74c4bbf\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e8c77dbb-ae9b-423e-8054-dffca5f2bcc2/check_cont_1.png\" data-asset-id=\"d7657139-1b85-4381-92c5-fbeec74c4bbf\" data-image-id=\"d7657139-1b85-4381-92c5-fbeec74c4bbf\" alt=\"\"></figure>\n<figure data-asset-id=\"807ef790-cfc8-4ad9-b54b-6bcca6ff4280\" data-image-id=\"807ef790-cfc8-4ad9-b54b-6bcca6ff4280\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/465d0913-44ff-4346-8fba-64e8d030e781/check_cont_4.png\" data-asset-id=\"807ef790-cfc8-4ad9-b54b-6bcca6ff4280\" data-image-id=\"807ef790-cfc8-4ad9-b54b-6bcca6ff4280\" alt=\"\"></figure>\n<figure data-asset-id=\"3d7d6666-1c4e-4bdf-9d2d-5d2e9dfe2137\" data-image-id=\"3d7d6666-1c4e-4bdf-9d2d-5d2e9dfe2137\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/08ef4e21-cdaa-4cc2-b9c7-fbe014b65b31/check_cont_6.png\" data-asset-id=\"3d7d6666-1c4e-4bdf-9d2d-5d2e9dfe2137\" data-image-id=\"3d7d6666-1c4e-4bdf-9d2d-5d2e9dfe2137\" alt=\"Distance between plates when using Bolt or Contact\"></figure>"
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                                                                                                                                            "value": "<p>To define preloaded bolts in any relevant manufacturing operations (endplates, connecting plates, gussets, etc.), go to the Shear force transfer option in the Bolts tab and choose the option <strong>Friction</strong>.</p>\n<figure data-asset-id=\"6071f9a2-b820-4868-9807-9eab344f148c\" data-image-id=\"6071f9a2-b820-4868-9807-9eab344f148c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d8f6adba-df04-42d9-8cec-70a39896ee90/pre_loaded_01.png\" data-asset-id=\"6071f9a2-b820-4868-9807-9eab344f148c\" data-image-id=\"6071f9a2-b820-4868-9807-9eab344f148c\" alt=\"\"></figure>\n<p>To code-check ULS and SLS, you need to run the analysis twice (or make two copies of the model) - one time for ULS and second time for SLS, because each of the limit states has different safety factor.</p>\n<p>Open the <strong>Code setup</strong> and modify the safety factors for each limit state, as well as friction coefficient and pretension force factor according to the code, as described in the video.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"e708c5cd_bada_0135_2b65_56c53c05199f\"></object>\n<p>In the <strong>Pre-loaded bolts</strong> results tab you can read the slip resistance force.</p>\n<figure data-asset-id=\"2b51fb7a-6c65-4c54-ad19-f583983af540\" data-image-id=\"2b51fb7a-6c65-4c54-ad19-f583983af540\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5621869a-85c6-4341-902e-559b1a4ba89c/pre_loaded_02.png\" data-asset-id=\"2b51fb7a-6c65-4c54-ad19-f583983af540\" data-image-id=\"2b51fb7a-6c65-4c54-ad19-f583983af540\" alt=\"\"></figure>"
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                                                                                                                            "value": "<p>Capacity design is a part of a seismic check and ensures that the joint has sufficient deformation capacity.</p>\n<p>The objective of capacity design is to confirm a building undergoes controlled ductile behavior to avoid collapse in a design-level earthquake. Plastic hinge is expected to appear in dissipative item and all non-dissipative items of the joint must be able to safely transfer forces due to the yielding in the dissipative item. The dissipative item is usually a beam in moment resisting frame but it may also be e.g. an end plate. The safety factor is not used for dissipative items. Two factors are assigned to the dissipative item:</p>\n<ul>\n  <li><em>γ</em><sub>ov</sub> – overstrength factor – EN 1998-1, Cl.&nbsp;6.2; the recommended value is <em>γ</em><sub>ov</sub> = 1.25; editable in materials</li>\n  <li><em>γ</em><sub>sh</sub> – strain-hardening factor; the recommended values are <em>γ</em><sub>sh</sub> = 1.2 for beam in moment resisting frame, <em>γ</em><sub>sh</sub> = 1.0 otherwise; editable in operation</li>\n</ul>\n<p>The material diagram is modified according to the following figure:</p>\n<figure data-asset-id=\"ddc1fc96-f9c5-4d2d-9ca5-5150ad9bce19\" data-image-id=\"ddc1fc96-f9c5-4d2d-9ca5-5150ad9bce19\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/278940a1-f39c-4dc3-baa9-ee0915804701/Steel%20connection%20capacity%20design.png\" data-asset-id=\"ddc1fc96-f9c5-4d2d-9ca5-5150ad9bce19\" data-image-id=\"ddc1fc96-f9c5-4d2d-9ca5-5150ad9bce19\" alt=\"The objective of capacity design is to confirm a building undergoes controlled ductile behavior in order to avoid a collapse in a design-level earthquake. Structural design of welded and bolted connections. \"></figure>\n<p>The increased strength of the dissipative item allows for the input of loads that cause the plastic hinge to appear in the dissipative item. In the case of moment resisting frame and beam as the dissipative item, the beam should be loaded by <em>M</em><em><sub>y</sub></em><sub>,Ed</sub> = <em>γ</em><sub>ov</sub><em>γ</em><sub>sh</sub><em>f</em><sub>y</sub><em>W</em><sub>pl,</sub><em><sub>y</sub></em> and corresponding shear force<em>V</em><em><sub>z</sub></em><sub>,Ed</sub> = –2 <em>M</em><em><sub>y</sub></em><sub>,Ed</sub> / <em>L</em><sub>h</sub>, where:</p>\n<ul>\n  <li><em>f</em><sub>y</sub> – characteristic yield strength</li>\n  <li><em>W</em><sub>pl,</sub><em><sub>y</sub></em> – plastic section modulus</li>\n  <li><em>L</em><sub>h</sub> – distance between plastic hinges on the beam</li>\n</ul>\n<p>In the case of an asymmetric joint, the beam should be loaded by both sagging and hogging bending moments and their corresponding shear forces.</p>\n<p>The plates of dissipative items are excluded from the check.</p>"
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                                                                                                                                    "value": "<p>The load resistance of slender components may be determined by a combination of linear buckling analysis and materially nonlinear analysis.</p>\n<p>There are five categories of finite element structural analysis with the following assumptions:</p>\n<ol>\n  <li>Linear material, geometrically linear</li>\n  <li>Nonlinear material, geometrically linear</li>\n  <li>Linear material, linear loss of stability – buckling</li>\n  <li>Linear material, geometrically nonlinear using imperfections</li>\n  <li>Nonlinear material, geometrically nonlinear using imperfections</li>\n</ol>\n<p>A design procedure that combines approaches 2 and 3 – material nonlinearity and stability analysis – is mentioned in Chapter 8 of EN 1993-1-6. The verification of buckling resistance based on the obtained FEM results is described in Annex B of EN&nbsp;1993-1-5. This procedure is used for a wide range of structures except for very slender shells, where geometrically nonlinear analysis with initial imperfections is more suitable (4 and 5).</p>\n<p>The procedure uses load amplifiers <em>α,</em> which are obtained as the results of FEM analysis and allow to predict of the post-buckling resistance of the joints.</p>\n<p>The load coefficient, <em>α</em><sub>ult,k</sub>, is determined by reaching the plastic capacity without considering the geometrical nonlinearity. The check of plastic capacity and the general automatic determination of <em>α</em><sub>ult,k</sub> is implemented into the developed software.</p>\n<p>The critical buckling factor, <em>α</em><sub>cr</sub>, is determined, which is obtained using FEM analysis of linear stability. It is determined automatically in the software using the same FEM model as for the calculation of <em>α</em><sub>ult,k</sub>. It should be noted that the critical point in terms of plastic resistance is not necessarily assessed in the first critical buckling mode. More buckling modes need to be assessed in a complex joint because they are related to different parts of the joint.</p>\n<p>The non-dimensional plate slenderness, \\( \\bar \\lambda_p \\), of the examined buckling mode is determined:</p>\n<p>\\[ \\bar \\lambda_p = \\sqrt{\\frac{\\alpha_{ult,k}}{\\alpha_{cr}}} \\]</p>\n<p>The reduction buckling factor <em>ρ</em> is determined according to Annex B of EN&nbsp;1993-1-5. The reduction factor depends on the plate slenderness. The used buckling curve shows the influence of the reduction factor on the plate slenderness. The provided buckling factor applicable to non-uniform members is based on the buckling curves of a beam. The verification is based on the von Mises yield criterion and the reduced stress method. Buckling resistance is assessed as</p>\n<p>\\[ \\frac{\\alpha_{ult,k} \\rho}{\\gamma_{M2}} \\ge 1 \\]</p>\n<figure data-asset-id=\"61037866-4396-4b88-9274-d398651553ee\" data-image-id=\"61037866-4396-4b88-9274-d398651553ee\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/726480bf-8bb6-4215-b469-1cdb3abcc0ff/buckling.png\" data-asset-id=\"61037866-4396-4b88-9274-d398651553ee\" data-image-id=\"61037866-4396-4b88-9274-d398651553ee\" alt=\"\"></figure>\n<p><em>Buckling reduction factor ρ according to EN 1993-1-5 Annex B</em></p>\n<p>Although the process seems trivial, it is general, robust, and easily automated. The advantage of the procedure is the advanced FEM analysis of the whole joint, which can be applied to general geometry. Moreover, it is included in the valid Eurocode standards. The advanced numerical analysis gives a quick overview of the global behavior of the structure and its critical parts and allows fast stiffening to prevent instabilities.</p>\n<p>The limit slenderness, <em>λ</em><sub>p</sub>, is provided in Annex B of EN 1993-1-5 and sets all cases which must be assessed according to the previous procedure. The resistance is limited by buckling for plate slenderness higher than 0.7. With the decreasing slenderness, the resistance is governed by plastic strain. The limit critical buckling factor for plate slenderness equals to 0.7, and buckling resistance equal to the plastic resistance may be obtained as follows</p>\n<p>\\[ \\alpha_{cr} = \\frac{\\alpha_{ult,k}}{\\bar \\lambda_p^2} = \\frac{1}{0.7^2} = 2.04 \\]</p>\n<p>The influence of the plate slenderness on the plastic resistance, <em>M</em><sub>ult,k</sub>, and buckling resistance, <em>M</em><sub>CBFEM</sub>, is shown in the figure below. The diagram shows the results of a numerical study of a triangular stiffener in a portal frame joint.</p>\n<figure data-asset-id=\"1f97e920-6122-46cc-b3f3-f9a90c108941\" data-image-id=\"1f97e920-6122-46cc-b3f3-f9a90c108941\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1954bd90-df24-4a2b-8f74-fcc78673a047/buckling_triangular.png\" data-asset-id=\"1f97e920-6122-46cc-b3f3-f9a90c108941\" data-image-id=\"1f97e920-6122-46cc-b3f3-f9a90c108941\" alt=\"\"></figure>\n<p><em>The influence of plate slenderness on the resistance of portal frame joint with slender stiffener</em></p>"
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                                                                                                                                            "value": "<p>Joints are classified according to joint stiffness to:</p>\n<ul>\n  <li>Rigid – joints with insignificant change of original angles between members,</li>\n  <li>Semirigid – joints which are assumed to have the capacity to furnish a dependable and known degree of flexural restraint,</li>\n  <li>Pinned – joints which do not develop bending moments.</li>\n</ul>\n<p>Joints are classified according to the EN&nbsp;1993-1-8 – Cl.&nbsp;5.2.2.</p>\n<ul>\n  <li>Rigid – \\( \\frac{S_{j,ini} L_b}{E I_b} \\ge k_b \\)</li>\n  <li>Semirigid – \\( 0.5 &lt; \\frac{S_{j,ini} L_b}{E I_b} &lt; k_b \\)</li>\n  <li>Pinned – \\( \\frac{S_{j,ini} L_b}{E I_b} \\le 0.5 \\)</li>\n</ul>\n<p>where:</p>\n<ul>\n  <li><em>S</em><sub>j,ini</sub> – initial stiffness of the joint; the joint stiffness is assumed linear up to the 2/3 of <em>M</em><sub>j,Rd</sub></li>\n  <li><em>L</em><sub>b</sub> – theoretical length of the analyzed member; set in member properties</li>\n  <li><em>E</em> – Young's modulus of elasticity</li>\n  <li><em>I</em><sub>b</sub> – moment of inertia of the analyzed member</li>\n  <li><em>k</em><sub>b</sub> = 8 for frames where the bracing system reduces the horizontal displacement by at least 80 %; <em>k</em><sub>b</sub> = 25 for other frames, provided that in every storey <em>K</em><sub>b</sub>/<em>K</em><sub>c</sub> ≥ 0.1. The value of <em>k</em><sub>b</sub> = 25 is used unless the user sets \"braced system\" in Code setup.</li>\n  <li><em>M</em><sub>j,Rd</sub> – joint design moment resistance</li>\n  <li><em>K</em><sub>b</sub> = <em>I</em><sub>b</sub> / <em>L</em><sub>b</sub></li>\n  <li><em>K</em><sub>c</sub> = <em>I</em><sub>c</sub> / <em>L</em><sub>c</sub></li>\n</ul>"
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                                                                                                                                                            "value": "<p>Connections must be designed to transform tensile force that is generated by second-order effects – column is removed and the floor acts as a membrane.</p>\n<h2>Supports</h2>\n<p>Only one member is analyzed and all other members are fixed at their ends. Only the normal force should be applied to the analyzed member, so its model type is set to N-Vy-Vz (bending moments and torsion are restricted).</p>\n<figure data-asset-id=\"ca8eb5b6-33dd-42da-b7cb-3687fa1eb9f9\" data-image-id=\"ca8eb5b6-33dd-42da-b7cb-3687fa1eb9f9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1028d854-b87c-4963-b9cb-9a31e8fe60c4/HT.png\" data-asset-id=\"ca8eb5b6-33dd-42da-b7cb-3687fa1eb9f9\" data-image-id=\"ca8eb5b6-33dd-42da-b7cb-3687fa1eb9f9\" alt=\"\"></figure>\n<p><br></p>\n<h2>Loading</h2>\n<p>Normal force acting on the analyzed member should be determined according to EN 1993-1-7, Cl. A.5.1:</p>\n<p>For internal ties:</p>\n<p>\\[T_i=0.8(g_k+\\psi q_k) s L \\ge 75 \\textrm{ kN} \\]</p>\n<p>For perimeter ties:</p>\n<p>\\[T_p=0.4(g_k+\\psi q_k) s L \\ge 75 \\textrm{ kN} \\]</p>\n<p>where:</p>\n<ul>\n  <li>\\(g_k\\) – characteristic permanent loading</li>\n  <li>\\(q_k\\) – characteristic imposed loading</li>\n  <li>\\(s\\) – spacing of ties</li>\n  <li>\\(L\\) – span of the tie</li>\n  <li>\\(\\psi\\) – relevant factor in the expression for a combination of action effects for the accidental design situation (i.e. \\(\\psi_1\\) or \\(\\psi_2\\) in accordance with expression (6.11b) of EN 1990).</li>\n</ul>\n<p><br></p>\n<h2>Material model and checks</h2>\n<p>According to <a href=\"https://www.steelconstruction.info/File:SCI_P358.pdf\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">SCI P358: Joints in steel construction: Simple Joints to Eurocode 3</a> – Appendix A, the <strong>partial safety factor </strong>for horizontal tying is introduced, \\(\\gamma_{Mu}\\) with default value 1.1 editable in Code setup. This safety factor is used for plates, bolts, and welds in horizontal tying analysis.&nbsp;</p>\n<p>Extreme loads and deformations are expected and the design of <strong>plates</strong> is based on the ultimate strength of plates, \\(f_u\\). That is why the material model for finite element analysis behaves elastically up to \\(f_u / \\gamma_{Mu}\\). The slope of the plastic branch is Young's modulus of elasticity \\(E/1000\\). Check is performed for 5% plastic strain limit.</p>\n<p>The resistances of <strong>bolts and welds</strong> are calculated with \\(\\gamma_{Mu}\\) instead of \\(\\gamma_{M2}\\). When using the default values of partial safety factors, the load resistances are higher by about 14 % than for the ultimate limit state.</p>\n<p>Preloaded bolts are assumed to slip and they are checked as regular, snug-tight bolts.</p>\n<p><br></p>\n<h2>References</h2>\n<p>EN 1993-1-7: Eurocode 1 – Actions on structures – Part 1-7: General actions – Accidental actions, CEN, 2006.</p>\n<p><a href=\"https://www.steelconstruction.info/File:SCI_P358.pdf\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">SCI P358: Joints in steel construction: Simple Joints to Eurocode 3</a></p>\n<p><a href=\"https://www.steelconstruct.com/eu-projects/failnomore/failnomore-workshops/\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">ECCS project FAILNOMORE workshops&nbsp;</a></p>"
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                                                                                                                                                                    "value": "<p>Several options are possible but the most used is the prescriptive approach: horizontal tying resistance. Connections must be designed to transform the tensile forces that are generated by second-order effects when a column is removed and the floor acts as a membrane.</p>\n<figure data-asset-id=\"6883e464-7279-4c52-bc11-99029d6e2347\" data-image-id=\"6883e464-7279-4c52-bc11-99029d6e2347\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ccbbf6a0-539a-4c66-a2b8-a74b3dbc73c5/TyingForces.png\" data-asset-id=\"6883e464-7279-4c52-bc11-99029d6e2347\" data-image-id=\"6883e464-7279-4c52-bc11-99029d6e2347\" alt=\"The Horizontal tying resistance analysis helps to make the structural design and code-check of steel connections with the tensile loads required by code and prevent the progressive collapse of the structure.\"></figure>\n<p>This analysis type is valid only for EN. &nbsp;Only one member is analyzed, all others are restrained (similar to the <a data-item-id=\"1d4fea7b-0c1c-49fe-8142-6bbf5666bdc4\" href=\"\">stiffness analysis</a> type).&nbsp;</p>\n<p>More about this can be found in the dedicated <a data-item-id=\"c0e839e1-5502-4715-aeec-472931c47e1b\" href=\"\">Theoretical Background - Horizontal Tying</a> article.</p>\n<p>The Model type of the analyzed member is automatically changed to N-Vy-Vz. &nbsp;Only one load component – N – can be set; all others are set to zero.</p>\n<p>Available in the <strong>Enhanced</strong>&nbsp;edition of&nbsp;<a data-item-id=\"f6acf868-1f2d-48e6-8ccb-711f6883d5f7\" href=\"\">IDEA StatiCa Steel</a>.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"ccbb4408_8495_0194_5446_04410eb5a043\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n0c4050d2_4d7e_0113_bfb4_26e80f0417d4\"></object>"
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                                                                                                                                                                            "value": "<p>This article shows how to model an inclined tubular member connected by a connecting plate to the base plate, which is anchored to the concrete block. This is a typical anchoring of a bracing member.</p>\n<p>1. Create a general stiffening plate to form the base plate.</p>\n<figure data-asset-id=\"36e8806e-c4f0-4066-8823-89dbac282e7c\" data-image-id=\"36e8806e-c4f0-4066-8823-89dbac282e7c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e1797fb2-fe31-4e44-aeec-2e49695473fe/1-0.png\" data-asset-id=\"36e8806e-c4f0-4066-8823-89dbac282e7c\" data-image-id=\"36e8806e-c4f0-4066-8823-89dbac282e7c\" alt=\"How to model footing with connecting plate\"></figure>\n<p>2. Define general anchors with the operation Bolt grid to anchor the base plate to the concrete block</p>\n<figure data-asset-id=\"08105116-f1e3-4d85-8b84-e2ef7a868103\" data-image-id=\"08105116-f1e3-4d85-8b84-e2ef7a868103\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/cb4329fb-0bd2-4323-b2e2-05a760da5e80/2-0.png\" data-asset-id=\"08105116-f1e3-4d85-8b84-e2ef7a868103\" data-image-id=\"08105116-f1e3-4d85-8b84-e2ef7a868103\" alt=\"How to model footing with connecting plate\"></figure>\n<p>3. Add another general stiffening plate into the right position to create a rib passing through the tube adn weld it to the base plate.</p>\n<figure data-asset-id=\"9c508d86-be3f-44c8-83a6-259353cbca80\" data-image-id=\"9c508d86-be3f-44c8-83a6-259353cbca80\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/837c511c-f6e9-4822-a339-cf3b6f1392fd/3-0.png\" data-asset-id=\"9c508d86-be3f-44c8-83a6-259353cbca80\" data-image-id=\"9c508d86-be3f-44c8-83a6-259353cbca80\" alt=\"How to model footing with connecting plate\"></figure>\n<p>4. Add the connecting plate manufacturing operation and adjust its properties so that it produces two bolts. The plates are shaped in the Editor to a rounded shape.</p>\n<figure data-asset-id=\"42524397-a12c-43f2-90e6-9a50a83d26e5\" data-image-id=\"42524397-a12c-43f2-90e6-9a50a83d26e5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a330c1d7-47ae-468b-b3a7-f5b58c61b9c8/4-0.png\" data-asset-id=\"42524397-a12c-43f2-90e6-9a50a83d26e5\" data-image-id=\"42524397-a12c-43f2-90e6-9a50a83d26e5\" alt=\"How to model footing with connecting plate\"></figure>\n<p>5. The footing with a connecting plate is ready to be calculated. To simulate the bracing member transferring normal and shear force only, switch the <a data-item-id=\"ac982d36-e45a-5d9f-93f8-344206647dc4\" href=\"\">model type</a> to N-Vy-Vz.</p>\n<figure data-asset-id=\"ad9cc9e2-609b-4e85-b1b5-f0d0e6eaf741\" data-image-id=\"ad9cc9e2-609b-4e85-b1b5-f0d0e6eaf741\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8296f75b-ae48-4ae8-a14f-ea63631dde84/0-0.png\" data-asset-id=\"ad9cc9e2-609b-4e85-b1b5-f0d0e6eaf741\" data-image-id=\"ad9cc9e2-609b-4e85-b1b5-f0d0e6eaf741\" alt=\"How to model footing with connecting plate\"></figure>\n<p>See details in the recorded video.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"f42af944_8353_0145_c212_2f9efd3a39c9\"></object>"
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                                                                                                                                                            "value": "<h2>1 New project</h2>\n<p>Let’s launch <strong>IDEA StatiCa</strong> and select application <strong>Connection</strong>. Create a new project by selecting a starting <a data-item-id=\"07f0d4e0-790e-4ddc-82eb-6bff094488b3\" href=\"\">parametric template</a> closest to the desired design, filling in the name, and choosing the design code and default material properties – S 235.</p>\n<figure data-asset-id=\"07655231-7f0b-4416-b337-61fdfe2bb67c\" data-image-id=\"07655231-7f0b-4416-b337-61fdfe2bb67c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e593c345-fc97-40ba-ae38-61214398293d/25.0_01.png\" data-asset-id=\"07655231-7f0b-4416-b337-61fdfe2bb67c\" data-image-id=\"07655231-7f0b-4416-b337-61fdfe2bb67c\" alt=\"\"></figure>\n<h2>2 Geometry</h2>\n<p>A column and a base plate with anchors were automatically added.</p>\n<figure data-asset-id=\"f8a8f81e-36e0-4725-a455-6a9211cd13fa\" data-image-id=\"f8a8f81e-36e0-4725-a455-6a9211cd13fa\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6481c77b-37e3-4f7b-9f02-5fa4a91519e7/25.0_02.png\" data-asset-id=\"f8a8f81e-36e0-4725-a455-6a9211cd13fa\" data-image-id=\"f8a8f81e-36e0-4725-a455-6a9211cd13fa\" alt=\"\"></figure>\n<p>Add a new member. You can either use the Member button in the top ribbon or right-click on the Members in the navigator tree.</p>\n<figure data-asset-id=\"3b010b02-9a72-42f9-8581-66dd0f74ae96\" data-image-id=\"3b010b02-9a72-42f9-8581-66dd0f74ae96\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/76f62239-75f3-4b1e-a75d-e37a777d3595/03.png\" data-asset-id=\"3b010b02-9a72-42f9-8581-66dd0f74ae96\" data-image-id=\"3b010b02-9a72-42f9-8581-66dd0f74ae96\" alt=\"\"></figure>\n<p>And change its cross-section to <strong>RHS120/80/8.0</strong>.</p>\n<figure data-asset-id=\"72f505bf-9fd6-4fa4-8f91-bdff66de6c0f\" data-image-id=\"72f505bf-9fd6-4fa4-8f91-bdff66de6c0f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/25fdf353-af17-460f-9a48-fea633d85241/04.png\" data-asset-id=\"72f505bf-9fd6-4fa4-8f91-bdff66de6c0f\" data-image-id=\"72f505bf-9fd6-4fa4-8f91-bdff66de6c0f\" alt=\"\"></figure>\n<p>Change the member pitch and the value of the <strong>offset ez</strong>. Set the <strong>model type</strong> to <strong>N-Vy-Vz</strong> since this member is able to transfer only axial forces, otherwise the mechanism/singularity could occur or the analysis could fail.</p>\n<p>For more info about the model type, see <a data-item-id=\"ac982d36-e45a-5d9f-93f8-344206647dc4\" href=\"\">here</a>. &nbsp;</p>\n<figure data-asset-id=\"721556a4-86b8-4a06-b89f-cda9f1e9136c\" data-image-id=\"721556a4-86b8-4a06-b89f-cda9f1e9136c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c0c16072-5329-4ae3-9e17-3c2433d69a92/05.png\" data-asset-id=\"721556a4-86b8-4a06-b89f-cda9f1e9136c\" data-image-id=\"721556a4-86b8-4a06-b89f-cda9f1e9136c\" alt=\"\"></figure>\n<p>Add another member and change its cross-section.&nbsp;</p>\n<figure data-asset-id=\"827607e0-7362-47c4-9169-64b20708ade6\" data-image-id=\"827607e0-7362-47c4-9169-64b20708ade6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/047ab57c-213b-4458-8ca6-cb263f92a6b8/06.png\" data-asset-id=\"827607e0-7362-47c4-9169-64b20708ade6\" data-image-id=\"827607e0-7362-47c4-9169-64b20708ade6\" alt=\"\"></figure>\n<p>Then modify its properties.</p>\n<figure data-asset-id=\"c72657b4-32c7-44de-97c0-f4f4e4c2b301\" data-image-id=\"c72657b4-32c7-44de-97c0-f4f4e4c2b301\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/97827e9d-c4c7-4af0-ac73-b03ef8f510d1/07.png\" data-asset-id=\"c72657b4-32c7-44de-97c0-f4f4e4c2b301\" data-image-id=\"c72657b4-32c7-44de-97c0-f4f4e4c2b301\" alt=\"\"></figure>\n<p>Check the geometry of the whole model.</p>\n<figure data-asset-id=\"a3d44624-a761-4ef5-9757-cdf2d9b96cc7\" data-image-id=\"a3d44624-a761-4ef5-9757-cdf2d9b96cc7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/456a7551-565a-4209-ba85-bcdb7a8ae5d6/25.0_08.png\" data-asset-id=\"a3d44624-a761-4ef5-9757-cdf2d9b96cc7\" data-image-id=\"a3d44624-a761-4ef5-9757-cdf2d9b96cc7\" alt=\"\"></figure>\n<h2>3 Load effects</h2>\n<p>One load effect was automatically added. Input the values of internal forces into the chart. More load cases can be added.</p>\n<figure data-asset-id=\"5c85a9e1-f5c7-42e3-b089-b4fa077f1e07\" data-image-id=\"5c85a9e1-f5c7-42e3-b089-b4fa077f1e07\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7ab31a9e-3811-476d-b5da-bfe6c5665778/25.0_09.png\" data-asset-id=\"5c85a9e1-f5c7-42e3-b089-b4fa077f1e07\" data-image-id=\"5c85a9e1-f5c7-42e3-b089-b4fa077f1e07\" alt=\"\"></figure>\n<h2>4 Design</h2>\n<p>The manufacturing operation <strong>Base plate</strong> is defined in Parametric template, therefor you can modify its properties in the Operations tab directly.&nbsp;</p>\n<p>You can also <strong>Explode</strong> the parametric template and use the manufacturing operation instead.</p>\n<figure data-asset-id=\"00a2a971-d0a9-4fb8-8d45-5de6a6f64c6b\" data-image-id=\"00a2a971-d0a9-4fb8-8d45-5de6a6f64c6b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/db56b4b2-2452-460a-831f-0c52181b4a0a/25.0_10.png\" data-asset-id=\"00a2a971-d0a9-4fb8-8d45-5de6a6f64c6b\" data-image-id=\"00a2a971-d0a9-4fb8-8d45-5de6a6f64c6b\" alt=\"\"></figure>\n<p>Go on and add another manufacturing operation and select the <strong>End Plate</strong>.</p>\n<figure data-asset-id=\"ba3e3567-f968-42f4-bf36-d6c27d6e1118\" data-image-id=\"ba3e3567-f968-42f4-bf36-d6c27d6e1118\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d0111e34-c677-4ee8-b6d7-8f8716f0d375/11.png\" data-asset-id=\"ba3e3567-f968-42f4-bf36-d6c27d6e1118\" data-image-id=\"ba3e3567-f968-42f4-bf36-d6c27d6e1118\" alt=\"\"></figure>\n<p>Modify the properties of the operation <strong>EP1</strong>.</p>\n<figure data-asset-id=\"0ffa6f13-9d9b-43da-8b63-0536f44fe356\" data-image-id=\"0ffa6f13-9d9b-43da-8b63-0536f44fe356\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/43aded17-4ba3-48fd-bc92-400bbdd12f1a/25.0_12.png\" data-asset-id=\"0ffa6f13-9d9b-43da-8b63-0536f44fe356\" data-image-id=\"0ffa6f13-9d9b-43da-8b63-0536f44fe356\" alt=\"\"></figure>\n<p>Now, add the <strong>Connecting Plate</strong>.</p>\n<figure data-asset-id=\"5b0215f0-f2a8-4048-b1e0-e96f3e00d6d7\" data-image-id=\"5b0215f0-f2a8-4048-b1e0-e96f3e00d6d7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/aa9f53d1-2549-49f5-9d48-58ebd4d5eff9/13.png\" data-asset-id=\"5b0215f0-f2a8-4048-b1e0-e96f3e00d6d7\" data-image-id=\"5b0215f0-f2a8-4048-b1e0-e96f3e00d6d7\" alt=\"\"></figure>\n<p>And redefine its properties.</p>\n<figure data-asset-id=\"35ae6db9-3541-484a-b91b-cff94bbaba43\" data-image-id=\"35ae6db9-3541-484a-b91b-cff94bbaba43\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/776621ca-0488-4855-8125-3465a43f42eb/25.0_14.png\" data-asset-id=\"35ae6db9-3541-484a-b91b-cff94bbaba43\" data-image-id=\"35ae6db9-3541-484a-b91b-cff94bbaba43\" alt=\"\"></figure>\n<p>In the top left corner, you can see warning messages regarding the plates and weld clashes. Moreover, when you turn on the <strong>Transparent</strong> visualization mode, the area of the clashes is highlighted in the 3D graphic window.</p>\n<figure data-asset-id=\"81d4eb00-9149-4a77-bc1f-d7937592a00f\" data-image-id=\"81d4eb00-9149-4a77-bc1f-d7937592a00f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/357b7f23-65be-4e0a-b922-6519343315b2/25.0_15.png\" data-asset-id=\"81d4eb00-9149-4a77-bc1f-d7937592a00f\" data-image-id=\"81d4eb00-9149-4a77-bc1f-d7937592a00f\" alt=\"\"></figure>\n<p>To get rid of the plates and weld clashes, cut one corner of the connecting plate CPL1. For this, go to the <strong>Editor - Gusset plate or use right-click on the gusset plate</strong> and create a <strong>Chamfer</strong> at corner number 2.</p>\n<figure data-asset-id=\"f1366e5c-a41f-4dd1-8532-320ecad8478a\" data-image-id=\"f1366e5c-a41f-4dd1-8532-320ecad8478a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c079e35b-a266-4253-b199-9208af96c9f8/16.png\" data-asset-id=\"f1366e5c-a41f-4dd1-8532-320ecad8478a\" data-image-id=\"f1366e5c-a41f-4dd1-8532-320ecad8478a\" alt=\"\"></figure>\n<p>Finish the design with the operation <strong>Stiffener.</strong></p>\n<figure data-asset-id=\"d62ce64e-c3b1-48db-ab43-4767eab29169\" data-image-id=\"d62ce64e-c3b1-48db-ab43-4767eab29169\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a2cf5055-03e2-48b6-8f7d-5beff775164a/17.png\" data-asset-id=\"d62ce64e-c3b1-48db-ab43-4767eab29169\" data-image-id=\"d62ce64e-c3b1-48db-ab43-4767eab29169\" alt=\"\"></figure>\n<p>And set the correct properties of STIFF1<strong>.</strong></p>\n<figure data-asset-id=\"fe880390-64ec-4b40-9cfd-259bb1f3ebeb\" data-image-id=\"fe880390-64ec-4b40-9cfd-259bb1f3ebeb\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/87aeeb32-e621-44f0-8da2-eb4eb8eac15d/25.0_18.png\" data-asset-id=\"fe880390-64ec-4b40-9cfd-259bb1f3ebeb\" data-image-id=\"fe880390-64ec-4b40-9cfd-259bb1f3ebeb\" alt=\"\"></figure>\n<p>Let’s check the final design of the joint.</p>\n<figure data-asset-id=\"94e0325b-ac28-4a0a-9d7c-fcfdec31a8da\" data-image-id=\"94e0325b-ac28-4a0a-9d7c-fcfdec31a8da\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b81ebf38-3ff8-4206-b4b6-37c0437e8e9a/25.0_19.png\" data-asset-id=\"94e0325b-ac28-4a0a-9d7c-fcfdec31a8da\" data-image-id=\"94e0325b-ac28-4a0a-9d7c-fcfdec31a8da\" alt=\"\"></figure>\n<h2>5 Check</h2>\n<p>Start the analysis by clicking <strong>Calculate</strong> in the ribbon. The analysis model is automatically generated, the calculation based on <a data-item-id=\"06158daa-1491-4e83-ac34-4964bd5a3c63\" href=\"\">CBFEM</a> is performed, and we can see the Overall check displayed together with the basic values of check results.</p>\n<figure data-asset-id=\"bf80a298-850e-44a2-8289-5e60fafa7854\" data-image-id=\"bf80a298-850e-44a2-8289-5e60fafa7854\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3ec4c71e-31c5-4f1a-8663-e1cd09278812/25.0_20.png\" data-asset-id=\"bf80a298-850e-44a2-8289-5e60fafa7854\" data-image-id=\"bf80a298-850e-44a2-8289-5e60fafa7854\" alt=\"\"></figure>\n<p>Go to the <strong>Check </strong>in the top ribbon<strong>,</strong> and activate <strong>Equivalent stress, Bolt forces, Mesh,</strong> and <strong>Deformed</strong> shape of the structure to get a full picture of the behavior of the joint.&nbsp;</p>\n<figure data-asset-id=\"ae8f7cc5-c61e-4728-8065-18ac0d9316df\" data-image-id=\"ae8f7cc5-c61e-4728-8065-18ac0d9316df\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5e3fab43-7622-4cdd-be12-1f54f5291be5/25.0_21.png\" data-asset-id=\"ae8f7cc5-c61e-4728-8065-18ac0d9316df\" data-image-id=\"ae8f7cc5-c61e-4728-8065-18ac0d9316df\" alt=\"\"></figure>\n<p>Furthermore, activate <strong>Stress in concrete</strong> from the top ribbon. Open the tab <strong>Concrete block</strong> to see the detailed results for this item.</p>\n<figure data-asset-id=\"a91302dc-d2ad-44e7-b8cb-47ca05a05415\" data-image-id=\"a91302dc-d2ad-44e7-b8cb-47ca05a05415\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0985607c-cb9a-479f-88fb-198bb7ac6922/25.0_22.png\" data-asset-id=\"a91302dc-d2ad-44e7-b8cb-47ca05a05415\" data-image-id=\"a91302dc-d2ad-44e7-b8cb-47ca05a05415\" alt=\"\"></figure>\n<h2>6 Report</h2>\n<p>At last, go to the tab <strong>Report</strong>. IDEA StatiCa offers a fully customizable report to print out or save in an editable format.</p>\n<figure data-asset-id=\"7a2fe5e1-3a30-4d6a-b222-ce60d75196ae\" data-image-id=\"7a2fe5e1-3a30-4d6a-b222-ce60d75196ae\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0f9ae9b7-6361-48b7-b594-be1ccd51c7bf/25.0_23.png\" data-asset-id=\"7a2fe5e1-3a30-4d6a-b222-ce60d75196ae\" data-image-id=\"7a2fe5e1-3a30-4d6a-b222-ce60d75196ae\" alt=\"\"></figure>\n<p>You have designed, optimized, and code-checked a structural steel joint according to Eurocode (EN).</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"tutorial_connection___footing_with_diagonal__en_\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"campus_cta\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"d6a0972e_e5d2_0199_53b6_7c2ec3041ab9\"></object>"
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Fill in the name, and choose the design code and default material properties.&nbsp;</p>\n<figure data-asset-id=\"d117ec58-080b-4fbc-a822-3b16d4918403\" data-image-id=\"d117ec58-080b-4fbc-a822-3b16d4918403\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/296d6e90-da7d-43ff-b136-f1350c5f05d8/CL_01.png\" data-asset-id=\"d117ec58-080b-4fbc-a822-3b16d4918403\" data-image-id=\"d117ec58-080b-4fbc-a822-3b16d4918403\" alt=\"\"></figure>\n<h2>2 Creating a new template</h2>\n<p>Let's create a design that can be saved as a template. Click on <strong>Operation</strong> in the Ribbon and find the manufacturing operation <strong>Stub - plate to plate</strong>.</p>\n<figure data-asset-id=\"b83a43c1-f6ed-4e51-aa83-85b95e09569b\" data-image-id=\"b83a43c1-f6ed-4e51-aa83-85b95e09569b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7ae4db82-405c-4233-9d77-eeb6e7ca2a4e/CL_3.jpg\" data-asset-id=\"b83a43c1-f6ed-4e51-aa83-85b95e09569b\" data-image-id=\"b83a43c1-f6ed-4e51-aa83-85b95e09569b\" alt=\"\"></figure>\n<p>Modify the welds in the operation. Select the <a data-item-id=\"d65d8320-3860-4fbc-984c-a73163766798\" href=\"\"><strong>Partial Joint Penetration welds (PJP)</strong></a><strong> </strong>and edit the size.</p>\n<figure data-asset-id=\"e2c25bb5-d102-4079-8545-4ad5dd59f8c1\" data-image-id=\"e2c25bb5-d102-4079-8545-4ad5dd59f8c1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0cecd5b8-4f85-4932-8cf4-81484b98727e/CL_4.jpg\" data-asset-id=\"e2c25bb5-d102-4079-8545-4ad5dd59f8c1\" data-image-id=\"e2c25bb5-d102-4079-8545-4ad5dd59f8c1\" alt=\"\"></figure>\n<p>Add another operation - <strong>Cut</strong>.&nbsp;</p>\n<figure data-asset-id=\"47f7e12d-ad9a-4f52-b001-140440b45a1b\" data-image-id=\"47f7e12d-ad9a-4f52-b001-140440b45a1b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4e51bfdb-8101-4c5d-b4b2-761ce57d46b5/CL_5.jpg\" data-asset-id=\"47f7e12d-ad9a-4f52-b001-140440b45a1b\" data-image-id=\"47f7e12d-ad9a-4f52-b001-140440b45a1b\" alt=\"\"></figure>\n<p>Modify the member to be cut to <a data-item-id=\"f6e6b0be-9e8d-4d62-9f60-9917ddbeb763\" href=\"\"><strong>STUB1</strong></a> and <a data-item-id=\"23e17b5c-1590-48e1-be86-e6141d9b6c02\" href=\"\"><strong>welds</strong></a>.&nbsp;</p>\n<figure data-asset-id=\"96f6de6b-4a5b-4355-972c-4da8ceca1bb1\" data-image-id=\"96f6de6b-4a5b-4355-972c-4da8ceca1bb1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/34492e8c-c838-45ef-9d26-956d3c21d7ad/CL_6.jpg\" data-asset-id=\"96f6de6b-4a5b-4355-972c-4da8ceca1bb1\" data-image-id=\"96f6de6b-4a5b-4355-972c-4da8ceca1bb1\" alt=\"\"></figure>\n<p>This design is used often; therefore, it can be saved to the <strong>Connection Library</strong>. Click on the <strong>Publish </strong>button in the ribbon. Define the Name, Loading type, and<strong> Connection design set</strong> (<strong>CDC</strong>) in which the template will be stored. Types of CDC:&nbsp;</p>\n<ul>\n  <li><strong>Company </strong>- every user with the company license will be able to access them, while a user from a different company cannot see, use or access these design items.</li>\n  <li><strong>Personal </strong>- available only for the author of the design.&nbsp;</li>\n</ul>\n<figure data-asset-id=\"9b6161cb-7c8b-48e6-a77f-0e65b4343c58\" data-image-id=\"9b6161cb-7c8b-48e6-a77f-0e65b4343c58\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1163c50d-aa6e-44b0-a194-f7db062bf24a/CL_7.jpg\" data-asset-id=\"9b6161cb-7c8b-48e6-a77f-0e65b4343c58\" data-image-id=\"9b6161cb-7c8b-48e6-a77f-0e65b4343c58\" alt=\"\"></figure>\n<h2>2 Applying a template from the Connection Library</h2>\n<p>Start by deleting the operations in the model.&nbsp;</p>\n<figure data-asset-id=\"e6f8aea9-c87a-4219-8542-d5028bdc4980\" data-image-id=\"e6f8aea9-c87a-4219-8542-d5028bdc4980\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6426eb8a-1127-4c87-bd4f-4bde475c48d0/CL_8.jpg\" data-asset-id=\"e6f8aea9-c87a-4219-8542-d5028bdc4980\" data-image-id=\"e6f8aea9-c87a-4219-8542-d5028bdc4980\" alt=\"\"></figure>\n<p>Add an additional member to the design.&nbsp;</p>\n<figure data-asset-id=\"b4d248e2-1009-4ca9-94e9-c6fa5c94a19f\" data-image-id=\"b4d248e2-1009-4ca9-94e9-c6fa5c94a19f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d742582d-da46-4b76-87c4-659ad4218db7/CL_9.jpg\" data-asset-id=\"b4d248e2-1009-4ca9-94e9-c6fa5c94a19f\" data-image-id=\"b4d248e2-1009-4ca9-94e9-c6fa5c94a19f\" alt=\"\"></figure>\n<p>Now, let's utilize the Connection Library instead of using the individual operations again. Click on the <strong>Propose</strong> button in the Ribbon. No design is available for the current geometry. Switch to <strong>Selection</strong> and click on the<strong> Arrow</strong>.&nbsp;</p>\n<figure data-asset-id=\"81cebfe1-457b-4604-a467-efccf207313a\" data-image-id=\"81cebfe1-457b-4604-a467-efccf207313a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/928af4f4-f21f-428d-83f8-46f8d3534ecb/CL_10.jpg\" data-asset-id=\"81cebfe1-457b-4604-a467-efccf207313a\" data-image-id=\"81cebfe1-457b-4604-a467-efccf207313a\" alt=\"\"></figure>\n<p>While holding the <strong>Control button</strong> on your keyboard, select members <strong>B</strong> and <strong>C</strong>. Confirm the selection by clicking on the Tick button. Suitable design templates are showcased for the selected geometry. Narrow down the selection of templates by only selecting the <strong>Personal </strong>connection design set. <strong>Apply</strong> the template.&nbsp;</p>\n<figure data-asset-id=\"d14c0ac8-2e0d-4be5-aaba-89aef1e9dd91\" data-image-id=\"d14c0ac8-2e0d-4be5-aaba-89aef1e9dd91\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9b20f087-b64e-425d-8068-b7c980d3b7a4/CL_11.jpg\" data-asset-id=\"d14c0ac8-2e0d-4be5-aaba-89aef1e9dd91\" data-image-id=\"d14c0ac8-2e0d-4be5-aaba-89aef1e9dd91\" alt=\"\"></figure>\n<p>The design is applied to the model exactly as it was saved into the Connection Library. To finish the design, add an individual operation for the diagonal member since it is not included in the template.</p>\n<figure data-asset-id=\"77d4accc-b64e-432e-99bb-08d22a250c6c\" data-image-id=\"77d4accc-b64e-432e-99bb-08d22a250c6c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/faf3e40e-95d8-45af-9710-706a1227a4d8/CL_12.jpg\" data-asset-id=\"77d4accc-b64e-432e-99bb-08d22a250c6c\" data-image-id=\"77d4accc-b64e-432e-99bb-08d22a250c6c\" alt=\"\"></figure>\n<p>Modify the operation according to the picture below.&nbsp;</p>\n<figure data-asset-id=\"cb8383b8-696d-4da0-9883-22cdad9026a2\" data-image-id=\"cb8383b8-696d-4da0-9883-22cdad9026a2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1bda7914-ab36-4cce-92ec-c2cba3e56fa1/CL_13.jpg\" data-asset-id=\"cb8383b8-696d-4da0-9883-22cdad9026a2\" data-image-id=\"cb8383b8-696d-4da0-9883-22cdad9026a2\" alt=\"\"></figure>\n<p>Edit the Gusset plate to a suitable shape in the<a data-item-id=\"748f0c81-c600-50e2-a41e-32e42cf42116\" href=\"\"> <strong>Plate editor</strong></a><strong>.&nbsp;</strong></p>\n<figure data-asset-id=\"8f33f942-3b43-45e2-ac0f-8455e2b61a83\" data-image-id=\"8f33f942-3b43-45e2-ac0f-8455e2b61a83\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1e521f96-89d0-4834-bf3e-7db8e709869f/CL_14.jpg\" data-asset-id=\"8f33f942-3b43-45e2-ac0f-8455e2b61a83\" data-image-id=\"8f33f942-3b43-45e2-ac0f-8455e2b61a83\" alt=\"\"></figure>\n<p>Do the same to trim the corners of the <strong>Tongue plate.&nbsp;</strong></p>\n<figure data-asset-id=\"f930498d-90fb-47f5-8f68-731956a9e14c\" data-image-id=\"f930498d-90fb-47f5-8f68-731956a9e14c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e957a1d8-481b-4d4c-9731-b8e69e6fccf2/CL_15.jpg\" data-asset-id=\"f930498d-90fb-47f5-8f68-731956a9e14c\" data-image-id=\"f930498d-90fb-47f5-8f68-731956a9e14c\" alt=\"\"></figure>\n<p>And the design is finished. 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                                                                                                                                                                    "value": "<p>This article contains resources handling the parametric design and use of parameters within only the IDEA StatiCa Connection app and its Developer tab. To learn more about the parametric design using the plugin between Connection and Grasshopper, navigate to <a data-item-id=\"32829f8b-a27e-470c-b287-790c64805a9d\" href=\"\">Rhino/Grasshopper page</a>.</p>\n<h3>Tutorials</h3>\n<ul>\n  <li><a data-item-id=\"6c8e336a-172b-461f-ad1d-0ae8e5fdac78\" href=\"\">Parametric design in IDEA StatiCa Connection - Basics (01)</a></li>\n  <li><a data-item-id=\"f777f172-6707-48b3-8ac9-7a4dee412002\" href=\"\">Parametric design in IDEA StatiCa Connection - Advanced (02)</a></li>\n  <li><a data-item-id=\"cda6406b-6f90-4c5d-be45-6d9d5d0b905e\" href=\"\">Parametric design in IDEA StatiCa Connection - Single plate Shear connection</a></li>\n  <li><a data-item-id=\"9de8af5b-882a-496a-bdbf-33bcd3562170\" href=\"\">Flush moment end plate connections (AISC)</a></li>\n</ul>\n<h3>Articles</h3>\n<ul>\n  <li><a data-item-id=\"be1bc111-ddd8-4cca-b85c-a479c3dde877\" href=\"\">Setting up parametric design with Developer Tab</a></li>\n  <li><a href=\"http://Expression Parameter Reference\" data-new-window=\"true\" title=\"Expression Parameter Reference - technical documentation\" target=\"_blank\" rel=\"noopener noreferrer\">Expression Parameter Reference - technical documentation</a></li>\n  <li><a data-item-id=\"e5982961-3fb7-424b-9b44-dfd731b836d4\" href=\"\">Parametric design for steel connections</a></li>\n  <li><a data-item-id=\"43f3dfc4-bff8-464b-b284-da70ec8f5120\" href=\"\">UX features in parametric design</a></li>\n  <li><a data-item-id=\"07f0d4e0-790e-4ddc-82eb-6bff094488b3\" href=\"\">Parametric templates in Connection Library</a></li>\n</ul>\n<h3>Blog posts</h3>\n<ul>\n  <li><a data-item-id=\"29c56cd6-b15f-4e50-b864-f4acca59bc12\" href=\"\">Design connections in just a few clicks!</a></li>\n</ul>"
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                                                                                                                                                                    "value": "<p>In IDEA StatiCa <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">Connection</a>, users have the possibility to create connection models using parameters (relations defined between individual entities). The parametric design allows users to design standardized connections efficiently – <strong>read about how to work with parameters</strong> <a data-item-id=\"e5982961-3fb7-424b-9b44-dfd731b836d4\" href=\"\">in this article.</a></p>\n<p>The integration of <strong>parametric templates</strong> into the <a data-item-id=\"d462d4fd-c84f-4b3b-8111-c248b270291b\" href=\"\">Connection Library</a> offers a transformational approach to connection designer workflows. <strong>It allows users to create and use a universal collection of templates that can be effortlessly customized and deployed in different design contexts.</strong></p>\n<h2>How does it work?</h2>\n<p>The user can upload the created connection to their company or personal set as with any design, and it can even be done <strong>with the defined parameters</strong>. Once there is the same geometry in the project and the solution can be repeated, the user can apply this pre-prepared design (template) with all the parameters.</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>In addition, after proposing the template, it is possible to <strong>change the parameters directly</strong> <strong>in the main design window</strong> and there is no need to go into developer mode. This user-friendly environment allows less-experienced users to work with predefined parameters safely according to the presets of the senior designers.</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>This makes further optimization very simple as there is the possibility of avoiding changing each entity one by one when using operations.</p>\n<p>By changing one parameter, <strong>multiple steps</strong> can be performed at once. For example, when changing the widener width, not only the widener itself, but also all the related welds and the location of the stiffener are affected:</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>The locked modifications in the property list of some manufacturing operations are disabled in such cases. However, if the user wishes, they can break the parameters using the \"<strong>explode</strong>\" button, and continue with modifying operations.</p>\n<p>The templates to which the parameters are linked are marked with a lowercase {p}. Several parametric templates have already been prepared and made available in the <strong>predefined design set by the IDEA StatiCa team</strong>.</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<h2>What are the benefits of parametric templates?</h2>\n<ul>\n  <li><strong>Universal templates</strong>: Designers can access a broad collection of parametric templates from the Connection Library. These templates are designed to be universally applicable, providing a solid foundation for a wide range of projects.</li>\n  <li><strong>Parametric customization</strong>: Through the Developer tab, users can define specific parameters for each template, allowing for a high degree of customization and flexibility in design.</li>\n  <li><strong>Template identification</strong>: Parametric templates are easily identifiable by the symbol {p}, ensuring that users can quickly recognize and select them for their projects.</li>\n  <li><strong>Enhanced library filtering</strong>: The filter in the Propose window of the Connection Library enables users to efficiently find parametric templates among the library's extensive offering.</li>\n  <li><strong>Publication control</strong>: When a connection contains parameters, designers have the option to publish these parametric templates to the Connection Library. This feature offers flexibility in sharing customized templates with the broader user community or keeping them private for individual or internal use.</li>\n</ul>\n<h2>Impact on workflow</h2>\n<p>The inclusion of parametric templates in the Connection Library represents a significant advancement in the design process for connection designers. This functionality simplifies the design process by providing:</p>\n<ul>\n  <li><strong>Efficiency</strong>: The use of templates speeds up the design phase, allowing for quicker iterations and modifications.</li>\n  <li><strong>Consistency</strong>: Parametric templates ensure design consistency across projects, which is crucial for maintaining standards and quality.</li>\n  <li><strong>Collaboration</strong>: The ability to share customized templates enhances collaboration among teams and with the wider design community.</li>\n  <li><strong>Customization</strong>: Designers can tailor templates to specific project requirements, enhancing design accuracy and effectiveness.</li>\n</ul>\n<p><em>Released in </em><a data-item-id=\"52afe115-4e0f-4c6a-be42-e82757fdb937\" href=\"\"><em>IDEA StatiCa patch 23.1.5</em></a>.</p>\n<p><br></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n421fe254_57b7_01cd_2bc3_0af215b956fb\"></object>\n<h2>Default control sets in the Operations</h2>\n<p>The design of a connection by parameters consists of the setting of very unique parameters specific for every single connection type on one hand. On the other hand, there are parameters that are used almost always due to common engineering practices, such as a set of welds, fasteners, and materials.</p>\n<p>To simplify the creation of parametric templates and to reach this setting anytime, we include these controls as default sets in the operation root.</p>\n<p>When you select Operations, there are, by default, the following settings:</p>\n<ul>\n  <li>Weld setting: <strong>Weld sizing method</strong> and weld <strong>Material</strong> (24.0.5)</li>\n  <li>Bolt setting: <strong>Type</strong>, <strong>Shear plane in thread,</strong> and <strong>Shear force transfer</strong> (24.1.0)</li>\n  <li>Plates setting: <strong>Material&nbsp;</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>These controls set the specific property for the whole connection model to all operations and are shown in the Operations root by default. They do not change the properties of the structural members, only the manufacturing operations.</p>\n<p>In case any of the properties related to the control <strong>is used in any parameter</strong> of the parametric template, the control is automatically disabled. By this behavior, we prevent the possibility of influencing the same property from two places and, thus, ruining the connection detail by loops in parameters.</p>\n<p>As a benefit, these controls are also shown without a parametric template, enabling quick changes and unifying properties of any connection model.</p>\n<h2>What are the benefits?</h2>\n<ul>\n  <li>For the <strong>parametric template user</strong> (e.g., junior user), all operations are disabled (read-only). However, <strong>changing the material, bolt class, or plate material</strong> is still a commonly expected action. Although, if there is a single parameter missing in the parametric template, it makes the template unusable. Common properties such as welds, bolts, and material can now be controlled in each parametric template using the default controls shown under the parameters.</li>\n  <li>Adding these controls <strong>simplifies the work of the template creator</strong> (e.g., senior user) <strong>in preparing the parametric templates</strong>. Now, it is not necessary to manually create special parameters for modifying common properties such as welds, bolts, and materials.</li>\n  <li>Sometimes, you want to <strong>unify bolt grades or plates and weld material</strong> in the whole connection detail even when the <strong>parametric template is not used</strong>. It can be easily done either&nbsp;by multi-selecting in the tree and editing operations of the same type (nevertheless, in this case, it has to be done multiple times for each group of operations separately), or it is now possible <strong>to change the requested property</strong> or just check if the same property is used <strong>in one click</strong>.</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<p><em>Released in </em><a data-item-id=\"17d58b3b-ad50-4d8b-9be5-8c387010e618\" href=\"\"><em>IDEA StatiCa version 24.1</em></a><em>.</em></p>\n<p><br></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n7727e059_a44c_01ce_bd96_40976a9aacc3\"></object>\n<h2>Improvements of the predefined set</h2>\n<p>Several enhancements have been made to <strong>parametric templates created via the Wizard</strong> to improve usability, clarity, and model consistency.</p>\n<ul>\n  <li>Validation messages have been refined, only functional and relevant messages are now displayed, such as incorrect member type, cross-section compatibility, or load definition issues.</li>\n  <li>Message texts have also been rewritten for better readability and technical accuracy.</li>\n</ul>\n<figure data-asset-id=\"737a4cd3-cdfd-44d9-b4ef-6bdd0ed27699\" data-image-id=\"737a4cd3-cdfd-44d9-b4ef-6bdd0ed27699\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ae6b21b1-c930-4ad9-859f-f1753f5d321a/25-1%20predefined%20set%202.png\" data-asset-id=\"737a4cd3-cdfd-44d9-b4ef-6bdd0ed27699\" data-image-id=\"737a4cd3-cdfd-44d9-b4ef-6bdd0ed27699\" alt=\"\"></figure>\n<ul>\n  <li>Templates now correctly retain <strong>cross-section data</strong> for cleats and stiffening members, ensuring accurate geometry generation.</li>\n  <li><strong>Custom cross-sections (CSS) stored in the MPRL</strong> are included in templates and automatically applied to new models.</li>\n  <li>A new <strong>Workplane operation method, Intersection</strong>, allows templates to be used for members ending in both X+ and X– directions within Checkbot, with adjustable offset and positioning on the near or far edge of the related member.</li>\n</ul>\n<figure data-asset-id=\"618d872c-8d91-4f63-98b3-d45e7e9c17e2\" data-image-id=\"618d872c-8d91-4f63-98b3-d45e7e9c17e2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6c417587-c02f-4a0b-933f-9a3c4071f6ac/25-1%20predefined%20set%203.png\" data-asset-id=\"618d872c-8d91-4f63-98b3-d45e7e9c17e2\" data-image-id=\"618d872c-8d91-4f63-98b3-d45e7e9c17e2\" alt=\"\"></figure>\n<p>Thanks to this new function, templates are applicable at both ends in the Checkkbot.</p>\n<figure data-asset-id=\"dfb6b20b-9c5f-46b7-b003-b1ca968c6f89\" data-image-id=\"dfb6b20b-9c5f-46b7-b003-b1ca968c6f89\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c3991f2a-98fe-4c99-a1b7-a6875607d42d/25-1%20predefined%20set%204.png\" data-asset-id=\"dfb6b20b-9c5f-46b7-b003-b1ca968c6f89\" data-image-id=\"dfb6b20b-9c5f-46b7-b003-b1ca968c6f89\" alt=\"\"></figure>\n<p>Parametric templates can also be <a data-item-id=\"e8d3e9e8-0671-460a-bc80-22eb894538ca\" href=\"\">combined with each other or with standard manufacturing operations</a>.</p>\n<p><em>Released in </em><a data-item-id=\"44b90fbb-8348-4643-8966-823b2c71587b\" href=\"\"><em>IDEA StatiCa version 25.1</em></a><em>.</em></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_1085ffa\"></object>"
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                                                                                                                                                                    "value": "<p>In this webinar, we will discuss the workflows for <strong>standard connections</strong>. IDEA StatiCa has focused its development on making the design of standard connections supereffective. Sign in and watch how to make your work easier!</p>\n<p>So how does IDEA StatiCa replace the good old ways? It's the combination of the Checkbot app for managing the nodes, parametric input and ready-to-use <a data-item-id=\"07f0d4e0-790e-4ddc-82eb-6bff094488b3\" href=\"\">Parametric templates in Connection Library</a> for instant design, bulk generation of reports including sketches, and export of IFC files for CAD drawings.</p>\n<figure data-asset-id=\"4e7c7dfb-510b-4bcf-8ae7-36b1969d03e2\" data-image-id=\"4e7c7dfb-510b-4bcf-8ae7-36b1969d03e2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4871683a-4fed-41c3-b607-66c5c65bd35a/Parametric%20templates.png\" data-asset-id=\"4e7c7dfb-510b-4bcf-8ae7-36b1969d03e2\" data-image-id=\"4e7c7dfb-510b-4bcf-8ae7-36b1969d03e2\" alt=\"\"></figure>\n<p>Should you prefer, you can also read a blog on the same topic - <a data-item-id=\"c6686af1-9ebc-4586-9cd2-849a279800b0\" href=\"\">Don't let standard connection design slow you down</a>.</p>\n<h2>Excel is great, but...</h2>\n<p>Excel sheets can be very effective, but there are multiple risks and limitations. What if your Excel spreadsheet is programmed for 4 rows of bolts and you design 6 of them? Is using envelope forces still economical? Is the report full and understandable for everybody involved in the project?</p>\n<p>All these questions will be answered during the broadcast. We will also demonstrate live how the fast, safe, and trouble-free workflow for standard connections looks like with IDEA StatiCa software</p>\n<ul>\n  <li>Preprocessing with IDEA StatiCa Checkbot</li>\n  <li>Easy input of design using the parametric templates</li>\n  <li>Bulk report for all connections including sketches</li>\n  <li>Export of IFC models usable in CAD</li>\n</ul>\n<p><br></p>\n<h2>Webinar recording</h2>"
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                                                                                                                                                                    "value": "<h2>Cracking the connection design puzzle</h2>\n<p>As an expert in <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">connection design</a>, from time to time, you wonder how to solve a particular connection to satisfy the requests of all stakeholders.</p>\n<p>You may argue with me that most of the steel connections in your projects are more or less standard, and you can design them blindfolded or at least with the help of your connection design Green Book.&nbsp;</p>\n<p>But in the corner of your mind, you know it is not perfectly true. Often you have to sit down with your colleagues with a pencil and paper to sketch out various possibilities for a column-to-beam connection that looked soooo simple at first glance.&nbsp;</p>\n<p>And here the discussion started:&nbsp;</p>\n<p>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;\"We've always done it that way.\"</p>\n<p>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;\"This connection would be too expensive.\"</p>\n<p>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;\"You can't add bolts here. Welding there would be a much better option\".</p>\n<p>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;\"It should be rather semi-rigid than rigid.\"</p>\n<p>And then, you start searching for inspiration on how to solve such a connection safely and efficiently. First, within your office with your colleagues, then you start browsing and exploring your past projects.&nbsp;</p>\n<p>Somebody has to solve a similar issue before, right?&nbsp;</p>\n<p>And this is where IDEA StatiCa comes in.&nbsp;</p>\n<h2>Connection Library at your service</h2>\n<p><a data-item-id=\"d462d4fd-c84f-4b3b-8111-c248b270291b\" href=\"\"><strong>Connection Library</strong></a><strong> is a cloud application that provides you with 400,000+&nbsp;ideas for your connection designs</strong> from all around the world. Saying that, it is by far the world's largest database of steel connections.&nbsp;Available just at your fingertips. And for free...&nbsp;</p>\n<p>With the Connection Library, you can browse examples matching&nbsp;your project and <strong>find inspiration in seconds</strong>!&nbsp;</p>\n<p><strong>The use is pretty easy, just like 1-2-3.&nbsp;</strong></p>\n<h4>1. Define the geometry of your model</h4>\n<p>The whole database is segmented and filterable by a smart system of connection geometries. What does it mean? Using a few setting parameters, you can model your connection members quickly with a predefined set of cross-sections and filters.&nbsp;</p>\n<p>You can play with members, add them or remove, rotate, or adjust them. For each of them, you can select from 8 different types of cross-sections + one general, in case you are not sure yet.&nbsp;</p>\n<p>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;Do you need to add a hollow section? No problem!&nbsp;</p>\n<p>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;Did you say \"rectangular\"? Here you are!&nbsp;</p>\n<p>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;Change it to I-shape? Just click here.&nbsp;</p>\n<figure data-asset-id=\"e1a658ae-4ba2-46d8-ba48-7f8c3a369520\" data-image-id=\"e1a658ae-4ba2-46d8-ba48-7f8c3a369520\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6a3c1e2d-08d0-4c87-8802-396313c40d21/ConLib-step01-2.5x.gif\" data-asset-id=\"e1a658ae-4ba2-46d8-ba48-7f8c3a369520\" data-image-id=\"e1a658ae-4ba2-46d8-ba48-7f8c3a369520\" alt=\"\"></figure>\n<p>By the way, if you are not sure about your solution yet or you want to see the rich inspiration for the most popular connection types, you can just click on one of the <strong>four preselected models</strong> in the bottom right corner.&nbsp;</p>\n<h4>2. Browse potential candidates</h4>\n<p>Based on your model settings, you can start browsing thousands of connections with the same geometry. Obviously, the more precisely specified geometry, the more accurate the offer of solutions would be.&nbsp;</p>\n<figure data-asset-id=\"60697ce5-4c9f-4b1d-9253-cd19905778d1\" data-image-id=\"60697ce5-4c9f-4b1d-9253-cd19905778d1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/971c4360-91a6-4b20-b3a5-1857f609ecec/connection-library-v0-03d.PNG\" data-asset-id=\"60697ce5-4c9f-4b1d-9253-cd19905778d1\" data-image-id=\"60697ce5-4c9f-4b1d-9253-cd19905778d1\" alt=\"\"></figure>\n<p>If there are too many options, try to<strong> adjust filtering</strong>, refine your settings, or fine-tune connectors and features.&nbsp;</p>\n<p>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;Need only welded connections? Just set the right filter on/off.&nbsp;</p>\n<p>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;Do you need to see only anchorings? One more click...</p>\n<figure data-asset-id=\"e8382292-814a-45d0-a4de-7102762ae730\" data-image-id=\"e8382292-814a-45d0-a4de-7102762ae730\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c80e68b1-8452-49b2-8d02-459e79d38874/connection-library-v0-01-filters1.png\" data-asset-id=\"e8382292-814a-45d0-a4de-7102762ae730\" data-image-id=\"e8382292-814a-45d0-a4de-7102762ae730\" alt=\"\"></figure>\n<p>If the offered examples are not matching perfectly, take a step back and adjust your initial model.&nbsp;</p>\n<h4>3. Explore details in a 3D view</h4>\n<p>The last step enables you to explore connection details and properties in the 3D view window. You can find similar connections and see how other engineers solved them.&nbsp;</p>\n<p><strong>To access the 3D view</strong>, <strong>you have to either have an IDEA StatiCa account</strong> already (you have the IDEA StatiCa desktop license, no matter if a commercial or free – educational or trial), or you can quickly <a data-item-id=\"0c872071-6a3f-4b99-8cd4-66440db9cc0d\" href=\"\">create a free account</a>, which allows you to explore the connection details.</p>\n<p>Besides the filter settings, you can also see according to which standard the connection had been designed.&nbsp;</p>\n<figure data-asset-id=\"d9678bf1-23da-425d-8e76-561722b61b32\" data-image-id=\"d9678bf1-23da-425d-8e76-561722b61b32\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/06240ec5-08e5-46d4-8c3d-5d74f4353e21/connection-library-v1-04.PNG\" data-asset-id=\"d9678bf1-23da-425d-8e76-561722b61b32\" data-image-id=\"d9678bf1-23da-425d-8e76-561722b61b32\" alt=\"\"></figure>\n<p>If you like the selected solution, get inspired, and you can try to model it in the IDEA StatiCa desktop app on your own.</p>\n<h2>Where are all these connections coming from?</h2>\n<p>As you can imagine, putting together such an extensive database of steel connections was not an easy task.&nbsp;</p>\n<p>Connection Library has been created by structural engineers for the global community of engineers, nurturing inspiration and simplifying their work, much like programmers share code for collective benefit.</p>\n<p>The <strong>Connection Library database comes from data gathered by another IDEA StatiCa cloud app called </strong><a data-item-id=\"509c9953-7d08-4da3-9b0e-1651eb8053ea\" href=\"\"><strong>Viewer</strong></a>, where engineers can share their project files. We took those connection designs, made them anonymous, and kept just the important bits like cross-sections, member geometry, and the building codes. No data from our desktop applications were used to build the Connection Library database.</p>\n<h2>Now it's your turn...</h2>\n<p><a href=\"https://connectionlibrary.ideastatica.com/\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">IDEA StatiCa Connection Library</a> is an (almost) endless source of inspiration for you. Take the plunge into testing, browse it, change geometries... Just do your best to find out what scenarios it can cover for you, your projects, and designs.&nbsp;</p>\n<p>Connection Library is a new tool, and as for every new project, <strong>we would love to hear your feedback</strong>.&nbsp;</p>\n<p>What do you like or dislike? How can it be improved, or what features should we add to it? 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                                                                                                                                            "value": "<h2>1 New project</h2>\n<p>Launch&nbsp;<strong>IDEA StatiCa</strong>&nbsp;(<a data-item-id=\"0dff6482-3e17-4ca2-bb66-b4abc6a8dde4\" href=\"\">download the newest version</a>)&nbsp;and select the&nbsp;<strong>Connection&nbsp;</strong>application.</p>\n<p>Create a&nbsp;new&nbsp;project by selecting the starting template closest to the desired design. Fill in the name, select&nbsp;the steel grade <strong>S355</strong>,<strong> </strong>design code <strong>Eurocode</strong>, and <strong>Create project</strong>.</p>\n<figure data-asset-id=\"a6981427-9bf8-490c-81be-6b03c12d1876\" data-image-id=\"a6981427-9bf8-490c-81be-6b03c12d1876\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e0cf615f-2ba9-4da3-b09c-f086263ce42d/Buckling%20EN%201.png\" data-asset-id=\"a6981427-9bf8-490c-81be-6b03c12d1876\" data-image-id=\"a6981427-9bf8-490c-81be-6b03c12d1876\" alt=\"Template\"></figure>\n<p>Since we are using the EN code, set the <strong>metric units</strong> (see <a data-item-id=\"832da2a8-6d89-4598-84c5-dfc30515c634\" href=\"\">How to change the system of units</a>).</p>\n<h2>2 Geometry</h2>\n<p>Start with the modification of the cross-section of the horizontal member <strong>C</strong>. Use the <strong>right-mouse-click </strong>on the member in the scene or the <strong>pen </strong>button in properties to change the cross-section of the same shape.</p>\n<figure data-asset-id=\"eb89c3cf-1e2e-49ed-9f00-d8d991a17052\" data-image-id=\"eb89c3cf-1e2e-49ed-9f00-d8d991a17052\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d8b5815e-0b69-4fda-9c68-a6b9fb7bc2a3/Buckling%20EN%202.png\" data-asset-id=\"eb89c3cf-1e2e-49ed-9f00-d8d991a17052\" data-image-id=\"eb89c3cf-1e2e-49ed-9f00-d8d991a17052\" alt=\"Define cross section\"></figure>\n<p>Select <strong>IPE220</strong> from the library.</p>\n<figure data-asset-id=\"1962f105-568e-4bb0-90fb-ebae342a4384\" data-image-id=\"1962f105-568e-4bb0-90fb-ebae342a4384\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/81c5bfa0-78bd-40af-84b6-2b5c40b8c15d/Buckling%20EN%203.png\" data-asset-id=\"1962f105-568e-4bb0-90fb-ebae342a4384\" data-image-id=\"1962f105-568e-4bb0-90fb-ebae342a4384\" alt=\"\"></figure>\n<p>Now, change the cross-section of the vertical member <strong>B</strong> to another shape, again using the <strong>right-mouse button </strong>on the member in the scene or the <strong>plus </strong>button in properties.</p>\n<figure data-asset-id=\"780f2d25-9529-4cda-ac61-990ded157d6e\" data-image-id=\"780f2d25-9529-4cda-ac61-990ded157d6e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7a259f08-4777-4592-a3e5-911e4b045679/Buckling%20EN%204.png\" data-asset-id=\"780f2d25-9529-4cda-ac61-990ded157d6e\" data-image-id=\"780f2d25-9529-4cda-ac61-990ded157d6e\" alt=\"\"></figure>\n<p>Choose the <strong>rectangular hollow sections</strong> group and confirm the <strong>RHS120/80/8.0 </strong>type of<strong> </strong>cross-section.</p>\n<figure data-asset-id=\"30aff843-d523-4e11-b51e-84f59974f956\" data-image-id=\"30aff843-d523-4e11-b51e-84f59974f956\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f5a8b898-5ab6-475d-8c8f-f47a198e1006/Buckling%20EN%205.png\" data-asset-id=\"30aff843-d523-4e11-b51e-84f59974f956\" data-image-id=\"30aff843-d523-4e11-b51e-84f59974f956\" alt=\"\"></figure>\n<p>Now, you can modify the properties of member <strong>B</strong>. Set the <strong>Model type</strong> to <strong>N-Vy-Vz</strong> and the parameter <strong>Forces in</strong> to <strong>Bolts</strong>.</p>\n<figure data-asset-id=\"5c347a47-b1b2-473f-9a21-9715f4b7e8b3\" data-image-id=\"5c347a47-b1b2-473f-9a21-9715f4b7e8b3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/36ec5a55-6b73-4393-be03-7797fefdcbd5/2_4.png\" data-asset-id=\"5c347a47-b1b2-473f-9a21-9715f4b7e8b3\" data-image-id=\"5c347a47-b1b2-473f-9a21-9715f4b7e8b3\" alt=\"\"></figure>\n<p>Read more about the Model type and Forces in parameters in <a data-item-id=\"ac982d36-e45a-5d9f-93f8-344206647dc4\" href=\"\">How to model a single bolt connection (Model type)</a> and <a data-item-id=\"a25875d5-40c2-5ae8-8919-18016fad28ff\" href=\"\">How to define correct load position (Forces in)</a> articles.</p>\n<h2>3 Load effects</h2>\n<p>Let’s continue with the <a data-item-id=\"3eca9f92-b870-40f1-b11b-dd1ba61acb5a\" href=\"\">Load effects</a>. Load effect <strong>LE1</strong> was automatically added. Input <strong>-40 kN</strong> of normal force <strong>N [kN]</strong> for member <strong>B / End</strong> in the tab and <strong>-20 kN</strong> of shear force <strong>Vz [kN]</strong> for both ends of member C<strong> (C / Begin, C / End).</strong></p>\n<figure data-asset-id=\"724d1d4c-5f2b-4b29-b421-de33c6e0129e\" data-image-id=\"724d1d4c-5f2b-4b29-b421-de33c6e0129e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ce6184cb-f9d6-45ae-845f-212754f5955a/3_5.png\" data-asset-id=\"724d1d4c-5f2b-4b29-b421-de33c6e0129e\" data-image-id=\"724d1d4c-5f2b-4b29-b421-de33c6e0129e\" alt=\"\"></figure>\n<h2>4 Design</h2>\n<p>Now define the manufacturing operations. Click on the <strong>Operations</strong> icons in the ribbon (alternatively, right-click on Operations in the tree of entities and New operation).</p>\n<figure data-asset-id=\"918e50e7-cb2f-446f-8ffc-2fd20f1b9906\" data-image-id=\"918e50e7-cb2f-446f-8ffc-2fd20f1b9906\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/df42ea81-dc79-4ce9-80f9-0b0ff06b639e/Buckling%20EN%206.png\" data-asset-id=\"918e50e7-cb2f-446f-8ffc-2fd20f1b9906\" data-image-id=\"918e50e7-cb2f-446f-8ffc-2fd20f1b9906\" alt=\"\"></figure>\n<p>Select the <strong>Connecting plate</strong> operation from the list of available manufacturing operations.</p>\n<figure data-asset-id=\"5b22483b-0119-4c16-ac4b-2ea7d7c4c6bc\" data-image-id=\"5b22483b-0119-4c16-ac4b-2ea7d7c4c6bc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3ea4de54-c8ac-4b5a-9acc-8505cbc741a4/Buckling%20analysis%20EN%204-2.png\" data-asset-id=\"5b22483b-0119-4c16-ac4b-2ea7d7c4c6bc\" data-image-id=\"5b22483b-0119-4c16-ac4b-2ea7d7c4c6bc\" alt=\"\"></figure>\n<p>Now, define the properties of the connecting plate <strong>CPL1</strong>. Change the <strong>Thickness </strong>of the gusset plate and connecting plate to <strong>6 mm</strong>, the <strong>Width </strong>of the gusset plate and connecting plate to <strong>140 mm</strong>, change the <strong>Type </strong>of the connecting plate to the <strong>Notched member </strong>and choose the <strong>M16 8.8 </strong>bolts.</p>\n<figure data-asset-id=\"b479a56c-54a3-42be-baf4-35190ae5c073\" data-image-id=\"b479a56c-54a3-42be-baf4-35190ae5c073\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d27ab005-6f40-4a8f-8df0-3b34106a194e/Buckling%20analysis%20EN%204-4.png\" data-asset-id=\"b479a56c-54a3-42be-baf4-35190ae5c073\" data-image-id=\"b479a56c-54a3-42be-baf4-35190ae5c073\" alt=\"\"></figure>\n<p>The model is ready to be analyzed.</p>\n<h2>5 Calculation and Check</h2>\n<p>Navigate to the <strong>Check</strong> tab at the top ribbon and start the calculation of both the EPS (stress/strain) and buckling<strong> </strong>analysis under the <strong>Calculate </strong>and <strong>Stress/strain - Buckling</strong> command.</p>\n<figure data-asset-id=\"e6141b1c-210d-41d5-80cd-65308c7a2d36\" data-image-id=\"e6141b1c-210d-41d5-80cd-65308c7a2d36\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b59b8c6f-21f3-45ef-9a02-37891c6e49ca/Buckling%20EN%208.png\" data-asset-id=\"e6141b1c-210d-41d5-80cd-65308c7a2d36\" data-image-id=\"e6141b1c-210d-41d5-80cd-65308c7a2d36\" alt=\"Buckling Calculation\"></figure>\n<p>Turn on the <strong>Buckling shape</strong>, <strong>Mesh</strong>, and <strong>Deformed</strong> view. The tab of critical buckling factors is provided in the <strong>Buckling </strong>tab.</p>\n<figure data-asset-id=\"99fb82fd-f2f9-426c-9c3b-8d52eb23f0df\" data-image-id=\"99fb82fd-f2f9-426c-9c3b-8d52eb23f0df\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9ff9b326-990c-4861-b110-5400ea76a950/Buckling%20EN%207.png\" data-asset-id=\"99fb82fd-f2f9-426c-9c3b-8d52eb23f0df\" data-image-id=\"99fb82fd-f2f9-426c-9c3b-8d52eb23f0df\" alt=\"\"></figure>\n<p>By clicking on each row in the tab of critical buckling factors, you can browse the deformed shapes in the 3D window and analyze them visually.</p>\n<p>To understand the results of the analysis, please read the recommended documents, such as the <a data-item-id=\"c0240dcc-a0cd-4544-ab35-b69b96dd548f\" href=\"\">Theoretical Background</a> or <a data-item-id=\"86394c07-159a-5b98-b6ac-480ac7517b35\" href=\"\">Global buckling vs. local buckling. What does it mean?</a> article, or <a data-item-id=\"7264c6af-2992-4866-b1e4-b8ca79ab1c57\" href=\"\">Buckling needs critical thinking!</a> blogpost.</p>\n<p>Since this is a case of global buckling and the buckling factor is lower than 15, you should use one of the further measures:</p>\n<ul>\n  <li>Simulate the 2nd order effects - add extra shear load perpendicular to the gusset plate as a destabilizing force due to eccentricities with the magnitude of <em>V = N / </em>10 in the location of the bolt group center; A suggestion for this type of connection can be found in the <a data-item-id=\"ae41f5ca-d7b8-41d8-8cad-e9dfb222f5a1\" href=\"\">Gusset plate design in IDEA StatiCa Connection</a>&nbsp;article.</li>\n  <li>or strengthen the connection and recalculate the buckling analysis to ensure the critical buckling factor is higher than 15,</li>\n  <li>or use a different analysis or approach to ensure the buckling is not dangerous for the designed connection.</li>\n</ul>\n<p>We will use the first measure. Go back to <strong>Design</strong>, open the load effect <strong>LE1,</strong> and input <strong>4 kN </strong>of shear force <strong>Vy</strong> to <strong>B / End </strong>and <strong>-2 kN</strong> of shear force <strong>Vy</strong> to <strong>C / Begin</strong> and <strong>C / End</strong>.</p>\n<figure data-asset-id=\"a85bebf0-13d6-4581-87d6-d01b4772145f\" data-image-id=\"a85bebf0-13d6-4581-87d6-d01b4772145f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bde6bc87-242e-4712-af8d-0c9ce07311f2/Buckling%20analysis%20EN%205-3.png\" data-asset-id=\"a85bebf0-13d6-4581-87d6-d01b4772145f\" data-image-id=\"a85bebf0-13d6-4581-87d6-d01b4772145f\" alt=\"\"></figure>\n<p>Recalculate the<strong> </strong>Stress/strain analysis (no more buckling analysis needed). The overall results show the connection passes all the code checks.</p>\n<figure data-asset-id=\"4fdee87e-a510-483b-bfa8-f2a52e4ce1db\" data-image-id=\"4fdee87e-a510-483b-bfa8-f2a52e4ce1db\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6bc2d3d3-2a37-44b9-a0f0-be3754116f8d/results%20image%20with%20Vz%20force.png\" data-asset-id=\"4fdee87e-a510-483b-bfa8-f2a52e4ce1db\" data-image-id=\"4fdee87e-a510-483b-bfa8-f2a52e4ce1db\" alt=\"\"></figure>\n<h2>6 Report</h2>\n<p>As the last step, go to the tab <strong>Report </strong>and <strong>Generate </strong>it. IDEA StatiCa offers a fully customizable report to print out or save in an editable format.</p>\n<figure data-asset-id=\"6889fb28-efbf-405a-bf08-7d57aef2eadb\" data-image-id=\"6889fb28-efbf-405a-bf08-7d57aef2eadb\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c6479af2-d8db-45aa-8304-f4b0ade98bd1/Buckling%20EN%209.png\" data-asset-id=\"6889fb28-efbf-405a-bf08-7d57aef2eadb\" data-image-id=\"6889fb28-efbf-405a-bf08-7d57aef2eadb\" alt=\"\"></figure>\n<p>You have designed and code-checked a structural steel joint according to Eurocode (EN).</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"buckling_analysis__en__924b4d1\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"campus_cta\"></object>"
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                                                                                                                                                    "value": "<p>How often have you faced a situation when you were dealing with a complex project topology, difficult steel connections, unconventional structural stability situation, or something else not covered by books? Join our Wednesdays’ regular webinars and find out more about our software and its breakthrough CBFEM technology.</p>\n<p>During the webinar, you will see an explanation of buckling results in IDEA StatiCa. Together, we will take a trip through buckling shapes and factors of the critical load. Let´s look at the issue of local and global buckling and also thin-walled members. Maybe it’s time to start playing with the connections, not to fight them.</p>\n<p>Join our experienced Product Engineers and calculate yesterday’s estimates!</p>\n<h2>Webinar recording</h2>"
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                                                                                                                                    "value": "<h2>Introduction</h2>\n<p>When designing the structure to resist the seismic load case combination, the engineer must choose a concept:</p>\n<ul>\n  <li>Low dissipative structural behavior\n    <ul>\n      <li><em>q</em> = 1 to 2 (section class 4 → <em>q</em> = 1)</li>\n      <li>No special requirements for steel structures</li>\n      <li>Ductility class low (DCL)</li>\n    </ul>\n  </li>\n  <li>Dissipative structural behavior\n    <ul>\n      <li><em>q</em> ≤ 4 – Ductility class medium (DCM), section class 1, 2</li>\n      <li><em>q</em> &gt; 4 – Ductility class high (DCH), section class 1</li>\n    </ul>\n  </li>\n</ul>\n<p>For low dissipative structural behavior, no special requirements are necessary, and usual connection checks are required. However, for high seismic loads, designing a structure resisting remaining in an elastic state is unfeasible, and dissipative structural behavior is necessary. The Member Capacity Design analysis in IDEA StatiCa Connection is meant for such behavior.</p>\n<p>Possible structural types of seismic resisting systems allowed in EN 1998-1 are:</p>\n<ul>\n  <li>Moment resisting frames (MRF)\n    <ul>\n      <li>plastic hinges at the ends of beams or in the connections of the beams to columns</li>\n      <li>plastic hinges may also be:\n        <ul>\n          <li>at the column base</li>\n          <li>at the top of the column in the upper floor</li>\n        </ul>\n      </li>\n    </ul>\n  </li>\n  <li>Frames with concentric bracings (CBF):\n    <ul>\n      <li>dissipative zones are located in the diagonals in tension</li>\n    </ul>\n  </li>\n  <li>Frames with eccentric bracings (EBF):\n    <ul>\n      <li>dissipative zones in seismic links, mostly in beams</li>\n    </ul>\n  </li>\n  <li>Inverted pendulum structures</li>\n  <li>Steel structures associated with concrete cores or concrete walls</li>\n  <li>Dual frames made of moment-resisting frames combined with braced frames\n    <ul>\n      <li>MRF contributes &gt; 25 % to total strength and stiffness</li>\n    </ul>\n  </li>\n  <li>Moment-resisting frames combined with reinforced concrete infills</li>\n</ul>\n<h2>Determination of seismic load cases</h2>\n<p>Internal forces for seismic load combination may be determined by one of the following methods of structural seismic analysis:</p>\n<ul>\n  <li>Lateral force method</li>\n  <li>Linear modal response spectrum analysis</li>\n  <li>Nonlinear static pushover analysis</li>\n  <li>Nonlinear time-history dynamic analysis</li>\n</ul>\n<p>Using linear modal response spectrum analysis causes internal forces to “lose signs” due to the method of square root of sum of squares (SRSS). The signs should be reobtained by the lateral force method – the joint in IDEA StatiCa must be in equilibrium. The seismic loads are in the accidental load combination, and the structure is analyzed. The joints are designed using standard Stress, strain analysis (EPS) in IDEA StatiCa Connection.</p>\n<p>Furthermore, non-dissipative members must be able to safely, without significant deformations, transfer forces necessary to create the plastic hinges in dissipative members. This additional check is performed in Member Capacity Design analysis (MC).</p>\n<h2>Capacity design</h2>\n<p>The objective of capacity design is to confirm a building undergoes controlled ductile behavior in order to avoid collapse in a design-level earthquake. This involves designing the structure to allow ductile failure at key predictable locations within the structure and to prevent other failure types occurring near these locations or elsewhere in the structure.</p>\n<p>In other words, in a structure that contains both brittle and ductile elements, capacity design is a method to provide the structure with an overall ductile characteristic.</p>\n<p>Some members are considered as dissipative and others non-dissipative. Connections are usually non-dissipative but in some cases may be dissipative. Dissipative elements are expected to undergo significant plastic deformations during seismic load case, the seismic energy may be depleted at these deformations, and the seismic load is therefore significantly lower. On the other hand, dissipative elements must be able to withstand the cyclic strains without any cracks, and all non-dissipative elements must be able to transfer the load induced by dissipative elements. To ensure the formation of plastic hinge in the dissipative member, the probable yield strength is used instead of nominal yield strength, and sometimes, especially for beams in MRFs, also strain-hardening is taken into account. Thus, the strength of dissipative members is taken as:</p>\n<p>\\(f_{y,max} = \\gamma_{sh} \\cdot \\gamma_{ov} \\cdot f_y \\) (EN)</p>\n<p>\\(F_{y,max}= C_{pr} \\cdot R_y \\cdot F_y \\) (AISC)</p>\n<p>where:</p>\n<ul>\n  <li><em>γ</em><sub>sh</sub> – strain-hardening factor, equal to 1.1 in EN 1998-1 and 1.2 in EN 1993-1-8; value 1.2 is recommended in ECCS manuals because it corresponds better to steel grades used for seismic applications; editable at dissipative element function</li>\n  <li><em>γ</em><sub>ov</sub> – overstrength factor, recommended value is 1.25; editable in materials</li>\n  <li>\\(C_{pr} = \\frac{F_y + F_u}{2 \\cdot F_y}\\)&nbsp;– strain-hardening factor – AISC 358-16 (2.4-2); may be turned on or off at dissipative element function</li>\n  <li><em>R</em><sub>y</sub> – ratio of probable to minimal yield strength – AISC 341-16 – Table A3.1; editable in materials</li>\n</ul>\n<p>Ultimate (tensile) strength is also modified for elements selected as dissipative:</p>\n<p>\\(f_{u,max}= \\gamma_ov \\cdot f_u \\) (EN)</p>\n<p>\\(F_{u,max} = R_t \\cdot F_u \\) (AISC)</p>\n<p>where:</p>\n<ul>\n  <li><em>γ</em><sub>ov</sub> – overstrength factor, recommended value is 1.25; editable in materials</li>\n  <li><em>R</em><sub>u</sub> – ratio of probable to minimal tensile strength – AISC 341-16 – Table A3.1; editable in materials</li>\n</ul>\n<p>All the factors are modifiable allowing user a great degree of freedom. Moreover, multiple overstrength functions may be created with varying properties, but one plate may be selected only once. The strain-hardening factor is typically not used (equal to 1) for the analysis of braced frames. Note that safety (resistance/capacity) factors are not used for dissipative elements (members or plates with applied overstrength function).</p>\n<h2>Case study: Moment resisting frames</h2>\n<p>Typically, the beam is a dissipative member, in which plastic hinge is meant to form, and connection and the column are non-dissipative elements, which must remain without significant deformations. The beam is loaded by the load necessary to form plastic hinge in the beam with probable yield strength and by the corresponding shear force:</p>\n<p>\\[ M_{Ed} = f_{y,max} \\cdot W_{pl} \\]</p>\n<p>\\[V_{Ed} = \\frac{2M_{Ed}}{L_h} + V_{gravity} \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>W</em><sub>pl</sub> – plastic section modulus of the beam</li>\n  <li><em>L</em><sub>h</sub> – distance between two plastic hinges on the beam</li>\n  <li><em>V</em><sub>gravity</sub> – shear force due to gravity loading in the seismic combination</li>\n</ul>\n<figure data-asset-id=\"60d63b32-e0ab-41e1-b674-903365151edd\" data-image-id=\"60d63b32-e0ab-41e1-b674-903365151edd\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/483ccbcc-0aaf-4302-be41-45b5bf3074b6/plastic%20hinge.png\" data-asset-id=\"60d63b32-e0ab-41e1-b674-903365151edd\" data-image-id=\"60d63b32-e0ab-41e1-b674-903365151edd\" alt=\"Plastic hinge\"></figure>\n<p>Note that if a double-sided beam-to-column joint is used, the forces must be from the same load case with correct directions, e.g.:</p>\n<figure data-asset-id=\"1496a1bc-2d5e-41ef-89e5-4447eeaf64c5\" data-image-id=\"1496a1bc-2d5e-41ef-89e5-4447eeaf64c5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/582bcac7-9ba5-48d1-bc9b-cf153db4dfad/CD_Loads.png\" data-asset-id=\"1496a1bc-2d5e-41ef-89e5-4447eeaf64c5\" data-image-id=\"1496a1bc-2d5e-41ef-89e5-4447eeaf64c5\" alt=\"Loads\"></figure>\n<figure data-asset-id=\"15fd28dd-c0c2-43bf-95ea-b445526a323c\" data-image-id=\"15fd28dd-c0c2-43bf-95ea-b445526a323c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d766deab-f4a5-4454-84cf-39ea37c6773a/CD_two%20members.png\" data-asset-id=\"15fd28dd-c0c2-43bf-95ea-b445526a323c\" data-image-id=\"15fd28dd-c0c2-43bf-95ea-b445526a323c\" alt=\"Capacity design - two members\"></figure>\n<p>The shear forces are typically applied at the node for rigid joints. But the applied corresponding shear force is decreasing the bending moment at the plastic hinge. The moment at the plastic hinge is calculated as \\(M_{Ed} = f_{y,max} \\cdot W_{pl}\\)&nbsp;and the bending moment <em>M</em><sub>y</sub> at the node is increased by the shear force <em>V</em><sub>z</sub> to \\( M_y = f_{y,max} \\cdot W_{pl} + V_z \\cdot s_h \\)&nbsp;where <em>s</em><sub>h</sub> is the distance between the node and the location of the plastic hinge. AISC&nbsp;358 specifies the value <em>s</em><sub>h</sub> but for the distance between the column face and the plastic hinge.</p>\n<p>Another option is to set \\(M_y = f_{y,max} \\cdot W_{pl} \\)&nbsp;and set the position of shear force at the location of the intended plastic hinge (Model &gt; Forces in &gt; Position).</p>\n<figure data-asset-id=\"daaac3d7-2c87-489c-8104-499dad282eff\" data-image-id=\"daaac3d7-2c87-489c-8104-499dad282eff\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/06316641-4318-4a33-8fd4-527696997791/CD_moment%20at%20hinge.png\" data-asset-id=\"daaac3d7-2c87-489c-8104-499dad282eff\" data-image-id=\"daaac3d7-2c87-489c-8104-499dad282eff\" alt=\"Capacity design - moment in a hinge\"></figure>\n<p>There may be other non-dissipative members connected to the joint. Such members should be loaded by gravity loads from the accidental seismic load combination.</p>\n<h2>Detailing</h2>\n<p>Detailing rules specified in relevant codes are not checked in IDEA StatiCa Connection and must be followed. Resistance against low-cyclic fatigue of many seismic-resistant joints was validated by experimental testing. Especially weld details are prone to fatigue cracking, and only a standard weld check is not enough for connections of dissipative members. Examples of weld details prescribed in project EQUALJOINTS are shown below.</p>\n<p><strong>Weld details of the groove full penetration welds of extended stiffened and unstiffened end-plate beam-to-column joints:</strong></p>\n<figure data-asset-id=\"19efeda2-718d-487d-a239-43445fadd4fc\" data-image-id=\"19efeda2-718d-487d-a239-43445fadd4fc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a853b6cd-c344-4e92-80e9-b23c2362d4d9/CD_weld%20detailing1.png\" data-asset-id=\"19efeda2-718d-487d-a239-43445fadd4fc\" data-image-id=\"19efeda2-718d-487d-a239-43445fadd4fc\" alt=\"Detailing - welds\"></figure>\n<p><strong>Weld details for haunched extended end-plate joints:</strong></p>\n<figure data-asset-id=\"425946b4-0372-491d-99be-8e952ddf8127\" data-image-id=\"425946b4-0372-491d-99be-8e952ddf8127\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8917a6f8-2112-4a1f-87f9-b4f2b20af6a7/CD_weld%20detailing2.png\" data-asset-id=\"425946b4-0372-491d-99be-8e952ddf8127\" data-image-id=\"425946b4-0372-491d-99be-8e952ddf8127\" alt=\"Detailing\"></figure>\n<p><strong>Dog bone</strong></p>\n<figure data-asset-id=\"da4f1f2b-a663-47b2-bfb9-bbc918c603d1\" data-image-id=\"da4f1f2b-a663-47b2-bfb9-bbc918c603d1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/de1d2560-4775-4b55-9f51-77420a39ad88/CD_dog%20bone.png\" data-asset-id=\"da4f1f2b-a663-47b2-bfb9-bbc918c603d1\" data-image-id=\"da4f1f2b-a663-47b2-bfb9-bbc918c603d1\" alt=\"Dog bone\"></figure>\n<p>Beam flange width: &nbsp;<em>b</em><sub>f</sub>&nbsp;</p>\n<p>Beam depth: &nbsp;<em>d</em><sub>b</sub></p>\n<p>Maximum depth of the flange cut: &nbsp;<em>c</em> = 0.25 <em>b</em><sub>f</sub>&nbsp;</p>\n<p>Recommended depth of the flange cut: &nbsp;<em>c</em> = 0.20 <em>b</em><sub>f</sub></p>\n<p>Distance between column face and beginning of reduced beam section: &nbsp;<em>a</em> = 0.6 <em>b</em><sub>f</sub></p>\n<p>Length over which the flange is reduced: &nbsp;s = 0.75 <em>d</em><sub>b</sub></p>\n<h2>The rotational capacity of the connection</h2>\n<p>IDEA StatiCa Connection provides Moment-rotation diagrams for any connected member. Stiffness analysis gives (not only) the following results:</p>\n<ul>\n  <li>Initial stiffness</li>\n  <li>Limit capacity for 5% plastic strain</li>\n  <li>Rotational capacity for 15% plastic strain</li>\n</ul>\n<p>All of them are important for the proper seismic design of the connection. Rotational capacity (rotation <em>ϕ</em><em><sub>c</sub></em>) is used for the evaluation of the ductility of the connection. The given value can be compared with the values recommended in design codes.</p>\n<figure data-asset-id=\"7f4258bd-3c6c-4724-853f-a141b761564e\" data-image-id=\"7f4258bd-3c6c-4724-853f-a141b761564e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7b265bed-2ef8-4271-b2a1-ba058b80e6df/CD_ductility.png\" data-asset-id=\"7f4258bd-3c6c-4724-853f-a141b761564e\" data-image-id=\"7f4258bd-3c6c-4724-853f-a141b761564e\" alt=\"Ductility\"></figure>\n<h2>Summary</h2>\n<p>The joint intended as a part of a seismic resisting system with dissipative structural behavior has to be checked against:</p>\n<ul>\n  <li>standard load combinations (EPS analysis)</li>\n  <li>accidental seismic load combination (EPS analysis)</li>\n  <li>load necessary to form a plastic hinge in the dissipative member (MC analysis)</li>\n</ul>\n<p>Code specified detailing rules must be followed.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n3e5360ff_d1e3_018e_2faf_8b625157c3c6\"></object>\n<h2>References:</h2>\n<ul>\n  <li>EN 1998-1 Chapter 6: Specific rules for steel buildings</li>\n  <li>EN 1993-1-8</li>\n  <li>ACI 341-16 <a href=\"https://www.aisc.org/globalassets/aisc/publications/standards/seismic-provisions-for-structural-steel-buildings-ansi-aisc-341-16.pdf\">https://www.aisc.org/globalassets/aisc/publications/standards/seismic-provisions-for-structural-steel-buildings-ansi-aisc-341-16.pdf</a></li>\n  <li>ACI 358-18 <a href=\"https://www.aisc.org/globalassets/aisc/publications/standards/a358-18w.pdf\">https://www.aisc.org/globalassets/aisc/publications/standards/a358-18w.pdf</a></li>\n  <li>ACI 360-16 <a href=\"https://www.aisc.org/globalassets/aisc/publications/standards/a360-16-spec-and-commentary.pdf\">https://www.aisc.org/globalassets/aisc/publications/standards/a360-16-spec-and-commentary.pdf</a></li>\n  <li>CSA S16-14</li>\n</ul>\n<p><br></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"take_idea_statica_24_0_for_a_test_drive_today\"></object>"
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                                                                                                    "value": "<h2>1 New project</h2>\n<p>Let’s launch <strong>IDEA StatiCa</strong> and select application <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\"><strong>Connection</strong></a>. Create a new project by selecting a starting template closest to the desired design, filling in the name, and choosing the design code and default material properties – A992.</p>\n<figure data-asset-id=\"93381f9a-ebde-42b6-95a5-7056123a46d8\" data-image-id=\"93381f9a-ebde-42b6-95a5-7056123a46d8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/30a58e3a-dab5-4512-a3c1-fc24f63b004d/footing%20with%20diagonal.png\" data-asset-id=\"93381f9a-ebde-42b6-95a5-7056123a46d8\" data-image-id=\"93381f9a-ebde-42b6-95a5-7056123a46d8\" alt=\"\"></figure>\n<p>Since you work under the AISC code, set the <strong>imperial units</strong> (see <a data-item-id=\"832da2a8-6d89-4598-84c5-dfc30515c634\" href=\"\">How to change the system of units</a>).</p>\n<h2>2 Geometry</h2>\n<p>A column and a base plate with anchors were automatically added. Before continuing, make sure to explode the parametric template as shown below.</p>\n<figure data-asset-id=\"cf2d1b80-9def-4e3c-aba1-b6f03c0321a6\" data-image-id=\"cf2d1b80-9def-4e3c-aba1-b6f03c0321a6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/db65148a-a4c1-43f4-87d8-5e2443a91cf5/explode.png\" data-asset-id=\"cf2d1b80-9def-4e3c-aba1-b6f03c0321a6\" data-image-id=\"cf2d1b80-9def-4e3c-aba1-b6f03c0321a6\" alt=\"\"></figure>\n<p>First, change the <a data-item-id=\"a93fbea4-d814-5dcb-aa9e-35315063cb88\" href=\"\">cross-section</a> of the column.</p>\n<figure data-asset-id=\"380cae46-a3a3-4418-a1a5-4099f927ff05\" data-image-id=\"380cae46-a3a3-4418-a1a5-4099f927ff05\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8324fc8a-1389-4016-b69d-464edede9309/Footing%20with%20diagonal%20%28AISC%29_03.png\" data-asset-id=\"380cae46-a3a3-4418-a1a5-4099f927ff05\" data-image-id=\"380cae46-a3a3-4418-a1a5-4099f927ff05\" alt=\"Wide flange profile selection\"></figure>\n<p>And modify its offset in ex direction.</p>\n<figure data-asset-id=\"4a224ad2-58cb-4b97-839e-895b08f69147\" data-image-id=\"4a224ad2-58cb-4b97-839e-895b08f69147\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8410a514-e7ca-4981-86d7-775fbedf8b27/Footing%20with%20diagonal%20%28AISC%29_04.png\" data-asset-id=\"4a224ad2-58cb-4b97-839e-895b08f69147\" data-image-id=\"4a224ad2-58cb-4b97-839e-895b08f69147\" alt=\"Offset modification in base plate\"></figure>\n<p>Then add a new <a data-item-id=\"e2fb6b14-f5e4-4b81-8322-71acd2cdf487\" href=\"\">member</a>.</p>\n<figure data-asset-id=\"9d49e1ce-de36-4743-b393-2b95988a6847\" data-image-id=\"9d49e1ce-de36-4743-b393-2b95988a6847\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/74e62548-9bb9-40c9-912c-d8ba22802a82/Footing%20with%20diagonal%20%28AISC%29_05.png\" data-asset-id=\"9d49e1ce-de36-4743-b393-2b95988a6847\" data-image-id=\"9d49e1ce-de36-4743-b393-2b95988a6847\" alt=\"New member icon\"></figure>\n<p>And change its cross-section to HSS3X3X1/4 and material to A500 Grade C shaped</p>\n<figure data-asset-id=\"c6f29a39-6193-4430-9064-9d67b9cea33a\" data-image-id=\"c6f29a39-6193-4430-9064-9d67b9cea33a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8ceb0c72-e1e3-4126-b006-1a641e64240d/Footing%20with%20diagonal%20%28AISC%29_06.png\" data-asset-id=\"c6f29a39-6193-4430-9064-9d67b9cea33a\" data-image-id=\"c6f29a39-6193-4430-9064-9d67b9cea33a\" alt=\"HSS profile selection\"></figure>\n<figure data-asset-id=\"f2af0000-35ce-47a8-bee8-61c0b1ead7e2\" data-image-id=\"f2af0000-35ce-47a8-bee8-61c0b1ead7e2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9fa3df4f-83e5-423d-870d-6a967acf5163/Footing%20with%20diagonal%20%28AISC%29_07.png\" data-asset-id=\"f2af0000-35ce-47a8-bee8-61c0b1ead7e2\" data-image-id=\"f2af0000-35ce-47a8-bee8-61c0b1ead7e2\" alt=\"Material selection A500\"></figure>\n<p>Change the <strong>member pitch angle</strong> and set the <strong>model type</strong> to N-Vy-Vz since this member will act in tension/compression only as a pinned bracing diagonal.</p>\n<figure data-asset-id=\"a1b36580-d896-4555-aaf2-2179ff11d568\" data-image-id=\"a1b36580-d896-4555-aaf2-2179ff11d568\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d70e32b0-262d-4b1e-93f3-bef1ab57c51d/Footing%20with%20diagonal%20%28AISC%29_08.png\" data-asset-id=\"a1b36580-d896-4555-aaf2-2179ff11d568\" data-image-id=\"a1b36580-d896-4555-aaf2-2179ff11d568\" alt=\"Bracing member properties\"></figure>\n<p>Add another member, change its cross-section to W8X40, and modify its properties.</p>\n<figure data-asset-id=\"be11b625-8e66-4e07-9300-45150bfc3de9\" data-image-id=\"be11b625-8e66-4e07-9300-45150bfc3de9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/aabe2c5d-8eed-4d82-bd22-6f50e60a79e9/Footing%20with%20diagonal%20%28AISC%29_09.png\" data-asset-id=\"be11b625-8e66-4e07-9300-45150bfc3de9\" data-image-id=\"be11b625-8e66-4e07-9300-45150bfc3de9\" alt=\"Add new steel member\"></figure>\n<figure data-asset-id=\"eb0274d3-62cf-4d13-a2fc-e3629750b9de\" data-image-id=\"eb0274d3-62cf-4d13-a2fc-e3629750b9de\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c1509029-66ce-4e98-927a-67a62bea5014/Footing%20with%20diagonal%20%28AISC%29_10.png\" data-asset-id=\"eb0274d3-62cf-4d13-a2fc-e3629750b9de\" data-image-id=\"eb0274d3-62cf-4d13-a2fc-e3629750b9de\" alt=\"Modification and selection of profile section\"></figure>\n<figure data-asset-id=\"2369e711-81a5-42b3-8b4b-b2b14cfb8c6f\" data-image-id=\"2369e711-81a5-42b3-8b4b-b2b14cfb8c6f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9862540b-d6d9-47c3-b165-1310e3a4dbbe/Footing%20with%20diagonal%20%28AISC%29_11.png\" data-asset-id=\"2369e711-81a5-42b3-8b4b-b2b14cfb8c6f\" data-image-id=\"2369e711-81a5-42b3-8b4b-b2b14cfb8c6f\" alt=\"Modify properties of wide flange member\"></figure>\n<p>Check the geometry of all added members.</p>\n<figure data-asset-id=\"f8f4dff5-b3bd-47d9-ae98-471da170a96a\" data-image-id=\"f8f4dff5-b3bd-47d9-ae98-471da170a96a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b5ebddc1-1abf-4509-b4cd-9097293eae9d/Footing%20with%20diagonal%20%28AISC%29_12.png\" data-asset-id=\"f8f4dff5-b3bd-47d9-ae98-471da170a96a\" data-image-id=\"f8f4dff5-b3bd-47d9-ae98-471da170a96a\" alt=\"Review of steel members\"></figure>\n<h2>3 Load effects</h2>\n<p>One <a data-item-id=\"3eca9f92-b870-40f1-b11b-dd1ba61acb5a\" href=\"\">load effect</a> was automatically added. Input the values of internal forces into the chart. More load cases can be added.</p>\n<figure data-asset-id=\"72282c14-3b4c-4bb2-8fd9-658137ce38f0\" data-image-id=\"72282c14-3b4c-4bb2-8fd9-658137ce38f0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a1a53032-8e13-4be6-8d98-131dbebf1c8d/Footing%20with%20diagonal%20%28AISC%29_13.png\" data-asset-id=\"72282c14-3b4c-4bb2-8fd9-658137ce38f0\" data-image-id=\"72282c14-3b4c-4bb2-8fd9-658137ce38f0\" alt=\"Load effects\"></figure>\n<h2>4 Design</h2>\n<p>The manufacturing operation <strong>Base plate</strong> was already added. Just update some of its properties.</p>\n<figure data-asset-id=\"d5a5414a-76a8-4d60-af68-8cdb0b75cae3\" data-image-id=\"d5a5414a-76a8-4d60-af68-8cdb0b75cae3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b84acad6-eaf5-458e-b069-b12f4189887d/Footing%20with%20diagonal%20%28AISC%29_14.png\" data-asset-id=\"d5a5414a-76a8-4d60-af68-8cdb0b75cae3\" data-image-id=\"d5a5414a-76a8-4d60-af68-8cdb0b75cae3\" alt=\"Base plate operation properties\"></figure>\n<p>Go on and add another manufacturing operation and select the <a data-item-id=\"cd36b15e-e4f1-406a-8fe1-bbc9c8202e33\" href=\"\"><strong>End Plate</strong></a>.</p>\n<figure data-asset-id=\"97a0f9e5-7bef-45d8-96b9-38412c23a613\" data-image-id=\"97a0f9e5-7bef-45d8-96b9-38412c23a613\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7a13ddf9-13cb-48ab-a603-512539fe70be/Footing%20with%20diagonal%20%28AISC%29_15.png\" data-asset-id=\"97a0f9e5-7bef-45d8-96b9-38412c23a613\" data-image-id=\"97a0f9e5-7bef-45d8-96b9-38412c23a613\" alt=\"New end plate operation\"></figure>\n<p>Modify the properties of the operation <strong>EP1</strong>.</p>\n<figure data-asset-id=\"afd25873-b9fc-44cc-afef-dfe94be2da55\" data-image-id=\"afd25873-b9fc-44cc-afef-dfe94be2da55\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0967b11d-31fd-4809-9daf-ddcdbe11283e/Footing%20with%20diagonal%20%28AISC%29_16.png\" data-asset-id=\"afd25873-b9fc-44cc-afef-dfe94be2da55\" data-image-id=\"afd25873-b9fc-44cc-afef-dfe94be2da55\" alt=\"End plate properties\"></figure>\n<p>Now, add the <a data-item-id=\"ab0eacd8-d775-519e-aa5d-51381d185870\" href=\"\"><strong>Connecting Plate</strong></a>.</p>\n<figure data-asset-id=\"1cefd786-793f-44e2-bcc3-7ed22b9fe660\" data-image-id=\"1cefd786-793f-44e2-bcc3-7ed22b9fe660\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a8e53956-f85c-4ff8-bfe2-3ebb5ca074cc/Footing%20with%20diagonal%20%28AISC%29_17.png\" data-asset-id=\"1cefd786-793f-44e2-bcc3-7ed22b9fe660\" data-image-id=\"1cefd786-793f-44e2-bcc3-7ed22b9fe660\" alt=\"Connecting plate operation\"></figure>\n<p>And redefine its properties.</p>\n<figure data-asset-id=\"65b66bf8-9d98-4320-a517-46822a213bd4\" data-image-id=\"65b66bf8-9d98-4320-a517-46822a213bd4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/45d3158a-956b-42bd-9322-705c5108771a/Footing%20with%20diagonal%20%28AISC%29_18.png\" data-asset-id=\"65b66bf8-9d98-4320-a517-46822a213bd4\" data-image-id=\"65b66bf8-9d98-4320-a517-46822a213bd4\" alt=\"Connecting plate operation details\"></figure>\n<p>Next, cut one corner of the connecting plate CPL1. For this, go to the <strong>Editor - </strong><a data-item-id=\"7270b78f-fc35-4add-8b05-fbb141782cd5\" href=\"\"><strong>Gusset plate</strong></a> and create a <strong>Chamfer</strong> at corner number 2.</p>\n<figure data-asset-id=\"807da3b2-81cc-48e3-91d3-1383d1fc94a6\" data-image-id=\"807da3b2-81cc-48e3-91d3-1383d1fc94a6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/05f3a697-db28-40ec-bed6-03358116d6f6/Footing%20with%20diagonal%20%28AISC%29_19.png\" data-asset-id=\"807da3b2-81cc-48e3-91d3-1383d1fc94a6\" data-image-id=\"807da3b2-81cc-48e3-91d3-1383d1fc94a6\" alt=\"Connecting plate editor\"></figure>\n<p>Finish the design with the operation <a data-item-id=\"bb37b7f5-43c1-4f6b-9b23-922a75713b94\" href=\"\"><strong>Stiffener</strong></a><strong>.</strong></p>\n<figure data-asset-id=\"3fd9bb1e-df61-4e43-ae8c-b53135404086\" data-image-id=\"3fd9bb1e-df61-4e43-ae8c-b53135404086\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/86d42037-94e7-4911-983d-2b29e9338d21/Footing%20with%20diagonal%20%28AISC%29_20.png\" data-asset-id=\"3fd9bb1e-df61-4e43-ae8c-b53135404086\" data-image-id=\"3fd9bb1e-df61-4e43-ae8c-b53135404086\" alt=\"New stiffener operation\"></figure>\n<p>And set the correct properties of STIFF1<strong>.</strong></p>\n<figure data-asset-id=\"7dc3c6fb-cfe4-46e5-8559-aa158661f62d\" data-image-id=\"7dc3c6fb-cfe4-46e5-8559-aa158661f62d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/279e02f9-d690-4516-9a32-cc98ae75c754/Footing%20with%20diagonal%20%28AISC%29_21.png\" data-asset-id=\"7dc3c6fb-cfe4-46e5-8559-aa158661f62d\" data-image-id=\"7dc3c6fb-cfe4-46e5-8559-aa158661f62d\" alt=\"Stiffener operation\"></figure>\n<p>Let’s check the final design of the joint.</p>\n<figure data-asset-id=\"a85ca708-6035-46fb-aa94-e75f9eda2de2\" data-image-id=\"a85ca708-6035-46fb-aa94-e75f9eda2de2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dba10054-e3c8-48fc-85ab-aa5217cbed0e/Footing%20with%20diagonal%20%28AISC%29_22.png\" data-asset-id=\"a85ca708-6035-46fb-aa94-e75f9eda2de2\" data-image-id=\"a85ca708-6035-46fb-aa94-e75f9eda2de2\" alt=\"Final base plate model\"></figure>\n<h2>5 Calculation and Check</h2>\n<p>Start the analysis by clicking <strong>Calculate</strong> in the ribbon. The analysis model is automatically generated, the calculation based on <a data-item-id=\"06158daa-1491-4e83-ac34-4964bd5a3c63\" href=\"\">CBFEM</a> is performed, and we can see the Overall check displayed together with the fundamental values of check results.</p>\n<figure data-asset-id=\"5bf88ded-1b08-4672-b012-e583d1fbd6c2\" data-image-id=\"5bf88ded-1b08-4672-b012-e583d1fbd6c2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/577a4fee-1967-440c-8d19-a75b16af9c58/Footing%20with%20diagonal%20%28AISC%29_23.png\" data-asset-id=\"5bf88ded-1b08-4672-b012-e583d1fbd6c2\" data-image-id=\"5bf88ded-1b08-4672-b012-e583d1fbd6c2\" alt=\"Calculate and overall results\"></figure>\n<p>Go to the display tab <strong>Check,</strong> and activate <a data-item-id=\"31d497b2-3ef3-5dd6-8ce8-3eb71c68c6a9\" href=\"\"><strong>Stress in concrete</strong></a> and <a data-item-id=\"fcc089b1-0e09-54a4-ae44-a27fcdf9cdab\" href=\"\"><strong>Mesh</strong></a> from the ribbon to get a complete picture of what is happening in the joint. Open the tab <strong>Concrete block</strong> to see the detailed results for this item.</p>\n<figure data-asset-id=\"bab4de40-d5d6-4a7d-9dbd-279815d4f67c\" data-image-id=\"bab4de40-d5d6-4a7d-9dbd-279815d4f67c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f57d3233-421b-4a4a-8dd5-261140de82cc/Footing%20with%20diagonal%20%28AISC%29_24.png\" data-asset-id=\"bab4de40-d5d6-4a7d-9dbd-279815d4f67c\" data-image-id=\"bab4de40-d5d6-4a7d-9dbd-279815d4f67c\" alt=\"Stress in concrete\"></figure>\n<h2>6 Report</h2>\n<p>At last, go to the tab <strong>Report</strong>. 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                                                                                    "value": "<h2>1 New project</h2>\n<p>Start with launching the <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\"><strong>IDEA StatiCa Connection</strong></a>. Create a new project by selecting the template closest to the required design, fill the name and the description of the project. After choosing the required properties, confirm by <strong>Create blank design</strong>.</p>\n<figure data-asset-id=\"b005bcc7-5f0a-4669-9081-68ad385bfcb8\" data-image-id=\"b005bcc7-5f0a-4669-9081-68ad385bfcb8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1ddcd8e8-3ec8-496e-b950-16451ac9ecd4/tutorial%20-%20Tubular%203D%20frame%20%28AISC%29.png\" data-asset-id=\"b005bcc7-5f0a-4669-9081-68ad385bfcb8\" data-image-id=\"b005bcc7-5f0a-4669-9081-68ad385bfcb8\" alt=\"\"></figure>\n<p>Since you work under the AISC code, set the <strong>imperial units</strong> (see <a data-item-id=\"832da2a8-6d89-4598-84c5-dfc30515c634\" href=\"\">How to change the system of units</a>).</p>\n<h2>2 Geometry</h2>\n<p>Start with a modification of the joint geometry. <strong>Select member CH </strong>and click the \"+\" icon to open the Cross-Section Navigator. Choose the Circular hollow section profile and<strong> </strong>select <strong>HSS12.75X.500</strong> cross-section along with the corresponding library.</p>\n<figure data-asset-id=\"ffc92c48-a6b1-466c-bcfb-6628ac2ccd9d\" data-image-id=\"ffc92c48-a6b1-466c-bcfb-6628ac2ccd9d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3338c0c7-cd49-40ff-9ef9-7bdc18fadbf6/CH%20new%20cross%20section.png\" data-asset-id=\"ffc92c48-a6b1-466c-bcfb-6628ac2ccd9d\" data-image-id=\"ffc92c48-a6b1-466c-bcfb-6628ac2ccd9d\" alt=\"\"></figure>\n<p>The member CH properties must be adjusted, follow the image below.</p>\n<figure data-asset-id=\"2cd71c35-5ae1-4ceb-8004-f686ff7c07ae\" data-image-id=\"2cd71c35-5ae1-4ceb-8004-f686ff7c07ae\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f9d76514-744c-4263-b1aa-3ab0e8867ba0/CH%20parameter%20adjustment.png\" data-asset-id=\"2cd71c35-5ae1-4ceb-8004-f686ff7c07ae\" data-image-id=\"2cd71c35-5ae1-4ceb-8004-f686ff7c07ae\" alt=\"\"></figure>\n<p>Take advantage of the prepared member to copy its properties, under the tree of the entities, <strong>right-click</strong> &nbsp;member CH and select <strong>Copy</strong> command.</p>\n<figure data-asset-id=\"e7bceb75-8cfa-4f5a-b7c9-5e26e5b09cba\" data-image-id=\"e7bceb75-8cfa-4f5a-b7c9-5e26e5b09cba\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/04226ab6-4323-4fe1-991a-69ab94336133/CH%20copy.png\" data-asset-id=\"e7bceb75-8cfa-4f5a-b7c9-5e26e5b09cba\" data-image-id=\"e7bceb75-8cfa-4f5a-b7c9-5e26e5b09cba\" alt=\"\"></figure>\n<p>Adjust the properties of member M4 following the image below.</p>\n<figure data-asset-id=\"fa57a96f-d40f-4de4-9bef-ae646c9ae391\" data-image-id=\"fa57a96f-d40f-4de4-9bef-ae646c9ae391\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/573665ea-b788-4814-a927-7e7ee6e86ddb/M4%20parameters.png\" data-asset-id=\"fa57a96f-d40f-4de4-9bef-ae646c9ae391\" data-image-id=\"fa57a96f-d40f-4de4-9bef-ae646c9ae391\" alt=\"\"></figure>\n<p>Proceed with the change of cross-section on the diagonal member D1. In this case, the cross-section <strong>HSS6.625X0.375</strong> has already been defined in the template. Choose the <strong>first </strong>cross-section from the dropdown menu and adjust the properties as shown below.</p>\n<figure data-asset-id=\"8065d5a3-9eef-4fbd-adf0-4cee6eba3de9\" data-image-id=\"8065d5a3-9eef-4fbd-adf0-4cee6eba3de9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dbaffa89-9164-4d01-862d-428d816185f0/D1%20parameter%20adjustments.png\" data-asset-id=\"8065d5a3-9eef-4fbd-adf0-4cee6eba3de9\" data-image-id=\"8065d5a3-9eef-4fbd-adf0-4cee6eba3de9\" alt=\"\"></figure>\n<p>Proceed to the second diagonal member D2 and change the properties following the image below. The new cross-section is <strong>HSS10.75X.375.</strong></p>\n<figure data-asset-id=\"bcfdf023-2a7c-47eb-9927-f61340b3771d\" data-image-id=\"bcfdf023-2a7c-47eb-9927-f61340b3771d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/529817cc-7a3c-4a0a-82b5-44940ec05ecb/D2%20parameters.png\" data-asset-id=\"bcfdf023-2a7c-47eb-9927-f61340b3771d\" data-image-id=\"bcfdf023-2a7c-47eb-9927-f61340b3771d\" alt=\"\"></figure>\n<p>Now you have to add another member, click the <strong>Member</strong> option at the top ribbon. Change the direction and cross-section for the new member as shown in the image below.&nbsp;</p>\n<figure data-asset-id=\"1f1334ba-633e-44c4-be94-71b14f46ca6e\" data-image-id=\"1f1334ba-633e-44c4-be94-71b14f46ca6e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0184228a-70c2-4491-bafc-05e189824c10/M5%20parameters.png\" data-asset-id=\"1f1334ba-633e-44c4-be94-71b14f46ca6e\" data-image-id=\"1f1334ba-633e-44c4-be94-71b14f46ca6e\" alt=\"\"></figure>\n<h2>3 Load effects</h2>\n<p>You can continue with the <a data-item-id=\"3eca9f92-b870-40f1-b11b-dd1ba61acb5a\" href=\"\">Load effects</a>. One load effect was automatically added by the wizard. You will input all internal forces into the table. You should not forget to turn on the <a data-item-id=\"f32270b7-97ff-5d81-94b7-35e6b51c7dde\" href=\"\">Loads in equilibrium command</a> in the top ribbon.</p>\n<figure data-asset-id=\"3e0dc638-fb5d-44c1-83b1-ffc5f5d6e323\" data-image-id=\"3e0dc638-fb5d-44c1-83b1-ffc5f5d6e323\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e110e23d-7cb6-4a9e-a6fc-2b9c6f101374/Load%20effects.png\" data-asset-id=\"3e0dc638-fb5d-44c1-83b1-ffc5f5d6e323\" data-image-id=\"3e0dc638-fb5d-44c1-83b1-ffc5f5d6e323\" alt=\"\"></figure>\n<h2>4 Design</h2>\n<p>You have to define the right manufacturing operation. Start with selecting the <strong>Operation</strong> feature at the top ribbon. The Manufacturing operations window will open with all available operations. Select the <strong>Plate to plate</strong> operation and adjust the properties as shown in the following image.</p>\n<figure data-asset-id=\"17fe9a04-7bf0-4f1a-b1c3-e825681f3df1\" data-image-id=\"17fe9a04-7bf0-4f1a-b1c3-e825681f3df1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3bc373e1-7b62-4b23-9ba0-c8e51336e5d8/Plate%20to%20plate%20bolt%20selection.png\" data-asset-id=\"17fe9a04-7bf0-4f1a-b1c3-e825681f3df1\" data-image-id=\"17fe9a04-7bf0-4f1a-b1c3-e825681f3df1\" alt=\"\"></figure>\n<figure data-asset-id=\"912d75ec-eb82-4861-8a5d-f884f0692bba\" data-image-id=\"912d75ec-eb82-4861-8a5d-f884f0692bba\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e37ecf95-5fe1-4b91-96af-f95a6e2e8d30/Plate%20to%20Plate%20parameters.png\" data-asset-id=\"912d75ec-eb82-4861-8a5d-f884f0692bba\" data-image-id=\"912d75ec-eb82-4861-8a5d-f884f0692bba\" alt=\"\"></figure>\n<p>Now, connect the other members by the <strong>Cut</strong> manufacturing operations. Add a new operation through the <strong>Operation </strong>feature at the top ribbon to cut member D2. Change the properties of the operation CUT1 following the image below.</p>\n<figure data-asset-id=\"2a0af4e9-be87-4b21-a912-a622bce330e5\" data-image-id=\"2a0af4e9-be87-4b21-a912-a622bce330e5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/08f5778a-dc4c-4881-9b61-8903fbef35a7/D2%20Cut%20parameters.png\" data-asset-id=\"2a0af4e9-be87-4b21-a912-a622bce330e5\" data-image-id=\"2a0af4e9-be87-4b21-a912-a622bce330e5\" alt=\"\"></figure>\n<p>Take advantage of the already defined operation, <strong>right-click</strong>&nbsp;on operation CUT1 and select <strong>Copy</strong> command.</p>\n<figure data-asset-id=\"6177e2dd-2da6-4ca7-8396-bd0ea864dec1\" data-image-id=\"6177e2dd-2da6-4ca7-8396-bd0ea864dec1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5b8f761a-9188-4e43-bfee-4129f0d3348c/Cut1%20copy.png\" data-asset-id=\"6177e2dd-2da6-4ca7-8396-bd0ea864dec1\" data-image-id=\"6177e2dd-2da6-4ca7-8396-bd0ea864dec1\" alt=\"\"></figure>\n<p>Change the properties of CUT2 operation following the image below.</p>\n<figure data-asset-id=\"b4d089fb-0cf2-47cc-ad12-74a127fb7e10\" data-image-id=\"b4d089fb-0cf2-47cc-ad12-74a127fb7e10\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/cc8dcb4d-fe47-49d2-912e-0fbcae56d469/Cut2%20parameters.png\" data-asset-id=\"b4d089fb-0cf2-47cc-ad12-74a127fb7e10\" data-image-id=\"b4d089fb-0cf2-47cc-ad12-74a127fb7e10\" alt=\"\"></figure>\n<p>Copy the CUT2 manufacturing operation and change the properties of the CUT3 manufacturing operation following the image below.</p>\n<figure data-asset-id=\"d54d0d10-64fa-4183-b452-368db2073256\" data-image-id=\"d54d0d10-64fa-4183-b452-368db2073256\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/db5d78dd-ff58-4cc3-9c9f-3507f9b3ef4a/Cut3%20parameters.png\" data-asset-id=\"d54d0d10-64fa-4183-b452-368db2073256\" data-image-id=\"d54d0d10-64fa-4183-b452-368db2073256\" alt=\"\"></figure>\n<p>The last step in the design of the joint is the last copy of the CUT3. Change the properties of the CUT4 following the image below.</p>\n<figure data-asset-id=\"88916c6c-91fe-4b4c-9a9a-9badb1d65925\" data-image-id=\"88916c6c-91fe-4b4c-9a9a-9badb1d65925\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/cd7e05f6-cd4f-4f6b-b9ad-601dcaa8ac4d/Cut4%20parameters.png\" data-asset-id=\"88916c6c-91fe-4b4c-9a9a-9badb1d65925\" data-image-id=\"88916c6c-91fe-4b4c-9a9a-9badb1d65925\" alt=\"\"></figure>\n<h2>5 Calculation and Check</h2>\n<p>You can calculate the analysis right in the Design tab by the Calculate command.</p>\n<figure data-asset-id=\"0b020b42-55ed-4b1c-aad7-36d7989b9ea4\" data-image-id=\"0b020b42-55ed-4b1c-aad7-36d7989b9ea4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8db774aa-3284-4e23-8db8-5db3c2dd2228/Calculate%20model.png\" data-asset-id=\"0b020b42-55ed-4b1c-aad7-36d7989b9ea4\" data-image-id=\"0b020b42-55ed-4b1c-aad7-36d7989b9ea4\" alt=\"\"></figure>\n<p>After a while, the results summary will appear in the left top corner of the 3D scene, and the Overall check model view is set. You can quickly fine-tune the model in case we are not satisfied.</p>\n<figure data-asset-id=\"8de2bd3d-7d20-4de5-8182-16ed4824eeda\" data-image-id=\"8de2bd3d-7d20-4de5-8182-16ed4824eeda\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c6cd106b-0008-48fa-9ee4-67536f084e7d/Analysis%20results.png\" data-asset-id=\"8de2bd3d-7d20-4de5-8182-16ed4824eeda\" data-image-id=\"8de2bd3d-7d20-4de5-8182-16ed4824eeda\" alt=\"\"></figure>\n<p>You will choose the Check tab and turn on the <a data-item-id=\"860ec761-ea54-58b4-b6d2-d42dc086669c\" href=\"\"><strong>Equivalent stress</strong></a>, <a data-item-id=\"fcc089b1-0e09-54a4-ae44-a27fcdf9cdab\" href=\"\"><strong>Mesh</strong></a>, and <a data-item-id=\"b50c7a03-8544-59ce-922d-dbb93967f7bc\" href=\"\"><strong>Deformed model</strong></a> view. You can explore the detailed results for the <a data-item-id=\"941f9e04-d36c-4496-83f3-1db7df9bbcee\" href=\"\"><strong>Bolts</strong></a> also, let’s expand the results for the bolt B7.</p>\n<figure data-asset-id=\"dfe0ca36-ef56-4590-b7bd-64420e27374c\" data-image-id=\"dfe0ca36-ef56-4590-b7bd-64420e27374c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bbb64c3a-834e-4394-b152-a0c888d3cef9/check%20tab.png\" data-asset-id=\"dfe0ca36-ef56-4590-b7bd-64420e27374c\" data-image-id=\"dfe0ca36-ef56-4590-b7bd-64420e27374c\" alt=\"\"></figure>\n<h2>6 Report</h2>\n<p>At last, go to the tab <strong>Report.</strong> IDEA StatiCa offers a fully customizable report to print out or save in an editable format.</p>\n<figure data-asset-id=\"3f6c802e-a0da-464e-ae05-e82ae5b21260\" data-image-id=\"3f6c802e-a0da-464e-ae05-e82ae5b21260\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9e3aac25-395e-4309-be4b-d8bfc5e41a2c/report.png\" data-asset-id=\"3f6c802e-a0da-464e-ae05-e82ae5b21260\" data-image-id=\"3f6c802e-a0da-464e-ae05-e82ae5b21260\" alt=\"\"></figure>\n<p>You have designed, optimized, and code-checked a structural steel joint according to AISC.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"connection_tutorial___tubular_3d_frame__aisc_\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"campus_cta\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"ac77457b_1aa1_0195_99e6_997843a1d6ea\"></object>"
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                                                    "value": "<p>The CBFEM method (Component Based Finite Element Model) enables fast analysis of joints of several shapes and configurations. The model consists of members to which the load is applied and manufacturing operations (including stiffening members), which serve to connect members to each other. Members must not be confused with manufacturing operations because their cut edges are connected via rigid links to the connection node, so they are not deformed properly if used instead of manufacturing operations (stiffening members).</p>\n<p>The analyzed FEM model is generated automatically. The designer does not create the FEM model, he creates the joint using manufacturing operations – see the figure.</p>\n<figure data-asset-id=\"a2574f21-91e0-405f-8b0d-d12f7b283000\" data-image-id=\"a2574f21-91e0-405f-8b0d-d12f7b283000\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/63e297de-c550-403a-8916-b062feafa1da/Structural%20design%20of%20steel%20connection%20-%20Analysis%20model.png\" data-asset-id=\"a2574f21-91e0-405f-8b0d-d12f7b283000\" data-image-id=\"a2574f21-91e0-405f-8b0d-d12f7b283000\" alt=\"Structural design of welded and bolted connections. The analysis model is generated automatically based on the inputs from manufacturing operations. IDEA StatiCa - structural analysis software.\"></figure>\n<p><em>Manufacturing operations/items which can be used to construct the joint</em></p>\n<p>Each manufacturing operation adds new items to the connection – cuts, plates, bolts, welds.</p>\n<h3>Bearing members and supports</h3>\n<p>One member of the joint is always set as “bearing”. All other members are “connected”. The bearing member can be chosen by the designer. The bearing member can be “continuous” or “ended” in the joint. “Ended” members are supported on one end, and “continuous” members are supported on both ends.</p>\n<p>Connected members can be of several types, according to the load which the member can take:</p>\n<ul>\n  <li>Type N-Vy-Vz-Mx-My-Mz – member is able to transfer all 6 components of internal forces</li>\n  <li>Type N-Vy-Mz – member is able to transfer only loading in XY plane – internal forces <em>N, V</em><em><sub>y</sub></em><em>, M</em><em><sub>z</sub></em></li>\n  <li>Type N-Vz-My – member is able to transfer only loading in XZ plane – internal forces <em>N, V</em><em><sub>z</sub></em><em>, M</em><em><sub>y</sub></em></li>\n  <li>Type N-Vy-Vz – member is able to transfer only normal force <em>N</em> and shear forces <em>V</em><em><sub>y</sub></em> and <em>V</em><em><sub>z</sub></em></li>\n</ul>\n<figure data-asset-id=\"8b01a70f-2677-46ec-b28c-af7736fed6e7\" data-image-id=\"8b01a70f-2677-46ec-b28c-af7736fed6e7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a46a953e-1453-453e-aee8-1db6f5dc8a92/plate_to_plate.png\" data-asset-id=\"8b01a70f-2677-46ec-b28c-af7736fed6e7\" data-image-id=\"8b01a70f-2677-46ec-b28c-af7736fed6e7\" alt=\"\"></figure>\n<p><em>Plate to plate connection transfers all components of internal forces</em></p>\n<figure data-asset-id=\"0ed6b352-19d6-49be-b405-2ef0aab384b3\" data-image-id=\"0ed6b352-19d6-49be-b405-2ef0aab384b3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0f725712-9a98-4337-babe-db4c40fbf217/fin_plate.png\" data-asset-id=\"0ed6b352-19d6-49be-b405-2ef0aab384b3\" data-image-id=\"0ed6b352-19d6-49be-b405-2ef0aab384b3\" alt=\"\"></figure>\n<p><em>Fin plate connection can transfer only loads in XZ plane – internal forces N, V</em><em><sub>z</sub></em><em>, M</em><em><sub>y</sub></em></p>\n<figure data-asset-id=\"716fa2e4-5e89-481e-9b8b-92d52d99a643\" data-image-id=\"716fa2e4-5e89-481e-9b8b-92d52d99a643\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0728f58f-9030-4cd6-9894-f3f891b6783d/gusset.png\" data-asset-id=\"716fa2e4-5e89-481e-9b8b-92d52d99a643\" data-image-id=\"716fa2e4-5e89-481e-9b8b-92d52d99a643\" alt=\"\"></figure>\n<p><em>Gusset connection – connection of truss member can transfer only axial force N and shear forces Vy and Vz</em></p>\n<p>Each joint is in the state of equilibrium during the analysis of the frame structure. If the end forces of the individual members are applied to detailed CBFEM model, the state of equilibrium is met too. Thus, it would not be necessary to define supports in the analysis model. However, for practical reasons, the support resisting all translations is defined in the first end of the bearing member. It does influence neither the state of stress nor the internal forces in the joint, only the presentation of deformations.</p>\n<p>Appropriate support types respecting the type of the individual members are defined at the ends of the connected members to prevent the occurrence of unstable mechanisms.</p>\n<p>The default length of each member is twice its height. The length of a member should be at least 1× the height of the member after the last manufacturing operation (weld, opening, stiffener etc.) due to the correct deformations after the rigid links connecting the cut end of a member to the connection node.</p>\n<p><br></p>"
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                                                            "value": "<p>The loads in any node in the structural model need to be in equilibrium. Any unbalanced forces are taken by supports. It is recommended to use a load combination instead of an internal forces envelope.</p>\n<p>Each node of the 3D FEM model must be in equilibrium. The equilibrium requirement is correct, nevertheless, it is not necessary for the design of simple joints. One member of the joint is always „bearing, “ and the others are connected. If only the connection of connected members is checked, it is not necessary to keep the equilibrium. Thus, there are two modes of load input available:</p>\n<ul>\n  <li><strong>Simplified</strong> – for this mode, the bearing member is supported (continuous member on both sides), and the load is not defined on the member</li>\n  <li><strong>Advanced</strong> (exact with equilibrium check) – the bearing member is supported on one end, the loads are applied to all members, and the equilibrium has to be found</li>\n</ul>\n<p>The mode can be switched in the ribbon group <strong>Loads in equilibrium</strong>.</p>\n<figure data-asset-id=\"c7882bc4-30ca-4cff-b9fc-549bc88167a0\" data-image-id=\"c7882bc4-30ca-4cff-b9fc-549bc88167a0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6ed750c5-531a-4fa1-b9ee-7d11a50e6f3f/loads_in_equilibrium.png\" data-asset-id=\"c7882bc4-30ca-4cff-b9fc-549bc88167a0\" data-image-id=\"c7882bc4-30ca-4cff-b9fc-549bc88167a0\" alt=\"Structural design of welded and bolted connections. The loads in any node in the structural model need to be in equilibrium. Any unbalanced forces are taken by supports. IDEA StatiCa - structural analysis software.\"></figure>\n<p>The difference between the modes is shown in the following example of T-connection. The beam is loaded by the end bending moment of 41&nbsp;kNm. There is also a compressive normal force of 100&nbsp;kN in the column. In the case of simplified mode, the normal force is not taken into account because the column is supported on both ends. The program shows only the effect of the bending moment of the beam. Effects of normal force are analyzed only in the full mode, and they are shown in the results.</p>\n<figure data-asset-id=\"e0b79257-ccb6-4543-8c98-68aafb7b6fbd\" data-image-id=\"e0b79257-ccb6-4543-8c98-68aafb7b6fbd\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/82457b84-fa4f-4320-9e1a-18f4d85b074d/no_equilibrium.png\" data-asset-id=\"e0b79257-ccb6-4543-8c98-68aafb7b6fbd\" data-image-id=\"e0b79257-ccb6-4543-8c98-68aafb7b6fbd\" alt=\"\"></figure>\n<p><em>Simplified input: normal force in the column is NOT taken into account</em></p>\n<figure data-asset-id=\"9addd78c-a6d4-42aa-99fe-735b818f9501\" data-image-id=\"9addd78c-a6d4-42aa-99fe-735b818f9501\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a1a76867-b7dd-453d-9409-59af9a44cdd8/equilibrium.png\" data-asset-id=\"9addd78c-a6d4-42aa-99fe-735b818f9501\" data-image-id=\"9addd78c-a6d4-42aa-99fe-735b818f9501\" alt=\"\"></figure>\n<p><em>Advanced input: normal force in the column is taken into account</em></p>\n<p>The simplified method is easier for the user, but it can be used only when the user is interested in studying connection items and not the behavior of the whole joint.</p>\n<p>For cases where the bearing member is heavily loaded and close to its limit capacity, the advanced mode with respecting all the internal forces in the joint is necessary.</p>"
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                                                                    "value": "<p>The end forces of a member of the frame analysis model are transferred to the ends of member segments. Eccentricities of the members caused by the joint design are respected during transfer.</p>\n<p>The analysis model created by the CBFEM method corresponds to the real joint very precisely, whereas the analysis of internal forces is performed on a much idealized 3D FEM bar model, where individual beams are modeled using center lines, and the joints are modeled using immaterial nodes.</p>\n<figure data-asset-id=\"10096aab-7085-4165-96a7-c5a05676a1af\" data-image-id=\"10096aab-7085-4165-96a7-c5a05676a1af\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5627020e-d90c-42b3-be1e-dd6ad0cc2ba1/Structural%20design%20of%20steel%20connections%20-%20Loads.png\" data-asset-id=\"10096aab-7085-4165-96a7-c5a05676a1af\" data-image-id=\"10096aab-7085-4165-96a7-c5a05676a1af\" alt=\"The article is focusing on the internal forces in the steel connections. Structural design of welded and bolted connections. IDEA StatiCa - structural analysis software.\"></figure>\n<p><em>Joint of a vertical column and a horizontal beam</em></p>\n<p>The internal forces are analyzed using 1D members in the 3D model. There is an example of the internal forces in the following figure.</p>\n<figure data-asset-id=\"0bfcbcb4-ae12-4731-a21e-87704c4a6d9a\" data-image-id=\"0bfcbcb4-ae12-4731-a21e-87704c4a6d9a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f94c9234-06f3-455f-b8c0-0718fb1f3082/M_V.png\" data-asset-id=\"0bfcbcb4-ae12-4731-a21e-87704c4a6d9a\" data-image-id=\"0bfcbcb4-ae12-4731-a21e-87704c4a6d9a\" alt=\"\"></figure>\n<p><em>Internal forces in horizontal beam; M and V are the end forces at joint</em></p>\n<p>The effects caused by a member on the joint are important to designing the joint (connection). The effects are illustrated in the following figure:</p>\n<figure data-asset-id=\"8d26d59b-f842-4e4d-b55b-f667ee2a2e6a\" data-image-id=\"8d26d59b-f842-4e4d-b55b-f667ee2a2e6a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bf7d9959-a914-4692-92b9-9c8e34bec9d7/1D_CBFEM.png\" data-asset-id=\"8d26d59b-f842-4e4d-b55b-f667ee2a2e6a\" data-image-id=\"8d26d59b-f842-4e4d-b55b-f667ee2a2e6a\" alt=\"\"></figure>\n<p><em>Effects of the member on the joint; CBFEM model is drawn in dark blue color</em></p>\n<p>Moment M and shear force V act in the theoretical joint. The point of the theoretical joint does not exist in the CBFEM model, thus the load cannot be applied here. The model must be loaded by actions M and V, which have to be transferred to the end of the segment in the distance r</p>\n<p><em>M</em><sub>c</sub> = <em>M</em> – <em>V</em> ∙ <em>r</em></p>\n<p><em>V</em><sub>c</sub> = <em>V</em></p>\n<p>In the CBFEM model, the end section of the segment is loaded by moment <em>M</em><sub>c</sub> and force <em>V</em><sub>c</sub>.</p>\n<p>When designing the joint, its real position relative to the theoretical point of the joint must be determined and respected. The internal forces in the position of the real joint are mostly different from the internal forces in the theoretical point of joint. Thanks to the precise CBFEM model, the design is performed on reduced forces – see moment <em>M</em><sub>r</sub> in the following figure:</p>\n<figure data-asset-id=\"9dea301a-b4b0-45ac-a201-17d2166608e9\" data-image-id=\"9dea301a-b4b0-45ac-a201-17d2166608e9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/41b9b039-09df-4358-a5df-193329807c2b/Mr.png\" data-asset-id=\"9dea301a-b4b0-45ac-a201-17d2166608e9\" data-image-id=\"9dea301a-b4b0-45ac-a201-17d2166608e9\" alt=\"\"></figure>\n<p><em>Bending moment on CBFEM model: The arrow points to the real position of the connection</em></p>\n<p>When loading the joint, it must be respected that the solution of the real joint must correspond to the theoretical model used for the calculation of internal forces. This is fulfilled for rigid joints, but the situation may be completely different for hinges.</p>\n<figure data-asset-id=\"e622907f-9a02-4a70-ac5d-40dcd37bce98\" data-image-id=\"e622907f-9a02-4a70-ac5d-40dcd37bce98\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/73a64f02-d658-4e3e-a965-dc3c77832767/pinned.png\" data-asset-id=\"e622907f-9a02-4a70-ac5d-40dcd37bce98\" data-image-id=\"e622907f-9a02-4a70-ac5d-40dcd37bce98\" alt=\"\"></figure>\n<p><em>Position of hinge in theoretical 3D FEM model and in the real structure</em></p>\n<p>It is illustrated in the previous figure that the position of the hinge in the theoretical 1D members model differs from the real position in the structure. The theoretical model does not correspond to reality. When applying the calculated internal forces, a significant bending moment is applied to the shifted joint, and the designed joint is overlarge or cannot be designed either. The solution is simple – both models must correspond. Either the hinge in 1D member model must be defined in the proper position, or the shear force must be shifted to get a zero moment in the position of the hinge.</p>\n<figure data-asset-id=\"74ae8357-4575-43b3-b11f-ecefebe5b415\" data-image-id=\"74ae8357-4575-43b3-b11f-ecefebe5b415\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d108966f-a62c-4b08-8a51-ed0db6d10eee/M_r_CBFEM.png\" data-asset-id=\"74ae8357-4575-43b3-b11f-ecefebe5b415\" data-image-id=\"74ae8357-4575-43b3-b11f-ecefebe5b415\" alt=\"\"></figure>\n<p><em>Shifted distribution of bending moment on beam: zero moment is at the position of the hinge</em></p>\n<p>The shift of the shear force can be defined in the table for the definition of the internal force.</p>\n<p>The location of the load effect has a big influence on the correct design of the connection. To avoid all misunderstandings, we allow the user to select from three options – <strong>Node</strong> / <strong>Bolts</strong> / <strong>Position</strong>.</p>\n<figure data-asset-id=\"412d71c8-6632-4943-90cb-5f4465a1e332\" data-image-id=\"412d71c8-6632-4943-90cb-5f4465a1e332\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2f8a04e0-e53d-471b-862f-5a3cf91af8db/node_bolts_position.png\" data-asset-id=\"412d71c8-6632-4943-90cb-5f4465a1e332\" data-image-id=\"412d71c8-6632-4943-90cb-5f4465a1e332\" alt=\"\"></figure>\n<p>Note that when selecting the Node option, the forces are applied at the end of a selected member, which is usually at the theoretical node unless the offset of the selected member is set in geometry.</p>\n<h4>Import loads from FEA programs</h4>\n<p>IDEA StatiCa enables to import of internal forces from <a data-item-id=\"4a9855d4-6081-4707-86d5-7f4ad2bb3a57\" href=\"\">third-party FEA programs</a>. FEA programs use an envelope of internal forces from combinations. IDEA StatiCa Connection is a program that resolves steel joint nonlinearly (elastic/plastic material model). Therefore, the envelope combinations cannot be used. IDEA StatiCa searches for extremes of internal forces (<em>N, V</em><em><sub>y</sub></em><em>, V</em><em><sub>z</sub></em><em>, M</em><em><sub>x</sub></em><em>, M</em><em><sub>y</sub></em><em>, M</em><em><sub>z</sub></em>) in all combinations at the ends of all members connected to the joint. For each such extreme value, also all other internal forces from that combination in all remaining members are used. Idea StatiCa determines the worst combination for each component (plate, weld, bolt etc.) in the connection.</p>\n<p>The user can modify this list of load cases. He can work with combinations in the wizard (or BIM), or he can delete some cases directly in <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">IDEA StatiCa Connection</a>.</p>\n<p><strong>Warning!</strong></p>\n<p>It is necessary to take into account unbalanced internal forces during the import. This can happen in the following cases:</p>\n<ul>\n  <li>Nodal force was applied to the position of the investigated node. The software cannot detect which member should transfer this nodal force and, therefore, it is not taken into account in the analysis model. <em>Solution: Do not use nodal forces in global analysis. If necessary, the force must be manually added to a selected member as a normal or shear force.</em></li>\n  <li>Loaded, non-steel (usually timber or concrete) member is connected to the investigated node. Such member is not considered in the analysis, and their internal forces are ignored in the analysis. <em>Solution: Replace the concrete member with a concrete block and anchorage.</em></li>\n  <li>The node is a part of a slab or a wall (usually from concrete). The slab or the wall is not part of the model, and its internal forces are ignored. <em>Solution: Replace the concrete slab or wall with a concrete block and anchorage.</em></li>\n  <li>Some members are connected to the investigated node via rigid links. Such members are not included in the model, and their internal forces are ignored. <em>Solution: Add these members into the list of connected members manually.</em></li>\n  <li>Seismic load cases are analyzed in the software. Most FEA software offer the modal analysis to solve seismicity. The results of internal forces of seismic load cases provide usually only internal force envelopes in sections. 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                                                                            "value": "<p>Strength analysis is the most important analysis of joints. Strain checks of plates together with code checks of components are performed by elastic-plastic analysis.</p>\n<p>The analysis of joints is materially non-linear. The load increments are applied gradually, and the state of stress is searched. There are two optional analysis modes in <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">IDEA StatiCa Connection</a>:</p>\n<ul>\n  <li><strong>The response of structure (joint) to the overall load.</strong> All defined load (100 %) is applied in this mode, and the corresponding state of stress and deformation is calculated.</li>\n</ul>\n<figure data-asset-id=\"1b2688b3-f6c8-49ce-b947-59d9f9b06f96\" data-image-id=\"1b2688b3-f6c8-49ce-b947-59d9f9b06f96\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7957c668-0dc3-4b76-b960-3c1d98ef5232/Strength%20analysis%20of%20steel%20joints.png\" data-asset-id=\"1b2688b3-f6c8-49ce-b947-59d9f9b06f96\" data-image-id=\"1b2688b3-f6c8-49ce-b947-59d9f9b06f96\" alt=\"Structural design of welded and bolted connections. Strain checks of plates together with code checks of components are performed by elastic-plastic analysis. IDEA StatiCa - structural analysis software.\"></figure>\n<ul>\n  <li><strong>Analysis termination at reaching the ultimate limit state.</strong> The checkbox in Code setup “Stop at limit strain” should be ticked. The state is found when the plastic strain reaches the defined limit. In the case when the defined load is higher than the calculated capacity, the analysis is marked as non-satisfying, and the percentage of used load is printed. Note that the analytical resistance of components, for example of bolts, can be exceeded.</li>\n</ul>\n<figure data-asset-id=\"2f9f2c24-302b-4687-a156-fbdb7174f6bf\" data-image-id=\"2f9f2c24-302b-4687-a156-fbdb7174f6bf\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1ce7928f-ee02-4720-9438-efaba07919d9/Analysis_incomplete.png\" data-asset-id=\"2f9f2c24-302b-4687-a156-fbdb7174f6bf\" data-image-id=\"2f9f2c24-302b-4687-a156-fbdb7174f6bf\" alt=\"\"></figure>\n<p>The second mode is more suitable for practical design. The first one is preferable for a detailed analysis of complex joints.</p>"
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                                                                                    "value": "<p>Joints are classified according to stiffness as rigid, semirigid, and pinned. The engineer should ensure that the stiffness of the joint confirms the stiffness set in the CAE software. The goal of the stiffness analysis is to get the correct load distribution in members and joints, and correct deflections of the members and overall structure</p>\n<p>The CBFEM method analyzes the stiffness of the connection of individual joint members. For the proper stiffness analysis, a separate analysis model must be created for each analyzed member. Then, the stiffness analysis is not influenced by the stiffness of other members of joint but only by the node itself and the construction of the connection of the analyzed member. Whereas the bearing member is supported for the strength analysis (member SL in the figure below), all members except the analyzed one are supported by the stiffness analysis (see two figures below for stiffness analysis of members B1 and B3). The exception is the column base where supports are provided by the concrete foundation, only the analyzed member is loaded, and other members have restrains only according to their model type.</p>\n<figure data-asset-id=\"5e1bd36b-759d-47db-9be4-55d519566a60\" data-image-id=\"5e1bd36b-759d-47db-9be4-55d519566a60\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3004d62f-17a8-4ea8-ad57-30b9d67dd919/Supports_strength.png\" data-asset-id=\"5e1bd36b-759d-47db-9be4-55d519566a60\" data-image-id=\"5e1bd36b-759d-47db-9be4-55d519566a60\" alt=\"\"></figure>\n<p><em>Supports on members for strength analysis</em></p>\n<figure data-asset-id=\"5a5ec524-e4c6-4400-8814-8be3aa3c77d1\" data-image-id=\"5a5ec524-e4c6-4400-8814-8be3aa3c77d1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9630dab2-8eed-4eb7-a32e-44e15e27c374/stiffness.png\" data-asset-id=\"5a5ec524-e4c6-4400-8814-8be3aa3c77d1\" data-image-id=\"5a5ec524-e4c6-4400-8814-8be3aa3c77d1\" alt=\"\"></figure>\n<table><tbody>\n  <tr><td><em>Supports on members for stiffness analysis of member B1</em></td><td><em>Supports on members for stiffness analysis of member B3</em></td></tr>\n</tbody></table>\n<p>Loads can be applied only to the analyzed member. If bending moment, <em>M</em><em><sub>y</sub></em>, is defined, the rotational stiffness about the y-axis is analyzed. If bending moment <em>M</em><em><sub>z</sub></em> is defined, the rotational stiffness about the z-axis is analyzed. If axial force <em>N</em> is defined, the axial stiffness of the connection is analyzed.</p>\n<p>The moment-rotation (or load-deformation) curve is calculated for two models:</p>\n<ul>\n  <li>Full connection model – with members, plates, bolts, welds, etc. (materially nonlinear analysis)</li>\n  <li>Member model – with members only rigidly connected in the node (linear elastic analysis)</li>\n</ul>\n<p>The shown diagram is created by subtracting the Member model from the Full connection model. This way, the elastic deformation of members, which is already included in the model of the overall structure, is excluded.&nbsp;</p>\n<figure data-asset-id=\"db6d67e1-92fb-43ec-9269-93ae7641bafb\" data-image-id=\"db6d67e1-92fb-43ec-9269-93ae7641bafb\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bc871927-72bb-4a3d-a59a-1f438dc5dc23/Stiffness_models.png\" data-asset-id=\"db6d67e1-92fb-43ec-9269-93ae7641bafb\" data-image-id=\"db6d67e1-92fb-43ec-9269-93ae7641bafb\" alt=\"\"></figure>\n<p>The program generates a complete diagram automatically; it is directly displayed in the GUI and can be added to the output report. Rotational or axial stiffness can be studied for specific design loads. <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">IDEA StatiCa Connection</a> can also deal with the interaction of the other internal forces.</p>\n<p>Diagram shows:</p>\n<ul>\n  <li>Level of design load <em>M</em><sub>Ed</sub></li>\n  <li>Limit value of capacity of connection for 5% equivalent strain <em>M</em><sub>j,Rd</sub>; limit for plastic strain may be changed in Code setup</li>\n  <li>The limit value of capacity of connected member (useful also for seismic design) <em>M</em><sub>c,Rd</sub></li>\n  <li>2/3 of limit capacity for calculation of initial stiffness</li>\n  <li>Value of initial stiffness <em>S</em><sub>j,ini</sub></li>\n  <li>Value of secant stiffness <em>S</em><sub>js</sub></li>\n  <li>Limits for the classification of connection – rigid and pinned</li>\n  <li>Rotational deformation <em>Φ</em></li>\n  <li>Rotational capacity <em>Φ</em><sub>c</sub></li>\n</ul>\n<figure data-asset-id=\"6535dff5-6f62-439b-9144-5a72f1f746c0\" data-image-id=\"6535dff5-6f62-439b-9144-5a72f1f746c0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b2dfb001-fc2f-4e19-b9b3-f5bcfb1b4463/rigid.png\" data-asset-id=\"6535dff5-6f62-439b-9144-5a72f1f746c0\" data-image-id=\"6535dff5-6f62-439b-9144-5a72f1f746c0\" alt=\"\"></figure>\n<p><em>Rigid welded connection</em></p>\n<figure data-asset-id=\"14a4f835-9e3b-400f-a7e5-a775ef42453d\" data-image-id=\"14a4f835-9e3b-400f-a7e5-a775ef42453d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/fb77019c-bf4b-4be8-8779-7e78c25acf3f/semirigid.png\" data-asset-id=\"14a4f835-9e3b-400f-a7e5-a775ef42453d\" data-image-id=\"14a4f835-9e3b-400f-a7e5-a775ef42453d\" alt=\"\"></figure>\n<p><em>Semi-rigid bolted connection</em></p>\n<figure data-asset-id=\"96e6bbf9-ec55-42fb-8930-ad14fadcac03\" data-image-id=\"96e6bbf9-ec55-42fb-8930-ad14fadcac03\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/48189f93-44cd-47d4-89ac-39c7c54e98f1/design_resistance.png\" data-asset-id=\"96e6bbf9-ec55-42fb-8930-ad14fadcac03\" data-image-id=\"96e6bbf9-ec55-42fb-8930-ad14fadcac03\" alt=\"\"></figure>\n<p><em>After reaching the 5 % strain in the column web panel in shear, the plastic zones propagate rapidly</em></p>\n<p>The joint is classified according to its stiffness into rigid, semi-rigid, or pinned category according to the relevant code. The theoretical length of the member can be set for the analyzed member:</p>\n<figure data-asset-id=\"68401921-4d75-4d82-a7a6-909b80481eb3\" data-image-id=\"68401921-4d75-4d82-a7a6-909b80481eb3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/26898a8f-ca33-4da2-af79-9703fbff79a0/stiffness_length.png\" data-asset-id=\"68401921-4d75-4d82-a7a6-909b80481eb3\" data-image-id=\"68401921-4d75-4d82-a7a6-909b80481eb3\" alt=\"\"></figure>\n<h3>How are the loads applied?</h3>\n<p>Only one member is loaded and investigated in the stiffness analysis. The analyzed member may be loaded by:</p>\n<ul>\n  <li>Normal force <em>N</em></li>\n  <li>Shear forces <em>V</em><em><sub>y</sub></em> and <em>V</em><em><sub>z</sub></em></li>\n  <li>Bending moments <em>M</em><em><sub>y</sub></em> and <em>M</em><em><sub>z</sub></em></li>\n  <li>Torsion <em>M</em><em><sub>x</sub></em></li>\n</ul>\n<p>All load effects are applied simultaneously. If the applied loads are too small, they are all increased by a factor so that the joint resistance is reached (applied forces must be greater than 1). When creating the moment-rotation or load-deformation diagrams, all the load effects are increased in steps proportionally.&nbsp;</p>\n<p>For example, the analyzed member is loaded by:</p>\n<ul>\n  <li>Normal force <em>N</em> = 50 kN</li>\n  <li>Shear force <em>V</em><em><sub>z</sub></em> = -80 kN</li>\n  <li>Bending moment <em>M</em><em><sub>y</sub></em> = 30 kNm</li>\n</ul>\n<p>The member resistances are:</p>\n<ul>\n  <li>Normal resistance <em>N</em><sub>R</sub> = 2 111 kN</li>\n  <li>Shear resistance <em>V</em><em><sub>z,</sub></em><sub>R</sub> = 763 kN</li>\n  <li>Bending moment resistance <em>M</em><em><sub>y</sub></em><sub>,R</sub> = 226 kNm</li>\n</ul>\n<p>The loads are multiplied by a factor:</p>\n<p>\\[ \\alpha = \\textrm{min} \\left \\{ \\frac{N_R}{N}, \\, \\frac{M_{y,R}}{M_y}, \\, \\frac{M_{z,R}}{M_z} \\right \\} &nbsp;\\]</p>\n<p>Note that if the shear force is not applied in the node, i.e. it acts on a lever arm, the bending moment is affected. The bending moment in the node, as seen in a wireframe model, is used as a set load.</p>\n<figure data-asset-id=\"9a3f28c9-8f1e-4081-99f0-516ef85464fa\" data-image-id=\"9a3f28c9-8f1e-4081-99f0-516ef85464fa\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3e8bcba8-0fb9-406d-8654-89b3ac2f4bc7/stiffness-bending_moment.png\" data-asset-id=\"9a3f28c9-8f1e-4081-99f0-516ef85464fa\" data-image-id=\"9a3f28c9-8f1e-4081-99f0-516ef85464fa\" alt=\"\"></figure>\n<p>In this example, the factor is \\( \\alpha = 7.53 \\). Set loads are multiplied and then applied in steps, and the results are plotted in the Stiffness diagram. The applied loads are divided into 12 steps, and when the connection is nearing its resistance, the steps are further refined. The example of the first three steps is in the following table:</p>\n<table><tbody>\n  <tr><td><br></td><td>Set loads</td><td>Applied loads</td><td>First step</td><td>Second step</td><td>Third step</td></tr>\n  <tr><td><br></td><td><br></td><td>100%</td><td>8.33%</td><td>16.67%</td><td>25.00%</td></tr>\n  <tr><td><em><strong>N</strong></em></td><td>50</td><td>377</td><td>31</td><td>63</td><td>94</td></tr>\n  <tr><td><em><strong>V</strong></em><em><strong><sub>y</sub></strong></em></td><td>0</td><td>0</td><td>0</td><td>0</td><td>0</td></tr>\n  <tr><td><em><strong>V</strong></em><em><strong><sub>z</sub></strong></em></td><td>-80</td><td>-603</td><td>-50</td><td>-100</td><td>-151</td></tr>\n  <tr><td><em><strong>M</strong></em><em><strong><sub>x</sub></strong></em></td><td>0</td><td>0</td><td>0</td><td>0</td><td>0</td></tr>\n  <tr><td><em><strong>M</strong></em><em><strong><sub>y</sub></strong></em></td><td>30</td><td>226</td><td>19</td><td>38</td><td>57</td></tr>\n  <tr><td><em><strong>M</strong></em><em><strong><sub>z</sub></strong></em></td><td>0</td><td>0</td><td>0</td><td>0</td><td>0</td></tr>\n</tbody></table>\n<h3>Deformation capacity</h3>\n<p>The deformation capacity/ductility <em>δ</em><sub>Cd</sub> belongs with the resistance and the stiffness to the three basic parameters describing the behavior of connections. In moment-resistant connections, the ductility is achieved by a sufficient rotation capacity <em>φ</em><sub>Cd</sub>. The deformation/rotation capacity is calculated for each connection in the joint separately.</p>\n<p>The software estimates the deformation capacity as a point where one of the following conditions is achieved:</p>\n<ul>\n  <li>Bolt or anchor resistance in tension, shear, or tension/shear interaction is reached</li>\n  <li>Weld resistance is reached</li>\n  <li>Plastic strain in plates is 15 %</li>\n</ul>\n<p>The estimation of the rotation capacity is important in connections exposed to <a data-item-id=\"02b63bda-ca02-5270-a15e-ab2642cfbdaf\" href=\"\">seismic</a>, see Gioncu and Mazzolani (2002) and Grecea (2004) and extreme loading, see Sherbourne and Bahaari (1994 and 1996). The deformation capacity of components has been studied from the end of the last century (Foley and Vinnakota, 1995). Faella et al. (2000) carried out tests on T-stubs and derived the analytical expressions for the deformation capacity. Kuhlmann and Kuhnemund (2000) performed tests on the column web subjected to transverse compression at different levels of compression axial force in the column. Da Silva et al. (2002) predicted deformation capacity at different levels of axial force in the connected beam. Based on the test results combined with FE analysis, deformation capacities are established for the basic components by analytical models by Beg et al. (2004). In the work, components are represented by non-linear springs and appropriately combined in order to determine the rotation capacity of the joint for the end-plate connections, with an extended or flush end-plate and welded connections. For these connections, the most important components that may significantly contribute to the rotation capacity were recognized as the web in compression, column web in tension, column web in shear, column flange in bending, and end-plate in bending. Components related to the column web are relevant only when there are no stiffeners in the column that resist compression, tension, or shear forces. The presence of a stiffener eliminates the corresponding component, and its contribution to the rotation capacity of the joint can be therefore neglected. End-plates and column flanges are important only for end-plate connections where the components act as a T-stub, where also the deformation capacity of the bolts in tension is included. The questions and limits of the deformation capacity of connections of high-strength steel were studied by Girao et al. (2004).</p>"
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                                                    "value": "<p>Capacity design is a part of a joint check-in seismic design. When relying on the ductility of a structure, the capacity design must be performed.&nbsp;</p>\n<p>The objective of capacity design is to confirm a building undergoes controlled ductile behavior to avoid a collapse in a design-level earthquake.</p>\n<p>A dissipative item is selected with increased strength and a modified material diagram. An overstrength factor \\(\\gamma_{ov}\\) is defined in Materials, and a strain-hardening factor \\(\\gamma_{sh}\\) at the dissipative item operation. Note that the nomenclature differs between the codes. A dissipative item is excluded from the strain check of plates.&nbsp;</p>\n<figure data-asset-id=\"ddc1fc96-f9c5-4d2d-9ca5-5150ad9bce19\" data-image-id=\"ddc1fc96-f9c5-4d2d-9ca5-5150ad9bce19\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/278940a1-f39c-4dc3-baa9-ee0915804701/Steel%20connection%20capacity%20design.png\" data-asset-id=\"ddc1fc96-f9c5-4d2d-9ca5-5150ad9bce19\" data-image-id=\"ddc1fc96-f9c5-4d2d-9ca5-5150ad9bce19\" alt=\"The objective of capacity design is to confirm a building undergoes controlled ductile behavior in order to avoid a collapse in a design-level earthquake. Structural design of welded and bolted connections. \"></figure>\n<p><em>Modified material diagram for dissipative item</em></p>\n<p><a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">IDEA StatiCa Connection</a> checks the connection on applied design load, which should create a plastic hinge in the selected dissipative item, usually the beam. The plastic strain in the dissipative item should be around 5%. This can serve as a confirmation that the magnitude and position of loads were determined properly.&nbsp;</p>\n<figure data-asset-id=\"60d63b32-e0ab-41e1-b674-903365151edd\" data-image-id=\"60d63b32-e0ab-41e1-b674-903365151edd\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/483ccbcc-0aaf-4302-be41-45b5bf3074b6/plastic%20hinge.png\" data-asset-id=\"60d63b32-e0ab-41e1-b674-903365151edd\" data-image-id=\"60d63b32-e0ab-41e1-b674-903365151edd\" alt=\"Plastic hinge\"></figure>\n<p><em>Plastic hinge created at the intended place of the dissipative item – the beam</em></p>\n<p>The supports of the continuous member are automatically defined as supported at one end and with restrained moments at the other end. This way, the continuous column may be loaded by the normal force and shear forces, and also one side may move sideways so that the failure of the column web in shear is revealed.</p>\n<p>Note, that detailing is very important for seismic resistant joints but is not checked in IDEA StatiCa.&nbsp;</p>"
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                                                            "value": "<p>The designer usually solves the task of designing the connection/joint to transfer the known design load. But it is also useful to know how far the design from the limit state is, i.e., how big the reserve in the design is and how safe it is. This can be done simply by the type of analysis – <a data-item-id=\"4171b781-9048-587e-8051-cadf1a05e547\" href=\"\">Joint design resistance</a>.</p>\n<p>The user inputs design load like in a standard design. The software automatically proportionally increases all load components until one of the included checks does not satisfy.&nbsp;</p>\n<p>DR analyses conduct checks for the following components:</p>\n<ul>\n  <li>Plastic strain in plates</li>\n  <li>Bolts – shear, tension, and a combination of tension and shear</li>\n  <li>Anchors – tension and shear steel resistance&nbsp;</li>\n  <li>Welds</li>\n</ul>\n<p>Please note that other components not included in the above list will not be checked due to unknown directions of forces in components. For this reason, an EPS analysis should always be conducted to ensure that all checks are correctly performed.&nbsp;</p>\n<p>The user gets the ratio of maximal load to the design load. Also, a simple diagram is provided.&nbsp;</p>\n<figure data-asset-id=\"aeb1691e-ba03-4612-b058-d255b489cfdd\" data-image-id=\"aeb1691e-ba03-4612-b058-d255b489cfdd\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/793de987-9a57-45a5-b384-022d11a8b940/Steel%20connection%20resistance%20design.png\" data-asset-id=\"aeb1691e-ba03-4612-b058-d255b489cfdd\" data-image-id=\"aeb1691e-ba03-4612-b058-d255b489cfdd\" alt=\"Joint design resistance helps to estimate reserve in the steel connection resistance. Structural design of welded and bolted connections.\"></figure>\n<p>The results of user-defined load cases are shown unless the Joint design resistance Factor is smaller than 100 % which means that the calculation did not converge, and the last converged step of the load case is shown.</p>"
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                                                    "value": "<p>Buckling is usually not an important issue in joints. However, it should be checked that there are no buckling issues and that the results of strength analysis, which uses only geometrically linear analysis, are correct.</p>\n<p><a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">IDEA StatiCa Connection</a> can perform linear buckling analysis of a model of a joint. The results are predicted in buckling modes. Critical load, at which buckling of the perfect model occurs, is calculated for each buckling mode. Critical load is presented by multipliers of the load acting on the joint. According to the buckling mode and critical load multiplier, the user can determine the safe buckling design.</p>\n<p>Some codes, e.g. Eurocode (EN 1993-1-1, Chapter 5.2.1), recommend a critical load multiplier higher than 15 for bar models of structures. If the critical load multiplier is higher than 15, the code does not require a buckling check of members.</p>\n<p>For joints, the matter is different, and the code does not provide any specific recommendation. The design of local buckling must be tackled in another way. Generally, the local buckling may be divided into three groups:</p>\n<ol>\n  <li>Plates connecting individual members</li>\n  <li>Stiffening plates in the joint – stiffeners, ribs, short haunches</li>\n  <li>Closed sections and thin-walled sections</li>\n</ol>\n<p>The buckling of plates from group 1 affects the buckling shape of the whole member. Therefore, it is recommended to apply the same rules as for these members also to these plates, i.e., consider safe critical load multiplier 15 and higher. The engineer should verify that the real execution of the joint corresponds to the boundary conditions of the model used for buckling analysis of the whole structure.</p>\n<p>Plates from group 2 affect the local buckling of the joint. For such plates, the safe boundary of critical load multiplier 15 is conservative, but specific guidance is missing in codes. The guidance is provided by&nbsp;<a href=\"https://www.ideastatica.com/support-center/all?category=verification_example&amp;label=buckling\" data-new-window=\"true\" title=\"IDEA StatiCa Support Center\" target=\"_blank\" rel=\"noopener noreferrer\">research papers</a>&nbsp;that recommend a safe boundary of critical load multiplier equal to 3.</p>\n<p>Buckling of plates and members from group 3 is very problematic, and individual assessment of each particular case is necessary.</p>\n<p>For plates with a critical load multiplier smaller than suggested values (15 for group 1, 3 for group 2), plastic design cannot be used. Other methods that are not offered by IDEA StatiCa are necessary for their check.</p>\n<p>The result of buckling analysis in IDEA StatiCa Connection is not a definite check. The codes do not give sufficient guidance. The assessment requires engineering judgment and IDEA StatiCa provides unique tools not available in standard design software.</p>\n<figure data-asset-id=\"daa85f66-8e1f-4ad5-9669-b8c24536c88f\" data-image-id=\"daa85f66-8e1f-4ad5-9669-b8c24536c88f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1571dacd-fb9b-4c75-9adf-91746be2a52c/Steel%20joint%20buckling%20analysis.png\" data-asset-id=\"daa85f66-8e1f-4ad5-9669-b8c24536c88f\" data-image-id=\"daa85f66-8e1f-4ad5-9669-b8c24536c88f\" alt=\"Gusset plate as an elongation of a truss – example of plate from group 1 for which buckling can be neglected if critical buckling factor is higher than 15\"></figure>\n<p><em>Gusset plate as an elongation of a truss – example of the plate from group 1 for which buckling can be neglected if the critical buckling factor is higher than 15</em></p>\n<figure data-asset-id=\"64f50f79-57b5-48a7-8773-6f4a05ecaa2a\" data-image-id=\"64f50f79-57b5-48a7-8773-6f4a05ecaa2a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/efa05183-1d66-4644-9e09-6d2167ea28c1/buckling2.png\" data-asset-id=\"64f50f79-57b5-48a7-8773-6f4a05ecaa2a\" data-image-id=\"64f50f79-57b5-48a7-8773-6f4a05ecaa2a\" alt=\"\"></figure>\n<p><em>Examples of buckling shapes of plates from group 2 where the buckling can be neglected if the critical buckling factor is higher than 3</em></p>\n<p>The model used for buckling analysis is supported by different supports than set by the user in stress, strain analysis type (EPS). The bearing member stays fully supported. Model type of a beam set as N-Vy-Vz-Mx-My-Mz (free to move in stress, strain analysis type) is fully supported in buckling analysis. All other beam analysis types have restrained bending moments and normal force but are free to move sideways.</p>\n<ul>\n  <li>Model type N-Vy-Vz-Mx-My-Mz: supports in buckling model: N-Vy-Vz-Mx-My-Mz</li>\n  <li>Model type N-Vy-Vz: supports in buckling model: N-Mx-My-Mz</li>\n  <li>Model type N-Vz-My: supports in buckling model: N-Mx-My-Mz</li>\n  <li>Model type N-Vy-Mz: supports in buckling model: N-Mx-My-Mz</li>\n</ul>\n<p>It is assumed that in case of rigid joint, user sets the bending moment and the buckling of the short beam segment is not relevant. On the other hand, in the case of the pinned joint, user sets only normal and shear force and no bending moment, but the buckling of the pinned member is relevant, so it contributes to the buckling factor. See the figure below. \"Model\" shows the model in the stress-strain analysis type, and \"Buckling\" shows the model in the buckling analysis.</p>\n<figure data-asset-id=\"96acce5c-0e2d-4837-84a5-f073225fa84d\" data-image-id=\"96acce5c-0e2d-4837-84a5-f073225fa84d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c79b0662-8042-4da8-b653-4607bdaf1fce/buckling3.png\" data-asset-id=\"96acce5c-0e2d-4837-84a5-f073225fa84d\" data-image-id=\"96acce5c-0e2d-4837-84a5-f073225fa84d\" alt=\"\"></figure>"
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                                                            "value": "<p>The finite element analysis might not converge for several reasons, usually due to some element that is not sufficiently supported and can freely move or rotate.</p>\n<p>Finite element analysis requires a slightly increasing stress-strain diagram of material models. In some cases of complicated models, e.g., with multiple contacts, the increase in divergent iterations might help with convergence. This value can be set in the Code setup. The most common causes of analysis failure are singularities when the parts of a model are not connected properly and are free to move or rotate. A user is notified and should check the model for missing welds or bolts. The deformed shape is shown with the items which caused the first singularity moved 1&nbsp;m so that singularity may be easily detected.</p>\n<figure data-asset-id=\"b5960e4f-48b0-4031-915a-6a0960079231\" data-image-id=\"b5960e4f-48b0-4031-915a-6a0960079231\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a460d97a-00e3-4100-bd1a-866caaf8e6d1/Analysis%20convergence%20of%20complex%20steel%20connection%20models.png\" data-asset-id=\"b5960e4f-48b0-4031-915a-6a0960079231\" data-image-id=\"b5960e4f-48b0-4031-915a-6a0960079231\" alt=\"The finite element analysis might not converge due to some element that is not sufficiently supported and can freely move or rotate. Analysis for the structural design of complex welded and bolted steel connections.\"></figure>\n<p><em>Missing welds at gusset plates leading to singularity</em></p>"
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                                                                    "value": "<p><a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">IDEA StatiCa Connection</a> for design of joints of thin-walled members should be left only to experienced engineers. Buckling analysis is a must and each mode shape must be carefully analyzed.</p>\n<p>Software IDEA StatiCa Connection is dedicated to the assessment of connections of hot-rolled members which are not significantly affected by buckling. The geometrically linear and materially non-linear analysis is performed because of its fast and stable calculation. However, this analysis is not sufficient for stability loss. If buckling may be a problem, performing a linear buckling analysis helps to detect dangerous areas and provide a factor for Euler’s bifurcation point, but this is still not enough for thin-walled members. For thin-walled members, only geometrically nonlinear analysis with imperfections is suitable.</p>\n<p>If the user still decides to use IDEA StatiCa Connection software to check connections of thin-walled members, he should:</p>\n<ul>\n  <li>Perform linear buckling analysis and carefully evaluate each buckling shape, the first 5 presented buckling shapes might not be enough (<a data-item-id=\"940e97db-790e-439d-95b7-c99b79c53c43\" href=\"\">How to increase the number of evaluated shapes</a>)</li>\n  <li>Do not rely on the plasticity of steel plates and rather limit the von Mises stress to yield strength or even lower</li>\n  <li>Be aware that local buckling, which is not considered, can redistribute internal forces in components differently</li>\n  <li>Be aware that the stiffness of components may be different due to different failure modes or their combination.</li>\n  <li>Be aware that presented checks and detailing of components (e.g., bolts, welds) are the following guides for standard members. The checks for thin-walled members may vary, and then the provided checks are not correct.</li>\n</ul>\n<p>The design of connections of thin-walled members is very case-specific, and no general guide can be provided. IDEA StatiCa Connection was not validated for this use.</p>\n<h4>Component checks – EN</h4>\n<p>In EN 1993-1-1 thin-walled members are defined as: “Class 4 cross-sections are those in which local buckling will occur before the attainment of yield stress in one or more parts of the cross-section.” The main part of Eurocode for steel is limited to members with material thickness t ≥ 3 mm. <a data-item-id=\"2f49e81d-802d-4857-84e1-8776e12bc8ee\" href=\"\">Chapter 4 – Welded connections</a> apply only to a material thickness of t ≥ 4 mm. Therefore, the checks of components provided by software do not apply to cold-formed members with smaller thicknesses. Users should be aware of this and replace the checks with appropriate formulas from EN 1993-1-3 manually.</p>\n<p>Analysis of <a data-item-id=\"48d4bb94-7eb2-4c01-b2dc-56bae88b469b\" href=\"\">hollow section joints</a> should also be carefully performed for members which are out of the range of validity for welded joints – EN 1993-1-8 – Table 7.1. There are no guidelines for such joints, and the software results have not been validated.</p>\n<h4>Component checks – AISC</h4>\n<p>In Chapter A of AISC 360-16 there is a user note stating: “For the design of cold-formed steel structural members, the provisions in the AISI North American Specification for the Design of Cold-Formed Steel Structural Members (AISI S100) are recommended, except for cold-formed hollow structural sections (HSS), which are designed in accordance with this Specification.” AISI S100 and AS/NZS 4600 provide formulas to determine the shear and tension resistance of the most common fastener types together with their range of application</p>\n<h4>Component checks – CISC</h4>\n<p>CSA S16-14 states in Chapter 1: “Requirements for steel structures such as bridges, antenna towers, offshore structures, and cold-formed steel structural members are given in other CSA Group Standards.”</p>"
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                                                                            "value": "<h3>Model description</h3>\n<p><a data-item-id=\"3410fe73-5e05-4f0b-9e97-52c983c69bbd\" href=\"\">Lateral-torsional restraint</a> is simulated by two stiffnesses added to any plate:</p>\n<ul>\n  <li>Lateral (shear) <em>S</em> [N] applied in the direction of <em>y</em> axis of plate local coordinate system</li>\n  <li>Torsional <em>C</em> [Nm/m] applied around <em>x</em> axis of a plate local coordinate system</li>\n</ul>\n<p>Users may select any plate of a member, length of the restraint, type (continuous or discrete with set spacing), and lateral and torsional stiffnesses.</p>\n<figure data-asset-id=\"7b6a6908-8529-441f-b84d-51778489958a\" data-image-id=\"7b6a6908-8529-441f-b84d-51778489958a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ee764dc7-4e26-43a1-8f3b-3f2555263672/LTR.png\" data-asset-id=\"7b6a6908-8529-441f-b84d-51778489958a\" data-image-id=\"7b6a6908-8529-441f-b84d-51778489958a\" alt=\"Lateral-torsional restraint\"></figure>\n<p><em>Local coordinate system of a plate with applied LTR</em></p>\n<p>Nodes of finite elements are connected along the plate width by rigid body elements type 3 (RBE3) to one point at the plate longitudinal axis. Torsional stiffness is applied at this point by a special element with only one stiffness, rotation around <em>x</em> axis. This point is also connected by two other RBE3 with a special element between them with one stiffness, displacement in <em>y</em> axis.&nbsp;</p>\n<p>The lateral stiffness is set by the user as free, rigid, or with set stiffness. Rigid stiffness is sufficiently high, set as 1000 times the shear stiffness of the plate. Stiffness \\(S\\) is set per unit length (one meter) with a force unit [N]. The stiffness of one element \\(S_i\\) has a force unit divided by length unit [N/m] and is then:</p>\n<p>\\[ S_i = \\frac{S}{s_d} \\]</p>\n<p>where:</p>\n<ul>\n  <li>&nbsp;\\(s_d\\) – distance between two points [m]</li>\n</ul>\n<p>For discrete type, spacing is set directly by the user. For continuous type, the spacing is sufficiently small so that the behavior of the plate is not affected by spacing.</p>\n<p>Similarly, the torsional stiffness is set by the user as free, rigid, or with set stiffness. Rigid stiffness is sufficiently high, set as 1 000 times the bending stiffness of the plate. Stiffness \\(C\\) is set per unit length (one meter) with a unit of bending moment divided by length unit [Nm/m]. The stiffness of one element \\(C_i\\) has a bending moment unit divided by length unit squared [Nm/m<sup>2</sup>] and is then:</p>\n<p>\\[ C_i = \\frac{C}{s_d} \\]</p>\n<p>For a better understanding of the stiffness values, see the document <a href=\"https://www.irbnet.de/daten/iconda/CIB_DC28847.pdf\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">European Recommendations on the Stabilization of Steel Structures by Sandwich Panels</a>.</p>\n<figure data-asset-id=\"7fcd7a17-f5c2-4d08-9964-43a6727ac424\" data-image-id=\"7fcd7a17-f5c2-4d08-9964-43a6727ac424\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/704a113e-5cce-45ed-9c15-3c28097bf4de/LTR2-eng.png\" data-asset-id=\"7fcd7a17-f5c2-4d08-9964-43a6727ac424\" data-image-id=\"7fcd7a17-f5c2-4d08-9964-43a6727ac424\" alt=\"\"></figure>\n<p><em>Hidden finite elements and RBE3 provide lateral and torsional stiffness to member plate</em></p>\n<p>Note that RBE3 are only interpolation links that do not provide any stiffness on their own.</p>\n<h2>Verification</h2>\n<p>A model providing LTR was verified by LTBeam software, which uses bar (1D) elements with seven degrees of freedom. That means the cross-section is not deformed, but the element can capture <a data-item-id=\"cbb8d45e-a941-4f80-8bbb-c288edafdd5c\" href=\"\">warping</a>. The comparison is shown on an example of IPE 180 cross-section from steel grade S355 with a length of 6 m. The beam is fixed at both ends with a uniform load of 20 kN/m applied at the top flange. Software LTBeam is able to determine the elastic critical moment that corresponds to the result of linear buckling analysis (LBA) in <a data-item-id=\"e2fb6b14-f5e4-4b81-8322-71acd2cdf487\" href=\"\">IDEA StatiCa Member</a>.</p>\n<figure data-asset-id=\"02d0a026-39fd-4938-87d0-794aab18fa11\" data-image-id=\"02d0a026-39fd-4938-87d0-794aab18fa11\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4bbed293-94ba-45b6-aafe-9b38dd103b00/LTR3.png\" data-asset-id=\"02d0a026-39fd-4938-87d0-794aab18fa11\" data-image-id=\"02d0a026-39fd-4938-87d0-794aab18fa11\" alt=\"\"></figure>\n<p><em>Comparison of LTBeam and IDEA StatiCa Member for lateral and torsional stiffness</em>&nbsp;</p>\n<p>The critical load multiplier to elastic buckling \\(\\alpha_{cr}\\) with lateral stiffness is very similar according to both software. The limit lateral stiffness where lateral-torsional buckling has an effect up to only&nbsp;5 % of beam bending resistance is calculated according to EN 1993-1-1 as S<sub>lim</sub> = 8 589 kN. However, the results with torsional restraint are diverging at higher levels of rotational stiffness. Observing the deformed shape in IDEA StatiCa Member, the difference is caused by the cross-section deformation that can be captured only by the shell model. LTBeam provides unrealistically high critical load multipliers for high torsional stiffness.&nbsp;</p>\n<p>To verify this claim, the ABAQUS shell element model was created at ETH university. The beam is again fixed on both ends, made of steel grade S355 and with a length of 6 m. Beam cross-section IPE 240 was used. Limit torsional stiffness, i.e. lateral-torsional buckling has an effect up to only 5 % of beam bending resistance, was calculated as C<sub>lim</sub> = 27.13 kNm/m. The model is loaded by force in the mid-span at the top flange.&nbsp;</p>\n<figure data-asset-id=\"f3f3f514-c968-4af0-9832-fb0394b94d3c\" data-image-id=\"f3f3f514-c968-4af0-9832-fb0394b94d3c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b68af254-356c-4729-977c-1395d6827f0c/LTR4.png\" data-asset-id=\"f3f3f514-c968-4af0-9832-fb0394b94d3c\" data-image-id=\"f3f3f514-c968-4af0-9832-fb0394b94d3c\" alt=\"\"></figure>\n<p><em>Comparison of ABAQUS, LTBeam, and IDEA StatiCa Member for torsional stiffness</em></p>\n<p>The effect of torsional stiffness is very similar in both models made of shell elements and LTBeam diverges. Most importantly, ABAQUS and <a data-item-id=\"e2fb6b14-f5e4-4b81-8322-71acd2cdf487\" href=\"\">IDEA StatiCa Member</a> buckling resistances provided by GMNIA almost coincide – the differences are up to 4 %.</p>\n<h2>Stiffness estimation</h2>\n<p>LTR provided by floors filled with concrete and with composite action provided by shear studs may be assumed as rigid at least in the case of lateral stiffness. The stiffnesses provided by trapezoidal sheets of sandwich panels are much smaller and may be determined by experiments or calculations. Most often, the values of lateral and torsional stiffness would be recommended by manufacturers of sandwich panels or other types of cladding.&nbsp;</p>\n<p>The calculation of lateral stiffness <em>S</em> [N] provided by trapezoidal sheets is provided in EN 1993-1-3, Chapter 10:</p>\n<p>\\[S=1000 \\sqrt{t^3} \\left ( 50+10 \\sqrt[3]{b_{roof}} \\right ) \\frac{s}{h_w} \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>t</em> – design thickness of trapezoidal sheeting [mm]</li>\n  <li><em>b</em><sub>roof</sub> – roof width, i.e. for gable roof it is the distance between a ridge and an eave [mm]</li>\n  <li><em>s</em> – distance between beams [mm]</li>\n  <li><em>h</em><sub>w</sub> – trapezoidal sheet profile depth [mm]&nbsp;</li>\n</ul>\n<p>The formula is valid if the trapezoidal sheet is connected to the beam at each rib. If the sheeting is connected to the beam at every second rib only, then <em>S</em> should be substituted by 0.2 <em>S</em>.</p>\n<p>Lateral stiffness of sandwich panels is described in ECCS recommendation. The stiffness of fasteners is essential:</p>\n<p>\\[S=\\frac{k_v}{2B} \\sum_{k=1}^{n_k}c_k^2\\]</p>\n<p>where:</p>\n<ul>\n  <li><em>k</em><sub>v</sub> – shear stiffness of a fastening</li>\n  <li><em>B</em> – width of a sandwich panel</li>\n  <li><em>n</em><sub>k</sub> – number of pairs of fasteners per panel and support</li>\n  <li><em>c</em><sub>k</sub> – distance between the two fasteners of a pair</li>\n</ul>\n<p>Torsional stiffness is more complicated and can also be estimated by ECCS recommendation. It contains the contribution of fasteners, sandwich panel, and beam distortion. The beam distortion may be neglected because it is already included in the shell element model.</p>\n<figure data-asset-id=\"bf736d70-434b-4ba1-acac-810ad8c29f8a\" data-image-id=\"bf736d70-434b-4ba1-acac-810ad8c29f8a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/96410b67-ba2f-46f3-91ea-ad1c22d4ebc6/LTR5.png\" data-asset-id=\"bf736d70-434b-4ba1-acac-810ad8c29f8a\" data-image-id=\"bf736d70-434b-4ba1-acac-810ad8c29f8a\" alt=\"\"></figure>\n<p><em>Torsional (on the left) and lateral stiffness (on the right) provided by sandwich panels (ECCS, 2014)</em></p>\n<p>In American practice, restraint against lateral torsional buckling is typically assumed to be full or negligible based on the type and orientation of decking. For example, Table 8.1 of the AISC Seismic Design Manual identifies restraint conditions for beams subject to axial compression. However, where necessary, the lateral stiffness can be derived from the diaphragm stiffness, <em>G</em>’, computed in accordance with AISI S310. Denavit et al. (2020) present a method of calculating torsional stiffness.&nbsp;</p>\n<h2>References</h2>\n<ul>\n  <li>CTICM, LTBeam v. 1.0.11, available at: <a href=\"https://www.cesdb.com/ltbeam.html\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">https://www.cesdb.com/ltbeam.html</a></li>\n  <li>Abaqus. <em>Reference manual</em>, version 6.16. Simulia, Dassault Systéms. France, 2016.</li>\n  <li>EN 1993-1-3: <em>Eurocode 3: Design of steel structures – Part 1-3: </em>General rules – Supplementary rules for cold-formed members and sheeting, CEN, 2006.</li>\n  <li>ECCS TC7 – Technical Working Group TWG 7.9 Sandwich Panels and Related Structures, <em>European Recommendations on the Stabilization of Steel Structures by Sandwich Panels,</em> 2<sup>nd</sup> edition, 2014. ISBN 978-90-6363-081-2</li>\n  <li>Denavit, M.D.; Jacobs, W.P.; Helwig, T.A. (2020). \"Continuous Bracing Requirements for Constrained-Axis Torsional Buckling,\"&nbsp;<em>Engineering Journal</em>, American Institute of Steel Construction, Vol. 57, pp. 69-89.</li>\n</ul>"
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                                                                                    "value": "<p>Joints of hollow section members may undergo serious deformations while able to carry still higher loads. On the other hand, the plates may buckle in inelastic range, for which purpose, geometrically and materially nonlinear analysis is implemented.</p>\n<h4>Out-of-plane deformation</h4>\n<p>One of the criteria for the ultimate limit state of hollow section joints is the out-of-plane deformation of the hollow section cross-section. The check is available in the software (in Code Setup as Local deformation check, for hollow bearing members turned on by default). It is recognized by <a href=\"https://www.cidect.org/design-guides/\"><strong>CIDECT design guides</strong></a>. The limits are 3 % of the smaller size of the cross-section (0.03 <em>d</em><sub>0</sub> for CHS and 0.03 <em>b</em><sub>0</sub> for RHS) for the ultimate limit state and 1 % for the serviceability limit state.</p>\n<figure data-asset-id=\"5a438c97-6033-4a56-9d0b-f422e233ad59\" data-image-id=\"5a438c97-6033-4a56-9d0b-f422e233ad59\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0a007549-7dd8-4f3d-82bb-bd025ce91c63/hollow_sections2.PNG\" data-asset-id=\"5a438c97-6033-4a56-9d0b-f422e233ad59\" data-image-id=\"5a438c97-6033-4a56-9d0b-f422e233ad59\" alt=\"\"></figure>\n<p><em>Definition of </em><a data-item-id=\"376528a7-312a-52ea-b8a0-d2f726dd9f62\" href=\"\"><em>cross-section</em></a><em> sizes for circular hollow section (CHS) and rectangular hollow section (RHS)</em></p>\n<figure data-asset-id=\"3d929273-3740-4b0f-80ac-cbcdef7156dc\" data-image-id=\"3d929273-3740-4b0f-80ac-cbcdef7156dc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ec91f617-98e4-4cce-8e89-dca42c9c7a0b/hollow_sections.png\" data-asset-id=\"3d929273-3740-4b0f-80ac-cbcdef7156dc\" data-image-id=\"3d929273-3740-4b0f-80ac-cbcdef7156dc\" alt=\"Failure modes for HSS members\"></figure>\n<p><em>Typical load-deformation diagrams for hollow section joints; the red curve is for thin-walled member loaded in compression, the green curve for regular members loaded in compression, the blue curve is e.g. for X-joint loaded by tension</em></p>\n<h4>Geometrically and materially non-linear analysis (GMNA)</h4>\n<p>In the case of some joints of hollow sections, especially with high diameter to thickness ratio, the geometrically linear analysis may not capture the behavior of the joint with sufficient precision, and its load resistance may be underestimated or overestimated. It is recommended to use more advanced geometrically and materially nonlinear analysis for joints of hollow sections even though the computational time is slightly higher. If GMNA analysis for hollow sections is selected in Code setup, GMNA is used instead of geometrically linear and materially nonlinear analysis (MNA, used as a standard in IDEA&nbsp;Statica Connection) for models with hollow section member as a bearing member.</p>\n<p><em>Note: If the bearing member is not a hollow section, the GMNA solver is disabled for the analysis of the whole connection model regardless of the settings in the code setup (GMNA on or off).</em></p>\n<h4>Cross-section deforms at the end of the shell model</h4>\n<p>The cross-section may deform at the ends of the model consisting of shell elements. Joints of hollow sections require relatively long members – up to 10 times cross-section diameter. Condensed superelement is placed behind the part of the model consisting of shell elements. This allows faster calculation with the same precision as the full model consisting of shell elements. The condensed superelement has only elastic material properties, and that means the plastic strains due to the investigated failure mode should not reach the end of shell element model. For this reason, the shell model spans by default 1.25 times the cross-section height (editable in Code setup) behind the last manufacturing operation. &nbsp;</p>\n<figure data-asset-id=\"d540c6c8-c955-4515-a5cf-538a3eebfb04\" data-image-id=\"d540c6c8-c955-4515-a5cf-538a3eebfb04\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e7e89119-c6c4-4ec7-a097-48de5018924a/RN%2021%20-%20Solver%202-1200x630.png\" data-asset-id=\"d540c6c8-c955-4515-a5cf-538a3eebfb04\" data-image-id=\"d540c6c8-c955-4515-a5cf-538a3eebfb04\" alt=\"Hollow section with deformed end cross-sections\"></figure>\n<h4>Shell bending resistance reduced for hollow sections (imperfections)</h4>\n<p>Load resistances of hollow section joints in the codes are determined by the Failure Mode Method that uses curve-fitting models determined from experiments and advanced numerical models. The real structure contains initial imperfections and residual stresses, which are not captured by shell models in <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">IDEA StatiCa Connection</a>. To achieve closer compliance with the results of codes, the influence of residual stress and initial imperfections is simulated by reducing the bending resistance of shells of hollow sections with a high&nbsp;<em>D</em>/(2<em>t</em>) ratio.</p>\n<figure data-asset-id=\"b5363002-d1cd-4fba-bed0-6a6ee7a7a425\" data-image-id=\"b5363002-d1cd-4fba-bed0-6a6ee7a7a425\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c22a9cb4-c28e-4228-90a4-8b0c91ab3d2b/Hollow%20sections%20-%20reduction%20factor.png\" data-asset-id=\"b5363002-d1cd-4fba-bed0-6a6ee7a7a425\" data-image-id=\"b5363002-d1cd-4fba-bed0-6a6ee7a7a425\" alt=\"\"></figure>"
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                                                                                            "value": "<p>The fatigue analysis type does not provide any final resistance or number of cycles the detail can take. It just provides inputs to further calculations according to codes.</p>\n<p>Always, at least two load cases must be set. The first load case is the reference one. It is assumed as, e.g., a self-weight of the structure and can contain zero loads. The other load cases are simulating fatigue actions. The nominal normal and shear stress provided by IDEA StatiCa is the stress range between the fatigue action, e.g. LE2, and the reference load case.</p>\n<p>For example, the shear stress at a certain location is 50 MPa in the Reference load case and 180 MPa in LE2. The shown nominal shear stress at this location is:</p>\n<p>\\[\\tau = 180-50=130\\, \\textrm{MPa}\\]</p>\n<p>Note that there should be no yielding of plates due to fatigue actions, otherwise the stress ranges are distorted.&nbsp;</p>\n<p>The stresses are available for:</p>\n<ul>\n  <li>Bolts</li>\n  <li>Welds</li>\n  <li>Plates</li>\n</ul>\n<h3>Bolts</h3>\n<p>At bolts, the stresses are determined simply by dividing the force by the corresponding area:</p>\n<ul>\n  <li>\\(\\sigma = F_t / A_s \\)</li>\n  <li>\\(\\tau = V / A \\)</li>\n</ul>\n<p>where:</p>\n<ul>\n  <li>\\(F_t\\) – tensile force in the bolt</li>\n  <li>\\(A_s\\) – tensile stress area of the bolt</li>\n  <li>\\(V\\) – shear force in bolt; if there are multiple shear planes, the highest shear force is used</li>\n  <li>\\(A\\) – area of the bolt resisting in shear; tensile stress area if threads are intercepted by the shear plane and gross cross-sectional area otherwise</li>\n</ul>\n<h3>Welds</h3>\n<p>Welds in <a data-item-id=\"06158daa-1491-4e83-ac34-4964bd5a3c63\" href=\"\">CBFEM</a> consist of the weld element with multipoint constraints connecting the plates. The stress distribution in the weld is disrupted by the constraints and, therefore, the stresses are taken from a section located at 1.5 times the leg size from the weld toe. Three sections are created for a double-sided fillet weld. Two sections are in the same detail category, and only the more stressed one is shown. The maximum normal stress and the corresponding shear stress at the same location, as well as the maximum shear stress and the corresponding normal stress at the same location, are shown.</p>\n<p>See also the <a data-item-id=\"a2f4a486-315f-4571-a9b3-abdcfff0b7a8\" href=\"\">fatigue analysis improvements in the 22.0</a> version.</p>\n<figure data-asset-id=\"c809153d-25c3-4725-a953-14143234806b\" data-image-id=\"c809153d-25c3-4725-a953-14143234806b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6096a5d7-d1dd-47f8-be7e-4f2943c80a20/FAT_weld.png\" data-asset-id=\"c809153d-25c3-4725-a953-14143234806b\" data-image-id=\"c809153d-25c3-4725-a953-14143234806b\" alt=\"\"></figure>\n<h3>Plates</h3>\n<p>The stress in plates may be visualized by creating a user-defined section by a Workplane manufacturing operation. In the figure below, two workplaces were created to see the stresses around bolt holes. The maximum normal stress and the corresponding shear stress at the same location, as well as the maximum shear stress and the corresponding normal stress at the same location, are shown.</p>\n<figure data-asset-id=\"709c7491-6499-4b38-9ef6-d3fa262da6cf\" data-image-id=\"709c7491-6499-4b38-9ef6-d3fa262da6cf\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5d05e482-4c90-4f7f-a7f8-592b6d6be4f3/FAT_WP.png\" data-asset-id=\"709c7491-6499-4b38-9ef6-d3fa262da6cf\" data-image-id=\"709c7491-6499-4b38-9ef6-d3fa262da6cf\" alt=\"\"></figure>"
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                                                                                                    "value": "<p>The weld resistance is reduced in connections to unstiffened flanges or in long joints due to concentrated stress. The plastic strain in a weld is limited to 5% as in the plate. The design resistance of the fillet weld is determined using the Directional method given in section 4.5.3.2 EN1993-1-8:2006.</p>\n<h3>Stress development</h3>\n<p>The strain distribution in a welded connection of a beam-to-column joint is shown below. The joint is loaded by bending moment and shear force. The design resistance is governed by yielding in flange weld and is limited by 5% of plastic strain.</p>\n<p><strong>1/ Yielding starts in the flange weld</strong><br>\n<em>F</em><sub>d</sub><em> </em>= 0.63 <em>R</em><sub>d</sub></p>\n<figure data-asset-id=\"d19999fc-0947-4581-af63-66d4620b09e1\" data-image-id=\"d19999fc-0947-4581-af63-66d4620b09e1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3fc7bab7-86b8-415c-b6de-546970c9b1d5/weld-1_250x222.png\" data-asset-id=\"d19999fc-0947-4581-af63-66d4620b09e1\" data-image-id=\"d19999fc-0947-4581-af63-66d4620b09e1\" alt=\"\"></figure>\n<figure data-asset-id=\"c9cf2cc8-811e-4a81-afce-0d044b318c05\" data-image-id=\"c9cf2cc8-811e-4a81-afce-0d044b318c05\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2fe8b4e0-bc19-4c07-bd93-a760abee0313/weld-4_250x342.png\" data-asset-id=\"c9cf2cc8-811e-4a81-afce-0d044b318c05\" data-image-id=\"c9cf2cc8-811e-4a81-afce-0d044b318c05\" alt=\"\"></figure>\n<p><strong>2/ Yielding starts in the web weld</strong><br>\n<em>F</em><sub>d</sub><em> </em>= 0.95 <em>R</em><sub>d</sub></p>\n<figure data-asset-id=\"98e4e3cb-3ed7-4cde-8db5-f2a31c57679c\" data-image-id=\"98e4e3cb-3ed7-4cde-8db5-f2a31c57679c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/976cc0ee-18b7-467e-b0fc-d3bc5766ae7a/weld-2_250x222.png\" data-asset-id=\"98e4e3cb-3ed7-4cde-8db5-f2a31c57679c\" data-image-id=\"98e4e3cb-3ed7-4cde-8db5-f2a31c57679c\" alt=\"\"></figure>\n<figure data-asset-id=\"fe3bd3aa-e6c9-469f-bbfc-d9e60b1abe61\" data-image-id=\"fe3bd3aa-e6c9-469f-bbfc-d9e60b1abe61\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ed0adc89-652c-4044-8ce7-bc8f26aad2ce/weld-5_250x340.png\" data-asset-id=\"fe3bd3aa-e6c9-469f-bbfc-d9e60b1abe61\" data-image-id=\"fe3bd3aa-e6c9-469f-bbfc-d9e60b1abe61\" alt=\"\"></figure>\n<p><strong>3/ Stress in welds at design resistance</strong><br>\n<em>F</em><sub>d</sub> = <em>R</em><sub>d</sub></p>\n<figure data-asset-id=\"16b73a79-a665-435e-b32a-1e18ed6af9c7\" data-image-id=\"16b73a79-a665-435e-b32a-1e18ed6af9c7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7811b2a4-ab38-4583-b861-438336de3a77/weld-3_250x221.png\" data-asset-id=\"16b73a79-a665-435e-b32a-1e18ed6af9c7\" data-image-id=\"16b73a79-a665-435e-b32a-1e18ed6af9c7\" alt=\"\"></figure>\n<figure data-asset-id=\"1c3525cb-9a62-43de-a098-a879da1d2f2c\" data-image-id=\"1c3525cb-9a62-43de-a098-a879da1d2f2c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/80dca9ff-9544-4e19-83d7-8cc84c199cec/weld-6_250x322.png\" data-asset-id=\"1c3525cb-9a62-43de-a098-a879da1d2f2c\" data-image-id=\"1c3525cb-9a62-43de-a098-a879da1d2f2c\" alt=\"\"></figure>\n<h3>Effective width</h3>\n<p>The effective width of an unstiffened beam-to-column joint is shown below. The stress is concentrated in an effective width while the weld resistance around the unstiffened parts is reduced. The stress distribution is shown for an open and a box or channel section.</p>\n<p><strong>I - section column</strong></p>\n<figure data-asset-id=\"dde5912d-23ac-4e28-ba2d-b9499e6834f1\" data-image-id=\"dde5912d-23ac-4e28-ba2d-b9499e6834f1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/62ee84cd-ddba-43e1-9019-9691eee7a28a/welds-1-1.png\" data-asset-id=\"dde5912d-23ac-4e28-ba2d-b9499e6834f1\" data-image-id=\"dde5912d-23ac-4e28-ba2d-b9499e6834f1\" alt=\"\"></figure>\n<p><strong>RHS - section column</strong></p>\n<figure data-asset-id=\"23bbd52d-1d35-4aa6-9dbc-284ec30bb558\" data-image-id=\"23bbd52d-1d35-4aa6-9dbc-284ec30bb558\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/58321395-bf2f-4d42-a0f1-a4f15320adae/welds-2-1.png\" data-asset-id=\"23bbd52d-1d35-4aa6-9dbc-284ec30bb558\" data-image-id=\"23bbd52d-1d35-4aa6-9dbc-284ec30bb558\" alt=\"\"></figure>\n<p>The non-uniform distribution of the stress along its length and the influence of the weld length on the design resistance is shown below. The resistance of a long weld is reduced due to the stress concentration in weld edges.</p>\n<figure data-asset-id=\"8c940183-360c-484a-ab14-dcfdcfbbd29b\" data-image-id=\"8c940183-360c-484a-ab14-dcfdcfbbd29b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9e3dc390-df9d-4ee5-a959-7c4cfa9aca3b/welds_distr.png\" data-asset-id=\"8c940183-360c-484a-ab14-dcfdcfbbd29b\" data-image-id=\"8c940183-360c-484a-ab14-dcfdcfbbd29b\" alt=\"\"></figure>\n<p>The weld model respects the properties of the real weld, like geometry, stiffness, and ductility. Plastic redistribution&nbsp;is one of the best features that CBFEM can offer.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n412d0bdb_48d8_01d6_5b45_1768a793f440\"></object>"
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                                                    "value": "<h3>Temperature</h3>\n<p>In <a data-item-id=\"e2fb6b14-f5e4-4b81-8322-71acd2cdf487\" href=\"\">IDEA StatiCa Member</a>, the user sets a temperature for the whole model. All entities in the model have a set temperature.</p>\n<p>In <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">IDEA StatiCa Connection</a>, the user may set the temperature for each member or plate separately. The temperature of connecting elements - bolts and welds - is assumed to be according to the hottest connecting plate.</p>\n<p>The temperature of members and plates in connections may be determined according to EN 1993-1-2 – Cl. 4.2.5 Steel temperature development and D.3 Temperature of joints in fire. The thermal properties of steel components are taken from EN 1993-1-2:</p>\n<ul>\n  <li>Specific heat – Cl. 3.4.1.2</li>\n  <li>Thermal conductivity – Cl. 3.4.1.3</li>\n</ul>\n<p>Note that thermal elongation is not used in IDEA StatiCa Steel, because it would add forces that are greatly dependent on boundary conditions. Users are encouraged to add forces from the thermal expansion into the load effects themselves.</p>\n<h3>Material degradation</h3>\n<p>Material degradation of <strong>steel plates</strong> is available according to three codes:</p>\n<ul>\n  <li>EN 1993-1-2 – Table 3.1</li>\n  <li>AISC 360-16 – Table A-4.2.1</li>\n  <li>CSA S16-14 – Table K.1</li>\n</ul>\n<p>The multilinear material diagram is used for steel plates with six points according to EN 1993-1-2 – Figure 3.1. An example is shown for steel grade S355, material degradation according to EN 1993-1-2 – Table 3.1, and temperature \\(\\theta = 560^{\\circ}\\textrm{C}\\). The slope of plastic branch past the yield strength \\(f_y\\) is \\(E_{a,\\theta}/1000\\). The reduction factors for modulus of elasticity \\(k_{E,\\theta}\\), for proportionality limit \\(k_{p,\\theta}\\), and yield strength \\(k_{y,\\theta}\\) are 0.426,&nbsp;0.252, and 0.594, respectively. The plastic strain is assumed to build up since the proportionality limit.</p>\n<table><tbody>\n  <tr><td><br></td><td>Strain</td><td>Plastic strain</td><td>Stress</td></tr>\n  <tr><td><br></td><td>\\(\\varepsilon\\) [%]</td><td>\\(\\varepsilon_{pl}\\) [%]</td><td>\\(\\sigma\\) [MPa]</td></tr>\n  <tr><td>0</td><td>0.00</td><td>0.00</td><td>0.0</td></tr>\n  <tr><td>1</td><td>0.10</td><td>0.00</td><td>89.5</td></tr>\n  <tr><td>2</td><td>0.25</td><td>0.15</td><td>131.4</td></tr>\n  <tr><td>3</td><td>0.50</td><td>0.40</td><td>160.5</td></tr>\n  <tr><td>4</td><td>1.00</td><td>0.90</td><td>191.3</td></tr>\n  <tr><td>5</td><td>2.00</td><td>1.90</td><td>210.9</td></tr>\n  <tr><td>6</td><td>15.00</td><td>14.90</td><td>222.5</td></tr>\n</tbody></table>\n<figure data-asset-id=\"c0145cee-e416-4c2b-bd73-b9ac1346e7f5\" data-image-id=\"c0145cee-e416-4c2b-bd73-b9ac1346e7f5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/795061c3-0e71-4f9c-ab65-3c457ed0a624/Material%20degradation.png\" data-asset-id=\"c0145cee-e416-4c2b-bd73-b9ac1346e7f5\" data-image-id=\"c0145cee-e416-4c2b-bd73-b9ac1346e7f5\" alt=\"\"></figure>\n<p><br></p>\n<p>Material degradation of <strong>bolts</strong> is available according to three codes:</p>\n<ul>\n  <li>EN 1993-1-2 – Table D.1</li>\n  <li>AISC 360-16 – Table A-4.2.3</li>\n  <li>CSA S16-14 – Table K.3</li>\n</ul>\n<p>Material degradation of <strong>welds </strong>is available according to one code:</p>\n<ul>\n  <li>EN 1993-1-2 – Table D.1</li>\n</ul>\n<p>Only the resistance of bolts and welds is reduced. Their stiffness remains the same as at ambient temperature.</p>\n<p>Thermal expansion is neglected and not assumed in any models. If necessary, the effects of thermal expansion should be simulated by added loads.</p>\n<h3>Checks</h3>\n<p>Steel plates are checked for plastic strain 5% by default.&nbsp;</p>\n<p>In Eurocode, a dedicated partial safety factor for Fire design, \\(\\gamma_{M,fi}\\) is used for checks of bolts and welds. In all other codes, the standard resistance or safety factors are used. The load-deformation curves and checks of bolts and welds are reduced by factors \\(k_b\\) and \\(k_f\\) based on set temperature.</p>\n<p>Preloaded bolts are assumed to slip and are checked as regular snug-tight bolts.</p>\n<p>The temperature of the concrete block and anchors is unknown and corresponding components are not checked in Fire design.</p>\n<h3>Stiffness</h3>\n<p>Stiffness analysis is not available for Fire design at the moment. It is recommended to use stiffness analysis for ambient temperature and multiply the stiffness by reduction factor for modulus of elasticity \\(k_{E,\\theta}\\).</p>"
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                                                    "value": "<p>In IDEA StatiCa Connection, there are two strategies of weld sizing available to all users:</p>\n<ul>\n  <li>to full-strength</li>\n  <li>with over-strength</li>\n</ul>\n<p>For Eurocode users, there are two more:</p>\n<ul>\n  <li>to capacity estimation</li>\n  <li>to minimum ductility</li>\n</ul>\n<p>Weld sizing method is specified in Operations dialogue.</p>\n<figure data-asset-id=\"23b31177-b78d-49af-9ee4-8480098c3942\" data-image-id=\"23b31177-b78d-49af-9ee4-8480098c3942\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/04f8a4f1-c853-4f9a-95ee-3f8ac8887067/3.png\" data-asset-id=\"23b31177-b78d-49af-9ee4-8480098c3942\" data-image-id=\"23b31177-b78d-49af-9ee4-8480098c3942\" alt=\"\"></figure>\n<p>When running Weld sizing, every fillet weld in the model is modified according to weld sizing method. Generally, the size of welds will increase in this order:</p>\n<ol>\n  <li>To capacity estimation</li>\n  <li>To minimum ductility</li>\n  <li>Full strength</li>\n  <li>With over-strength</li>\n</ol>\n<p>The methods are described in detail below.&nbsp;</p>\n<h3>To capacity estimation</h3>\n<p>Weld sizing to capacity estimation automatically provides weld sizes that are strong just enough to transfer set loads.&nbsp;</p>\n<p>Weld capacity estimation is the first use of machine learning in IDEA StatiCa. At the moment, it is implemented only in Eurocode. Weld resistance is determined according to the most stressed weld element. Therefore, weld utilization is highly nonlinear. The resistance of the whole length is estimated by a machine-learning algorithm based on the stress distribution along the weld length.</p>\n<p>Weld sizing to capacity estimation requires results. Size of fillet welds is adjusted according to the following formula:</p>\n<p>\\[ a_{new} = a \\cdot Ut_c / Ut_{target} \\]</p>\n<p>where:</p>\n<ul>\n  <li>\\(a_{new}\\) – adjusted fillet weld size</li>\n  <li>\\(a\\) – previously set fillet weld size</li>\n  <li>\\(Ut_c\\) – capacity estimation based on machine learning algorithm visible at Weld check&nbsp;</li>\n  <li>\\(Ut_{target}\\) – target utilization in Settings → Design → Autodesign → Weld sizing</li>\n</ul>\n<p>Resulting \\(a_{new}\\) is rounded up according to Preferences → Application units → New entity rounding → Weld size.&nbsp;</p>\n<p>Note that weld sizes are limited by detailing rules, e.g. weld size cannot be smaller than 3 mm (EN 1993-1-8 – 4.5.2). These detailing rules are adhered to. Also, keep in mind that multiple welds in IDEA StatiCa are often set by one value. In these cases, the size is set according to the most utilized one.</p>\n<p>Also, a calculation loop is available. When weld sizing method is set to capacity estimation, it:</p>\n<ol>\n  <li>Sizes the fillet welds to full strength</li>\n  <li>Calculates the model</li>\n  <li>Sizes the fillet welds to capacity estimation</li>\n  <li>Calculates the model</li>\n</ol>\n<figure data-asset-id=\"b32d2f35-98c4-47f2-834f-f5968024303b\" data-image-id=\"b32d2f35-98c4-47f2-834f-f5968024303b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0e70d6dc-2d15-40e1-9eb6-9d2ed5036c6c/Weld%20sizing%20button.png\" data-asset-id=\"b32d2f35-98c4-47f2-834f-f5968024303b\" data-image-id=\"b32d2f35-98c4-47f2-834f-f5968024303b\" alt=\"\"></figure>\n<p>Welds are then set at or below target utilization with just one click.</p>\n<h3>To minimum ductility</h3>\n<p>Weld sizing to minimum ductility automatically provides welded connections that are strong enough to prevent brittle failures. The weld strength allows for the initial yielding of the plate, but ultimately, the weld ruptures.</p>\n<p>The requirement for minimum ductility of welded joints in FprEN 1993-1-8:2023 – 6.9(4). It originates from Dutch national annex of EN 1993-1-8, where the fixed ratio of weld strength to plate strength is 0.8. It is also included in widely-used <a href=\"https://www.steelconstruction.info/images/a/a9/SCI_P358.pdf\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">Green books from the UK, namely in Chapters C2 and C3</a>. However, the fixed ratio is suitable only for steel grade S355. In the second generation Eurocode, this is expanded for all steel grades.</p>\n<p>This requirement is checked for double-sided fillet welds by:</p>\n<p>\\[a/t=\\frac{\\beta_w\\gamma_{M2} f_y}{\\sqrt{2} f_u \\gamma_{M0} } \\cdot \\min \\left \\{1.0, 1.1\\frac{f_y}{f_u} \\right \\}\\]</p>\n<p>where:</p>\n<ul>\n  <li>\\(a\\) – weld throat thickness</li>\n  <li>\\(t\\) – thickness of the plate&nbsp;connected by edge</li>\n  <li>\\(\\beta_w\\) – weld correlation factor&nbsp;</li>\n  <li>\\(\\gamma_{M2}\\) – safety factor for bolts and welds; editable in Code setup</li>\n  <li>\\(f_y\\) – plate yield strength</li>\n  <li>\\(f_u\\) – weld ultimate strength</li>\n  <li>\\(\\gamma_{M0}\\) – safety factor for plates; editable in Code setup</li>\n</ul>\n<p>The weld throat thickness for single-sided fillet weld is twice larger than that for double-sided fillet weld.</p>\n<p>Note that the method is useful for transversely loaded welds and works if the plate is connected by its full width.</p>\n<h3>To full strength</h3>\n<p>Weld sizing to full strength automatically provides welds that are stronger than the connected plate. In the calculation, it is assumed that the plates are loaded in tension and welds transversely as the worst case for weld strength and ductility. This design is useful to avoid brittle failures of welds for static loading.</p>\n<p>This approach is also included in widely-used <a href=\"https://www.steelconstruction.info/File:SCI_P358.pdf\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">Green books from the UK, namely in Chapter C1</a>.</p>\n<p>This requirement is checked for double-sided fillet welds by:</p>\n<p>\\[a/t=\\frac{\\beta_w\\gamma_{M2} f_y}{\\sqrt{2} f_u \\gamma_{M0} }\\]</p>\n<p>where:</p>\n<ul>\n  <li>\\(a\\) – weld throat thickness</li>\n  <li>\\(t\\) – thickness of the plate&nbsp;connected by edge</li>\n  <li>\\(\\beta_w\\) – weld correlation factor&nbsp;</li>\n  <li>\\(\\gamma_{M2}\\) – safety factor for bolts and welds; editable in Code setup</li>\n  <li>\\(f_y\\) – plate yield strength</li>\n  <li>\\(f_u\\) – weld ultimate strength</li>\n  <li>\\(\\gamma_{M0}\\) – safety factor for plates; editable in Code setup</li>\n</ul>\n<p>Note that the method is useful for transversely loaded welds and works if the plate is connected by its full width.</p>\n<h3>With overstrength</h3>\n<p>Weld sizing with overstrength automatically provides welds that are much stronger than the connected plate. Overstrength factor is specified Settings → Design → Autodesign → Weld sizing. The default value of 1.4 is taken from EN 1993-1-8 – 6.2.3 (5) to form a plastic hinge.&nbsp;</p>\n<figure data-asset-id=\"46affa46-f7a7-4caa-bb19-12d801c4c6f4\" data-image-id=\"46affa46-f7a7-4caa-bb19-12d801c4c6f4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d01c2c80-c7bf-4e58-92ae-8769024d89c2/EN%201993-1-8%20-%206.2.3.png\" data-asset-id=\"46affa46-f7a7-4caa-bb19-12d801c4c6f4\" data-image-id=\"46affa46-f7a7-4caa-bb19-12d801c4c6f4\" alt=\"\"></figure>\n<p>In the calculation, it is assumed that the plates are loaded in tension and welds transversely as the worst case for weld strength and ductility. This design is useful to avoid brittle failures of welds for plastic design or cyclic loading. Note that the large weld size automatically does not guarantee high ductility. On the opposite, it may lead to excessive residual stresses and deformations caused by weld shrinkage.</p>\n<p>This requirement is checked for double-sided fillet welds by:</p>\n<p>\\[a/t=\\frac{\\beta_w\\gamma_{M2} f_y}{\\sqrt{2} f_u \\gamma_{M0} } \\cdot f_{overstrength}\\]</p>\n<p>where:</p>\n<ul>\n  <li>\\(a\\) – weld throat thickness</li>\n  <li>\\(t\\) – thickness of the plate&nbsp;connected by edge</li>\n  <li>\\(\\beta_w\\) – weld correlation factor&nbsp;</li>\n  <li>\\(\\gamma_{M2}\\) – safety factor for bolts and welds; editable in Code setup</li>\n  <li>\\(f_y\\) – plate yield strength</li>\n  <li>\\(f_u\\) – weld ultimate strength</li>\n  <li>\\(\\gamma_{M0}\\) – safety factor for plates; editable in Code setup</li>\n  <li>\\(f_{overstrength}\\) – overstrength factor specified in Settings → Design → Autodesign → Weld sizing</li>\n</ul>\n<p>Note that the method is useful for transversely loaded welds and works if the plate is connected by its full width.</p>"
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                                            "value": "<h2>Introduction to the CBFEM method</h2>\n<p><a href=\"#general-introduction\">General introduction for the structural design of steel connections</a><br>\n<a href=\"#Steel-connection-material-model\">Steel connection material model</a><br>\n<a href=\"#Plate-model-and-mesh-convergence\">Plate model and mesh convergence</a><br>\n<a href=\"#Contacts-between-steel-connection-plates\">Contacts between steel connection plates</a><br>\n<a href=\"#Welded connections analysis\">Welded connections analysis</a><br>\n<a href=\"#Bolts and preloaded bolts connections\">Bolts and preloaded bolts connections</a><br>\n<a href=\"#Anchor_bolts\">Anchor bolts</a><br>\n<a href=\"#Structural model of a concrete block\">Structural model of a concrete block</a></p>\n<h2>Analysis model of IDEA StatiCa</h2>\n<p><a href=\"#Steel joint analysis model\">Steel joint analysis model</a><br>\n<a href=\"#Node equilibrium in the 3D FEM model\">Node equilibrium in the 3D FEM model</a><a href=\"#Equilibrium_in_node\"><br>\n</a><a href=\"#Internal forces in the steel connections\">Internal forces in the steel connections</a><br>\n<a href=\"#Strength analysis of steel joints\">Strength analysis of steel joints</a><br>\n<a href=\"#Stiffness analysis and deformation capacity of steel joints\">Stiffness analysis and deformation capacity of steel joints</a><br>\n<a href=\"#Steel connection capacity design\">Steel connection capacity design</a><br>\n<a href=\"#Steel connection design resistance\">Steel connection design resistance</a><br>\n<a href=\"#Steel joint buckling analysis\">Steel joint buckling analysis</a><br>\n<a href=\"#Analysis convergence of complex steel connection models\">Analysis convergence of complex steel connection models</a><br>\n<a href=\"#Steel-to-timber connections\">Steel-to-timber connections</a><br>\n<a href=\"#Thin-walled steel members\">Thin-walled steel members</a><br>\n<a href=\"#Lateral-torsional restraint in structural design\">Lateral-torsional restraint in structural design</a><br>\n<a href=\"#Steel joints of hollow section cross-section members\">Steel joints of hollow section cross-section members</a><br>\n<a href=\"#Fatigue_analysis_type_in_structural_design\">Fatigue analysis type in structural design</a><br>\n<a href=\"#Fire-design\">Fire design</a><br>\n<a href=\"#Weld-sizing\">Weld sizing</a></p>\n<h2>Specifications for national codes</h2>\n<p><a data-item-id=\"13cc5bee-7ec7-422b-8dbe-8a57ef0073a9\" href=\"\">Check of components according to EN (Eurocode)</a><br>\n<a data-item-id=\"39660a09-9d6b-596f-acab-dbef59ebd019\" href=\"\">Check of components according to AISC (American standards)</a><br>\n<a data-item-id=\"ccb0dd69-3047-537c-9214-82c29d42a56a\" href=\"\">Check of components according to CISC (Canadian standards)</a><br>\n<a data-item-id=\"93b8c5be-e359-5cf8-a004-7b0ebf0553e7\" href=\"\">Check of components according to AS (Australian standards)</a><br>\n<a data-item-id=\"b7bfd35a-ab30-57d6-b2de-6087b7101d97\" href=\"\">Check of components according to SP (Russian standards)<br>\n</a><a data-item-id=\"c5aa2dab-e07e-4e66-b1f7-e0a2b6e5fe2b\" href=\"\">Check of components according to IS 800 (Indian standards)</a><br>\n<a data-item-id=\"4656dcda-ef9a-4ff9-8e1f-fc340656806d\" href=\"\">Check of components according to HKG (Hong Kong Code of Practice)</a><br>\n<a data-item-id=\"3b79e492-7f7e-59b7-8748-cc333d8ece18\" href=\"\">Check of components according to GB (Chinese standards)</a></p>\n<h2>Introduction to CBFEM method</h2>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n0eafe4bf_66b5_0167_65fd_13be7d7548a8\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background___general___introduction\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" 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                                                            "value": "<p>The resulting equivalent stress (HMH, von Mises) and plastic strain are calculated on plates. When the yield strength (in LRFD multiplied by material resistance factor <em>ϕ</em> = 0.9, in ASD divided by material safety factor <em>Ω</em> = 1.67, which are editable in Code setup) on the bilinear material diagram is reached, the check of the equivalent <a data-item-id=\"46a108f9-c505-4a5e-af09-1785b0efc4c6\" href=\"\">plastic strain</a> is performed. The limit value of 5 % is suggested in Eurocode (EN1993-1-5 App. C, Par. C8, Note 1). This value can be modified in the Code setup, but verification studies were made for this recommended value.</p>\n<p>The plate element is divided into five layers, and elastic/plastic behavior is investigated in each of them. The program shows the worst result of all of them.</p>\n<figure data-asset-id=\"98d9f508-265d-47a5-91f2-0f68a5760ab5\" data-image-id=\"98d9f508-265d-47a5-91f2-0f68a5760ab5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ad9d7833-cef9-478c-a002-a8ad261e587f/plates.png\" data-asset-id=\"98d9f508-265d-47a5-91f2-0f68a5760ab5\" data-image-id=\"98d9f508-265d-47a5-91f2-0f68a5760ab5\" alt=\"\"></figure>\n<p>The <a data-item-id=\"06158daa-1491-4e83-ac34-4964bd5a3c63\" href=\"\">CBFEM</a> method can provide stress a little bit higher than yield strength. The reason is the slight inclination of the plastic branch of the stress-strain diagram, which is used in the analysis to improve the stability of the interaction calculation. This is not a problem for practical design. The equivalent plastic strain is exceeded at higher stress, and the joint does not satisfy anyway.</p>"
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                                                                    "value": "<p>Fillet welds are checked according to AISC 360 - Chapter J2. The strength of CJP groove welds is assumed the same as the base metal and is not checked.</p>\n<h4>Fillet welds</h4>\n<p>The design strength, <em>ϕR</em><sub>n</sub>, and the allowable strength, <em>R</em><sub>n</sub>/<em>Ω</em>, of welded joints are evaluated in the connection weld check.</p>\n<p><em>ϕ</em> = 0.75&nbsp;&nbsp;&nbsp; (Load and Resistance Factor Design, LRFD, editable in Code setup)</p>\n<p><em>Ω</em> = 2.00&nbsp;&nbsp;&nbsp; (Allowable Strength Design, ASD, editable in Code setup)</p>\n<p>Available strength of welded joints is evaluated according to AISC 360-16 – J2.4</p>\n<p><em>R</em><sub>n</sub> = <em>F</em><sub>nw</sub> <em>A</em><sub>we</sub></p>\n<p><em>F</em><sub>nw</sub> = 0.6 <em>F</em><sub>EXX</sub> (1.0 + 0.5 sin<sup>1.5</sup><em>θ</em> )</p>\n<p>where:</p>\n<ul>\n  <li><em>F</em><sub>nw</sub> – nominal stress of weld material</li>\n  <li><em>A</em><sub>we</sub> – effective area of the weld\n    <ul>\n      <li><em>A</em><sub>we </sub>= Lc*Th</li>\n    </ul>\n  </li>\n  <li><em>F</em><sub>EXX</sub> – electrode classification number, i.e., minimum specified tensile strength</li>\n  <li><em>θ</em> – angle calculated between the longitudinal axis of the weld and resultant force direction acting in the most stressed finite element of the weld.</li>\n</ul>\n<p>Note that directional strength increase is not used for welds where the edge of a rectangular hollow structural section is connected (AISC 360-16:2022 – J2.4.(2).</p>\n<figure data-asset-id=\"4bbbd703-b00d-4017-ac7e-45e2e654bca6\" data-image-id=\"4bbbd703-b00d-4017-ac7e-45e2e654bca6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d8ef55d1-488d-49df-a5a8-a831c0efc01a/weld_angle.png\" data-asset-id=\"4bbbd703-b00d-4017-ac7e-45e2e654bca6\" data-image-id=\"4bbbd703-b00d-4017-ac7e-45e2e654bca6\" alt=\"\"></figure>\n<p>Base metal strength is evaluated if the option is selected in Code setup (Base metal capacity at the fusion face).</p>\n<p><em>R</em><sub>n</sub> = <em>F</em><sub>nBM</sub> <em>A</em><sub>BM</sub> – AISC 360-16 – J2.4 (J2-2)</p>\n<p>where:</p>\n<ul>\n  <li><em>F</em><sub>nBM</sub> = 0.6 <em>F</em><sub>u</sub> – nominal strength of the base metal – AISC 360-16 – J4.2 (J4-4)</li>\n  <li>\\( A_{BM}=A_{we}\\sqrt{2} \\) – cross-sectional area of the base metal</li>\n  <li><em>F</em><sub>u</sub> – specified minimum tensile strength</li>\n</ul>\n<p>All values required for check are printed in tables.</p>\n<figure data-asset-id=\"f9fa3bce-8f47-4f75-a081-ad507e953c2f\" data-image-id=\"f9fa3bce-8f47-4f75-a081-ad507e953c2f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d2437755-1175-479b-97e8-4b24262b7021/welds_check.png\" data-asset-id=\"f9fa3bce-8f47-4f75-a081-ad507e953c2f\" data-image-id=\"f9fa3bce-8f47-4f75-a081-ad507e953c2f\" alt=\"\"></figure>\n<p>where:</p>\n<ul>\n  <li>Xu – used welding electrode&nbsp;</li>\n  <li>Th – weld throat thickness (calculated from Ls)</li>\n  <li>Ls – weld leg size (user input)</li>\n</ul>\n<figure data-asset-id=\"1f1a2a6c-cdd2-4667-9c50-4a094f45221d\" data-image-id=\"1f1a2a6c-cdd2-4667-9c50-4a094f45221d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/09a5904e-b8dc-42be-a4ec-83f86c88f9e7/Legsize.png\" data-asset-id=\"1f1a2a6c-cdd2-4667-9c50-4a094f45221d\" data-image-id=\"1f1a2a6c-cdd2-4667-9c50-4a094f45221d\" alt=\"\"></figure>\n<ul>\n  <li>\\(L\\) – total weld length</li>\n  <li>\\(L_c\\) – length of critical weld element</li>\n  <li>Loads – critical load effect for investigated weld</li>\n  <li>\\(F_n\\) – force in critical weld element</li>\n  <li>\\(\\phi\\)Rn – weld resistance</li>\n  <li>Ut – utilization of the critical weld element</li>\n</ul>\n<p>The force, \\(F_n\\), and weld angle, \\(\\theta\\), are derived from stresses \\( \\sigma_{\\perp}, ,\\ \\tau_{\\perp}, \\, \\tau_{\\parallel}\\), length and effective area of weld finite element. These stresses are the basic output of finite element solver.</p>\n<p>The weld diagrams show stress according to the following formulas:</p>\n<p>If base metal is deactivated (matching electrode is used):</p>\n<p>\\[ \\sigma = \\frac{\\sqrt{ \\sigma_{\\perp}^2 + \\tau_{\\perp}^2 + \\tau_{\\parallel}^2 }}{1+0.5 \\sin^{1.5}{\\theta}} \\]</p>\n<p>If base metal is activated (matching electrode is not used):</p>\n<p>\\[ \\sigma = \\max \\left \\{ &nbsp;\\frac{\\sqrt{ \\sigma_{\\perp}^2 + \\tau_{\\perp}^2 + \\tau_{\\parallel}^2 }}{1+0.5 \\sin^{1.5}{\\theta}}, \\, \\frac{\\sqrt{ \\sigma_{\\perp}^2 + \\tau_{\\perp}^2 + \\tau_{\\parallel}^2 }}{\\sqrt{2} F_u / F_{EXX}} \\right \\} \\]</p>\n<figure data-asset-id=\"ffed132b-d4b9-4dd3-a7f0-980232559f11\" data-image-id=\"ffed132b-d4b9-4dd3-a7f0-980232559f11\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a1a3ce82-7d5c-4c7f-8b04-bfd8b9be0390/weld.png\" data-asset-id=\"ffed132b-d4b9-4dd3-a7f0-980232559f11\" data-image-id=\"ffed132b-d4b9-4dd3-a7f0-980232559f11\" alt=\"\"></figure>\n<p><strong>User Note:</strong> In IDEA StatiCa, when weld leg size is input as 0, the following value is used:</p>\n<ul>\n  <li>For single-sided fillet weld, weld throat thickness equals the thinner connected plate.</li>\n  <li>For double-sided fillet weld, weld throat thickness equals half of the thinner connected plate.</li>\n</ul>\n<h4>CJP groove welds</h4>\n<p>AISC Specification Table J2.5 identifies four loading conditions that might be associated with groove welds and shows that the strength of the joint is either controlled by the base metal or that the loads need not be considered in the design of the welds connecting the parts. Accordingly, when Complete Joint Penetration (CJP) groove welds are made with matching-strength filler metal, the strength of a connection is governed or controlled by the base metal and no checks on the weld strength are required.</p>\n<h4>PJP groove welds</h4>\n<p>The design strength, <em>ϕR</em><sub>n</sub>, and the allowable strength, <em>R</em><sub>n</sub>/<em>Ω</em>, of PJP groove weld is determined according to AISC 360-22 – Table J2.5). The most conservative case – load type by shear – is assumed.&nbsp;</p>\n<p><em>ϕ</em> = 0.75&nbsp;&nbsp;&nbsp; (Load and Resistance Factor Design, LRFD, editable in Code setup)</p>\n<p><em>Ω</em> = 2.00&nbsp;&nbsp;&nbsp; (Allowable Strength Design, ASD, editable in Code setup)</p>\n<p>Available strength of welded joints is evaluated according to AISC 360-16 – J2.4</p>\n<p><em>R</em><sub>n</sub> = <em>F</em><sub>nw</sub> <em>A</em><sub>we</sub></p>\n<p>where:</p>\n<ul>\n  <li><em>F</em><sub>nw </sub>= 0.6 <em>F</em><sub>EXX</sub> – nominal stress of weld material</li>\n  <li><em>A</em><sub>we</sub> – effective area of the weld\n    <ul>\n      <li><em>A</em><sub>we </sub>= <em>L</em><sub>c</sub> <em>E</em>&nbsp;</li>\n    </ul>\n  </li>\n  <li><em>F</em><sub>EXX</sub> – electrode classification number, i.e., minimum specified tensile strength</li>\n  <li><em>L</em><sub>c</sub> – length of critical weld element</li>\n  <li><em>E</em> – effective throat of PJP weld</li>\n</ul>\n<p>Base metal strength is evaluated if the option is selected in Code setup (Base metal capacity at the fusion face).</p>\n<p><em>R</em><sub>n</sub> = <em>F</em><sub>nBM</sub> <em>A</em><sub>BM</sub> – AISC 360-22 – J2.4 (J4)</p>\n<p>where:</p>\n<ul>\n  <li><em>F</em><sub>nBM</sub> = 0.6 <em>F</em><sub>u</sub> – nominal strength of the base metal – AISC 360-22 – J4.2 (J4-4)</li>\n  <li>\\( A_{BM}=A_{we} \\) – cross-sectional area of the base metal assumed to be equal to the effective area of the weld</li>\n  <li><em>F</em><sub>u</sub> – specified minimum tensile strength of base metal</li>\n</ul>"
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                                                                            "value": "<p>The forces in bolts are determined by finite element analysis. The tensile forces include prying forces. The bolt resistances are checked according to AISC 360 - Chapter J3.</p>\n<h3>Bolts</h3>\n<h4>Tensile and shear strength of bolts</h4>\n<p>The design tensile or shear strength, <em>ϕR</em><sub>n</sub>, and the allowable tensile or shear strength, <em>R</em><sub>n</sub>/<em>Ω</em> of a snug-tightened bolt is determined according to the limit states of tension rupture and shear rupture as follows:</p>\n<p><em>R</em><sub>n</sub> = <em>F</em><sub>n</sub><em>A</em><sub>b</sub></p>\n<p><em>ϕ</em> = 0.75 &nbsp;&nbsp;&nbsp;(LRFD, editable in Code setup)</p>\n<p><em>Ω</em> = 2.00 &nbsp;&nbsp;&nbsp;(ASD, editable in Code setup)</p>\n<p>where:</p>\n<p><em>A</em><sub>b</sub> – nominal unthreaded body area of bolt or threaded part</p>\n<p><em>F</em><sub>n</sub> – nominal tensile stress, <em>F</em><sub>nt</sub>, or shear stress, <em>F</em><sub>nv</sub>, from Table J3.2</p>\n<p>The required tensile strength includes any tension resulting from prying action produced by the deformation of the connected parts.</p>\n<h4>Combined Tension and shear in bearing type connection</h4>\n<p>The available tensile strength of a bolt subjected to combined tension and shear is determined according to the limit states of tension and shear rupture as follows:</p>\n<p><em>R</em><sub>n</sub> = <em>F'</em><sub>nt</sub> <em>A</em><sub>b</sub>&nbsp;&nbsp;&nbsp; (AISC 360-16 J3-2)</p>\n<p><em>ϕ</em> = 0.75 &nbsp;&nbsp;&nbsp;(LRFD, editable in Code setup)</p>\n<p><em>Ω</em> = 2.00 &nbsp;&nbsp;&nbsp;(ASD, editable in Code setup)</p>\n<p>\\( F'_{nt}=1.3 F_{nt} - \\frac{f_{rv} F_{nt}}{\\phi F_{nv}} \\)&nbsp;&nbsp;&nbsp;(AISC 360-16 J3-3a LRFD)</p>\n<p>\\( F'_{nt}=1.3 F_{nt} - \\frac{f_{rv} \\Omega F_{nt}}{F_{nv}} \\)&nbsp;&nbsp;&nbsp;&nbsp;(AISC 360-16 J3-3b ASD)</p>\n<p>where:</p>\n<ul>\n  <li><em>F'</em><sub>nt</sub> – nominal tensile stress modified to include the effects of shear stress</li>\n  <li><em>F</em><sub>nt</sub> – nominal tensile stress from AISC 360-16 Table J3.2</li>\n  <li><em>F</em><sub>nv</sub> – nominal shear stress from AISC 360-16 Table J3.2</li>\n  <li><em>f</em><sub>rv</sub> – required shear stress using LRFD or ASD load combinations. The available shear stress of the fastener shall be equal or exceed the required shear stress, <em>f</em><sub>rv</sub></li>\n</ul>\n<h4>Bearing strength in bolt holes</h4>\n<p>The available bearing strengths, <em>ϕR</em><sub>n</sub> and <em>R</em><sub>n</sub>/<em>Ω</em>, at bolt holes are determined for the limit state of bearing as follows:</p>\n<p><em>ϕ</em> = 0.75 &nbsp;&nbsp;&nbsp;(LRFD, editable in Code setup)</p>\n<p><em>Ω</em> = 2.00 &nbsp;&nbsp;&nbsp;(ASD, editable in Code setup)</p>\n<p>The nominal bearing strength of the connected material, <em>R</em><sub>n</sub>, is determined as follows:</p>\n<p>For a bolt in a connection with standard holes:</p>\n<p><em>R</em><sub>n</sub> = 1.2 <em>l</em><sub>c</sub> <em>t</em> <em>F</em><sub>u</sub> ≤ 2.4 <em>d</em> <em>t</em> <em>F</em><sub>u</sub>&nbsp;&nbsp;&nbsp; (AISC 360-16 J3-6a, J3-6a, c)</p>\n<p>For a bolt in a connection with slotted holes:</p>\n<p><em>R</em><sub>n</sub> = 1.0 <em>l</em><sub>c</sub> <em>t</em> <em>F</em><sub>u</sub> ≤ 2.0 <em>d t F</em><sub>u</sub>&nbsp;&nbsp;&nbsp; (AISC 360-16 J3-6a, J3-6e, f)</p>\n<p>where:</p>\n<ul>\n  <li><em>F</em><sub>u</sub> – specified minimum tensile strength of the connected material</li>\n  <li><em>d</em> – nominal bolt diameter</li>\n  <li><em>l</em><sub>c</sub> – clear distance, in the direction of the force, between the edge of the hole and the edge of the adjacent hole or edge of the material</li>\n  <li><em>t</em> – thickness of the connected material</li>\n</ul>\n<h3>Preloaded bolts</h3>\n<p>The design slip resistance of preloaded class A325 or A490 bolt with the effect of tensile force Ft</p>\n<p>Preloading force to be used AISC 360-10 tab. J3.1.</p>\n<p><em>T</em><sub>b</sub> = 0.7 <em>f</em><sub>ub</sub> <em>A</em><sub>s</sub></p>\n<p>Design slip resistance per bolt AISC 360-10 par. J3.8</p>\n<p><em>R</em><sub>n</sub> = <em>k</em><sub>SC</sub> <em>μ</em> <em>D</em><sub>u</sub> <em>h</em><sub>f</sub> <em>T</em><sub>b</sub> <em>n</em><sub>s</sub></p>\n<p>Utilization in shear [%]:</p>\n<p><em>U</em><sub>ts</sub> = <em>V</em> / <em>ϕR</em><sub>n</sub>&nbsp;&nbsp;&nbsp; (LRFD)</p>\n<p><em>U</em><sub>ts</sub> = <em>Ω V</em> / <em>R</em><sub>n</sub>&nbsp;&nbsp;&nbsp; (ASD)</p>\n<p>where:</p>\n<ul>\n  <li><em>A</em><sub>s</sub> – tensile stress area of the bolt</li>\n  <li><em>f</em><sub>ub</sub> – ultimate tensile strength</li>\n  <li>\\( k_{SC}=1-\\frac{F_t}{D_u T_b n_b} \\)&nbsp;&nbsp;&nbsp;– factor for combined tension and shear (LRFD) (J3-5a)</li>\n  <li>\\( k_{SC}=1-\\frac{1.5 F_t}{D_u T_b n_b} \\)&nbsp;&nbsp;&nbsp;&nbsp; – factor for combined tension and shear (ASD) (J3-5b)</li>\n  <li><em>μ</em> – mean slip factor coefficient editable in Code setup</li>\n  <li><em>D</em><sub>u</sub> = 1.13 – multiplier that reflects the ratio of the mean installed bolt pretension to the specified minimum bolt pretension</li>\n  <li><em>h</em><sub>f</sub> = 1.0 – factor for fillers</li>\n  <li><em>n</em><sub>s</sub> – number of the friction surfaces; Check is calculated for each friction surface separately</li>\n  <li><em>V</em> – shear force acting on the bolt</li>\n  <li><em>ϕ</em> = 1.0 – resistance factor for standard size holes (LRFD) editable in Code setup</li>\n  <li><em>ϕ</em> = 0.7 – resistance factor for slotted holes (LRFD)</li>\n  <li><em>Ω</em> = 1.5 – resistance factor for standard size holes (ASD) editable in Code setup</li>\n  <li><em>Ω</em> = 2.14 – resistance factor for slotted holes (ASD)</li>\n</ul>"
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                                                                                    "value": "<p>Concrete below base plate is simulated by the Winkler subsoil with uniform stiffness, which provides the contact stresses. The average stress at the loaded area in contact with the base plate is used for compressive check.</p>\n<h3>Concrete in compression</h3>\n<p><a data-item-id=\"b4790cf9-a605-45b3-b41b-e36909ad4291\" href=\"\">Concrete design</a> bearing strength in compression is designed according to AISC 360-16, Section J8. When the supporting surface of the concrete is larger than the base plate, the design bearing strength is defined as</p>\n<p>\\[ f_{p(max)}=0.85 f_c \\sqrt{\\frac{A_2}{A_1}} \\le 1.7 f'_c \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>f'</em><sub>c</sub> – concrete compressive strength</li>\n  <li><em>A</em><sub>1</sub> – base plate area in contact with a concrete surface (upper surface area of the frustum)</li>\n  <li><em>A</em><sub>2</sub> – concrete supporting surface (geometrically similar lower area of the frustum having its slopes of 1 vertical to 2 horizontal)</li>\n</ul>\n<p>The assessment of concrete in the bearing is as follows</p>\n<p><em>σ</em> ≤ <em>ϕ</em><sub>c</sub> <em>f</em><sub>p(max)</sub> for LRFD</p>\n<p><em>σ</em> ≤ <em>f</em><sub>p(max)</sub> / <em>Ω</em><sub>c</sub> for ASD</p>\n<p>where:</p>\n<ul>\n  <li><em>σ</em> – average compressive stress under the base plate</li>\n  <li><em>ϕ</em><sub>c</sub> = 0.65 – resistance factor for concrete</li>\n  <li><em>Ω</em><sub>c</sub> = 2.31 – safety factor for concrete</li>\n</ul>\n<figure data-asset-id=\"30cf233d-5c20-4bdb-88a5-f82e92ec4d90\" data-image-id=\"30cf233d-5c20-4bdb-88a5-f82e92ec4d90\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f88e32bb-e665-4bc9-9dc1-3439c7a638ea/concrete_compression.png\" data-asset-id=\"30cf233d-5c20-4bdb-88a5-f82e92ec4d90\" data-image-id=\"30cf233d-5c20-4bdb-88a5-f82e92ec4d90\" alt=\"\"></figure>\n<h3>Transfer of shear forces</h3>\n<p>Shear loads can be transferred via one of these options:</p>\n<ul>\n  <li>Shear lug,</li>\n  <li>Friction,</li>\n  <li>Anchor bolts.</li>\n</ul>\n<h4>Shear lug</h4>\n<p>Only LFRD is available. The shear load is transferred via the shear lug. The concrete in bearing and, unless reinforcement is provided to develop the required strength, concrete breakout checks are necessary.</p>\n<p>The <strong>bearing capacity</strong> of shear lug against concrete is determined according to ACI 349-01 – B.4.5 and ACI 349-01 RB11 as:</p>\n<p><em>ϕP</em><sub>br</sub> = <em>ϕ</em> 1.3 <em>f'</em><sub>c</sub> <em>A</em><sub>1</sub> + <em>ϕ K</em><sub>c</sub> (<em>N</em><sub>y</sub> – <em>P</em><sub>a</sub>)</p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em> = 0.7 – strength reduction factor for bearing on concrete according to ACI 349</li>\n  <li><em>f'</em><sub>c</sub> – concrete compressive strength</li>\n  <li><em>A</em><sub>1</sub> – projected area of the embedded shear lug in the direction of the force, excluding the portion of the lug in contact with the grout above concrete member</li>\n  <li><em>K</em><sub>c</sub> = 1.6 – confinement coefficient</li>\n  <li><em>N</em><sub>y</sub> = <em>n</em> <em>A</em><sub>se</sub> <em>F</em><sub>y</sub> – yield strength of tensioned anchors</li>\n  <li><em>P</em><sub>a</sub> – external axial load</li>\n</ul>\n<p>The <strong>concrete breakout strength</strong> of the shear lug according to ACI 349 – B11 is:</p>\n<p>\\[ \\phi V_{cb} = A_{Vc} 4 \\phi \\sqrt{f'_c} \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em> = 0.85 – strength reduction factor for shear according to ACI 349</li>\n  <li><em>A</em><sub>Vc</sub> – effective stress area defined by projecting a 45° plane from the bearing edges of the shear lug to the free surface in the direction of the shear load. The bearing area of the shear lug is excluded from the projected area</li>\n</ul>\n<p>If the concrete breakout resistance in Code setup is disabled, user is provided with the force that needs to be transferred via reinforced concrete.</p>\n<figure data-asset-id=\"e9a98d54-ed09-481d-812d-19be4e8a464f\" data-image-id=\"e9a98d54-ed09-481d-812d-19be4e8a464f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/04aa2383-4202-41e2-9e6e-8ffc481e1d4d/shear_lug.png\" data-asset-id=\"e9a98d54-ed09-481d-812d-19be4e8a464f\" data-image-id=\"e9a98d54-ed09-481d-812d-19be4e8a464f\" alt=\"\"></figure>\n<h4>Friction</h4>\n<p>The shear load is transferred via friction. The shear resistance is determined as:</p>\n<p><em>ϕ</em><sub>c</sub> <em>V</em><sub>r</sub> = <em>ϕ</em><sub>c</sub> <em>μ</em> <em>C</em>&nbsp;&nbsp;&nbsp; (LRFD)</p>\n<p><em>V</em><sub>r</sub> / <em>Ω</em><sub>c</sub> =<em>μ C</em> / <em>Ω</em><sub>c</sub>&nbsp;&nbsp;&nbsp; (ASD)</p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em><sub>c</sub> = 0.65 – resistance factor (LRFD)</li>\n  <li><em>Ω</em><sub>c</sub> = 2.31 – safety factor (ASD)</li>\n  <li><em>μ</em> = 0.4 – coefficient of friction between base plate and concrete (recommended value 0.4 in AISC Design guide 7 – 9.2 and ACI 349 – B.6.1.4, editable in Code setup)</li>\n  <li><em>C</em> – compressive force</li>\n</ul>\n<h4>Anchor bolts</h4>\n<p>If the shear load is transferred via anchor bolts only, the shear force acting on each anchor is determined by FEA and anchor bolts are assessed according to ACI 318-14 as described in the following chapters.</p>"
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                                                                                            "value": "<p>The forces in anchors including prying forces are determined by finite element analysis, but the resistances are checked using code provisions of ACI 318-14 - Chapter 17.</p>\n<p>Only LFRD is available. Anchor rods are designed according to AISC 360-16 – J9 and ACI 318-14 – Chapter 17. The following resistances of anchor bolts are evaluated:</p>\n<ul>\n  <li>Steel strength of anchor in tension <em>ϕN</em><sub>sa</sub>,</li>\n  <li>Concrete breakout strength in tension <em>ϕN</em><sub>cbg</sub>,</li>\n  <li>Concrete pullout strength <em>ϕN</em><sub>p</sub>,</li>\n  <li>Concrete side-face blowout strength <em>ϕN</em><sub>sb</sub>,</li>\n  <li>Steel strength of anchor in shear <em>ϕV</em><sub>sa</sub>,</li>\n  <li>Concrete breakout strength in shear <em>ϕV</em><sub>cbg</sub>,</li>\n  <li>Concrete pryout strength of anchor in shear <em>ϕV</em><sub>cp</sub>.</li>\n</ul>\n<p>The user must choose the concrete condition (cracked or non-cracked – with no cracks in service condition) and the type of anchors (with or without washer plates).</p>\n<p>Following checks of anchors loaded in tension are not provided and should be checked using information in relevant Technical Product Specification (based on the 5 percent fractile&nbsp;of tests performed and evaluated according to&nbsp;ACI 355.2):</p>\n<ul>\n  <li>Pull-out failure of fastener (for post-installed mechanical anchors) –&nbsp;ACI 318-19: 17.6.3,</li>\n  <li>Bond strength of adhesive anchor&nbsp;(for post-installed bonded anchors)&nbsp;–&nbsp;ACI 318-19:&nbsp;17.6.5,</li>\n  <li>Concrete splitting failure&nbsp;during installation should be&nbsp;evaluated by ACI 355.2 requirements.</li>\n</ul>\n<p>Concrete blow-out failure is provided only for anchors with washer plates.</p>\n<h4>Steel strength of anchor in tension</h4>\n<p>Steel strength of anchor in tension is determined according to ACI 318-14 – 17.4.1 as</p>\n<p><em>ϕN</em><sub>sa</sub> = <em>ϕ A</em><sub>se,N</sub> <em>f</em><sub>uta</sub></p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em> = 0.7 – strength reduction factor for anchors in tension according to ACI 318-14 – 17.3.3, the factor is editable in Code setup</li>\n  <li><em>A</em><sub>se,N</sub> – tensile stress area</li>\n  <li><em>f</em><sub>uta</sub> – specified tensile strength of anchor steel and shall not be greater than 1.9 <em>f</em><sub>ya</sub> and 125 ksi</li>\n</ul>\n<h4>Concrete breakout strength</h4>\n<p>Concrete breakout strength is designed according to the Concrete Capacity Design (CCD) in ACI 318-14 – Chapter 17. In the CCD method, the concrete cone is considered to be formed at an angle of approximately 34° (1 vertical to 1.5 horizontal slope). For simplification, the cone is considered to be square rather than round in plan. The concrete breakout stress in the CCD method is considered to decrease with an increase in size of the breakout surface. Consequently, the increase in strength of the breakout in the CCD method is proportional to the embedment depth to the power of 1.5. Anchors whose concrete cones overlap create a group of anchors which create a common concrete cone. Note that no equivalent ASD solution exists for concrete capacity design.</p>\n<p>\\[ \\phi N_{cbg} = \\phi \\frac{A_{Nc}}{A_{Nco}} \\psi_{ec,N} \\psi_{ed,N} \\psi_{c,N} \\psi_{cp,N} N_b \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em> = 0.7 – strength reduction factor for anchors in tension according to ACI 318-14 – 17.3.3, the factor is editable in Code setup</li>\n  <li><em>A</em><sub>Nc</sub> – actual concrete breakout cone area for a group of anchors that create a common concrete cone</li>\n  <li><em>A</em><sub>Nco</sub> = 9 <em>h</em><sub>ef</sub><sup>2</sup> – concrete breakout cone area for single anchor not influenced by edges</li>\n  <li>\\( \\psi_{ec,N} = \\frac{1}{1+\\frac{2 e'_N}{3 h_{ef}}} \\) – modification factor for anchor groups loaded eccentrically in tension; in the case where eccentric loading exists about two axes, the modification factor <em>Ψ</em><sub>ec,N</sub> is calculated for each axis individually and the product of these factors is used</li>\n  <li>\\( \\psi_{ed,N} = \\min \\left ( 0.7 + \\frac{0.3 c_{a,min}}{1.5 h_{ef}}, 1 \\right ) \\) – modification factor for edge distance</li>\n  <li><em>c</em><sub>a,min</sub> – smallest distance from the anchor to the edge</li>\n  <li><em>Ψ</em><sub>c,N</sub> – modification factor for concrete conditions; <em>Ψ</em><sub>c,N</sub> =1 for cracked concrete, <em>Ψ</em><sub>c,N</sub> =1.25 for non-cracked concrete</li>\n  <li><em>Ψ</em><sub>cp,N</sub> = min (<em>c</em><sub>a,min</sub> / <em>c</em><sub>ac</sub>,1) – modification factor for splitting for post-installed anchors designed for uncracked concrete without supplementary reinforcement to control splitting; <em>Ψ</em><sub>cp,N</sub> = 1 for all other cases</li>\n  <li>\\( N_b = k_c \\lambda_a \\sqrt{f'_c} h_{ef}^{1.5} \\) – basic concrete breakout strength of a single anchor in tension in cracked concrete; for cast-in anchors and 11&nbsp;in. ≤ <em>h</em><sub>ef</sub> ≤ 25&nbsp;in. \\( N_b = 16 \\lambda_a \\sqrt{f'_c} h_{ef}^{5/3} \\)</li>\n  <li><em>k</em><sub>c</sub> = 24 for cast-in anchors</li>\n  <li><em>h</em><sub>ef</sub> – depth of embedment; according to Chapter 17.4.2.3 in ACI 318-14, the effective embedment depth <em>h</em><sub>ef</sub> is reduced to \\( h_{ef} = \\max \\left ( \\frac{c_{a,max}}{1.5}, \\frac{s}{3} \\right ) \\) if anchors are located less than 1.5 <em>h</em><sub>ef</sub> from three or more edges</li>\n  <li><em>s</em> – spacing between anchors</li>\n  <li><em>c</em><sub>a,max</sub> – maximum distance from an anchor to one of the three close edges</li>\n  <li><em>λ</em><sub>a</sub> = 1 – modification factor for lightweight concrete</li>\n  <li><em>f'</em><sub>c</sub> – concrete compressive strength [psi]</li>\n</ul>\n<p>According to ACI 318-14 – 17.4.2.8, in case of headed anchors, the projected surface area <em>A</em><sub>Nc</sub> is determined from the effective perimeter of the washer plate, which is the lesser value of <em>d</em><sub>a</sub> + 2 <em>t</em><sub>wp</sub> or <em>d</em><sub>wp</sub>, where:</p>\n<ul>\n  <li><em>d</em><sub>a</sub> – anchor diameter</li>\n  <li><em>d</em><sub>wp</sub> – washer plate diameter or edge size</li>\n  <li><em>t</em><sub>wp</sub> – washer plate thickness</li>\n</ul>\n<p>The group of anchors is checked against the sum of tensile forces in anchors loaded in tension and creating a common concrete cone.</p>\n<p>The concrete breakout cone area for group of anchors loaded by tension that create common concrete cone, <em>A</em><sub>c,N</sub>, is shown by red dashed line.</p>\n<figure data-asset-id=\"0618ccf0-0c5d-47e2-b8c3-c2f0539ab219\" data-image-id=\"0618ccf0-0c5d-47e2-b8c3-c2f0539ab219\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/98effa12-7603-4f61-96c1-3589a051ad77/AcN.png\" data-asset-id=\"0618ccf0-0c5d-47e2-b8c3-c2f0539ab219\" data-image-id=\"0618ccf0-0c5d-47e2-b8c3-c2f0539ab219\" alt=\"\"></figure>\n<p>According to ACI 318-14 – 17.4.2.9, where anchor reinforcement is developed in accordance with ACI 318-14 – 25 on both sides of the breakout surface, the anchor reinforcement is presumed to transfer the tension forces, and concrete breakout strength is not evaluated.</p>\n<h4>Concrete pullout strength</h4>\n<p><strong>Anchor bolts with washer plate (headed bolts):</strong></p>\n<p>Concrete pullout strength of a headed anchor bolt is defined in ACI 318-14 – 17.4.3 as</p>\n<p><em>ϕN</em><sub>pn</sub> = <em>ϕΨ</em><sub>c,P</sub> <em>N</em><sub>p</sub></p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em> = 0.7 – strength reduction factor for anchors in tension according to ACI 318-14 – 17.3.3, editable in Code setup</li>\n  <li><em>Ψ</em><sub>c,P</sub> – modification factor for concrete condition; <em>Ψ</em><sub>c,P</sub> = 1.0 for cracked concrete, <em>Ψ</em><sub>c,P</sub> = 1.4 for non-cracked concrete</li>\n  <li><em>N</em><sub>P</sub> = 8 <em>A</em><sub>brg</sub> <em>f'</em><sub>c</sub> for headed anchor</li>\n  <li><em>A</em><sub>brg</sub> – bearing area of the head of stud or anchor bolt</li>\n  <li><em>f'</em><sub>c</sub> – concrete compressive strength</li>\n</ul>\n<p><strong>Hooked anchor bolts (J- or L-bolts):</strong></p>\n<p>Concrete pullout strength of a hooked anchor bolt is defined in ACI 318-14 – 17.4.3 as</p>\n<p><em>ϕN</em><sub>pn</sub> = <em>ϕΨ</em><sub>c,P</sub> <em>N</em><sub>p</sub></p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em> = 0.7 – strength reduction factor for anchors in tension according to ACI 318-14 – 17.3.3, editable in Code setup</li>\n  <li><em>Ψ</em><sub>c,P</sub> – modification factor for concrete condition; <em>Ψ</em><sub>c,P</sub> = 1.0 for cracked concrete, <em>Ψ</em><sub>c,P</sub> = 1.4 for non-cracked concrete</li>\n  <li><em>N</em><sub>P</sub> = 0.9 <em>f'</em><sub>c</sub> <em>e</em><sub>h</sub> <em>d</em><sub>a</sub> for hooked anchor bolt</li>\n  <li><em>f'</em><sub>c</sub> – concrete compressive strength</li>\n  <li><em>e</em><sub>h</sub> – distance from the inner surface of the shaft of a J- or L-bolt to the outer tip of the J- or L-bolt</li>\n  <li><em>d</em><sub>a</sub>&nbsp;– anchor bolt diameter</li>\n</ul>\n<p>Concrete pullout strength for other types of anchors than headed or hooked is not evaluated in the software and has to be specified by the manufacturer.</p>\n<h4>Concrete side-face blowout strength</h4>\n<p>Concrete side-face blowout strength of headed anchor in tension is defined in ACI 318-14 – 17.4.4 as</p>\n<p>\\[ \\phi N_{sb} = \\phi 160 c_{a1} \\sqrt{A_{brg}} \\sqrt{f'_c} \\]</p>\n<p>The concrete side-face blowout strength is multiplied by one of reduction factors:</p>\n<ul>\n  <li>\\( \\frac{1+\\frac{c_{a2}}{c_{a1}}}{4} \\le 1 \\)</li>\n  <li>\\( \\frac{1+\\frac{s}{6 c_{a1}}}{2} \\le 1 \\)</li>\n</ul>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em> = 0.7 – strength reduction factor for anchors in tension according to ACI 318-14 – 17.3.3, editable in Code setup</li>\n  <li><em>c</em><sub>a1</sub> – shorter distance from the centreline of an anchor to an edge</li>\n  <li><em>c</em><sub>a2</sub> – longer distance, perpendicular to <em>c</em><sub>a1</sub>, from the centreline of an anchor to an edge</li>\n  <li><em>A</em><sub>brg</sub> – bearing area of the head of stud or anchor bolt</li>\n  <li><em>f'</em><sub>c</sub> – concrete compressive strength</li>\n  <li><em>s</em> – spacing between two adjacent anchors near one edge</li>\n</ul>\n<h4>Steel strength in shear</h4>\n<p>The steel strength in shear is determined according to ACI 318-14 – 17.5.1 as</p>\n<p><em>ϕV</em><sub>sa</sub> = <em>ϕ</em> 0.6 <em>A</em><sub>se,V</sub> <em>f</em><sub>uta</sub></p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em> = 0.65 – strength reduction factor for anchors in tension according to ACI 318-14 – 17.3.3, editable in Code setup</li>\n  <li><em>A</em><sub>se,V</sub> – tensile stress area</li>\n  <li><em>f</em><sub>uta</sub> – specified tensile strength of anchor steel and shall not be greater than 1.9 <em>f</em><sub>ya</sub> and 125 ksi</li>\n</ul>\n<p>If mortar joint is selected, steel strength in shear <em>V</em><sub>sa</sub> is multiplied by 0.8 (ACI 318-14 – 17.5.1.3).</p>\n<p>The shear on lever arm, which is present in the case of base plate with oversized holes and washers or plates added to the top of the base plate to transmit the shear force, is not considered.</p>\n<h4>Concrete breakout strength of anchor in shear</h4>\n<p>The concrete breakout strength of an anchor or anchor group in shear is designed according to ACI 318 14 – 17.5.2.</p>\n<p>\\[ \\phi V_{cbg} = \\phi \\frac{A_V}{A_{Vo}} \\psi_{ec,V} \\psi_{ed,V} \\psi_{c,V} \\psi_{h,V} \\psi_{\\alpha,V} V_b \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em> = 0.65 – strength reduction factor for anchors in shear according to ACI 318-14 – 17.3.3, editable in Code setup</li>\n  <li><em>A</em><sub>v</sub> – projected concrete failure area of an anchor or group of anchors</li>\n  <li><em>A</em><sub>vo</sub> – projected concrete failure area of one anchor when not limited by corner influences, spacing, or member thickness</li>\n  <li>\\( \\psi_{ec,V} = \\frac{1}{1+\\frac{2 e'_V}{3 c_{a1}}} \\) – modification factor for anchor groups loaded eccentrically in shear</li>\n  <li>\\( \\psi_{ed,V} = 0.7 + 0.3 \\frac{c_{a2}}{1.5 c_{a1}} \\le 1.0 \\) – modification factor for edge effect</li>\n  <li><em>Ψ</em><sub>c,V</sub> – modification factor for concrete condition; <em>Ψ</em><sub>c,V</sub> = 1.0 for cracked concrete, <em>Ψ</em><sub>c,V</sub> = 1.4 for non-cracked concrete</li>\n  <li>\\( \\psi_{h,V} = \\sqrt{\\frac{1.5 c_{a1}}{h_a}} \\ge 1 \\) – modification factor for anchors located in a concrete member where <em>h</em><sub>a</sub>&nbsp;&lt;&nbsp;1.5&nbsp;<em>c</em><sub>a1</sub></li>\n  <li>\\( \\psi_{\\alpha ,V} = \\sqrt{\\frac{1}{(\\cos \\alpha_V )^2 + (0.5 \\sin \\alpha_V)^2}} \\) – modification factor for anchors loaded at an angle 90° − <em>α</em><sub>V</sub> with the concrete edge; in ACI 318-14 – 17.5.2.1 are only discrete values, equation is taken from FIB bulletin 58 – Design of anchorages in concrete (2011)</li>\n  <li><em>h</em><sub>a</sub> – height of a failure surface on the concrete side</li>\n  <li>\\( V_b = \\min \\left ( 7 \\left ( \\frac{l_e}{d_a} \\right )^{0.2} \\lambda_a \\sqrt{d_a} \\sqrt{f'_c} c_{a1}^{1.5}, 9 \\lambda_a \\sqrt{d_a} \\sqrt{f'_c} c_{a1}^{1.5} \\right ) \\)</li>\n  <li><em>l</em><sub>e</sub> = <em>h</em><sub>ef</sub> ≤ 8 <em>d</em><sub>a</sub> – load-bearing length of the anchor in shear</li>\n  <li><em>d</em><sub>a</sub> – anchor diameter</li>\n  <li><em>f'</em><sub>c</sub> – concrete compressive strength</li>\n  <li><em>c</em><sub>a1</sub> – edge distance in the direction of load; according to Cl.&nbsp;17.5.2.4, for a narrow member, <em>c</em><sub>2,max</sub> &lt; 1.5 <em>c</em><sub>1</sub> that is also deemed to be thin, <em>h</em><sub>a</sub> &lt; 1.5 <em>c</em><sub>1</sub>, <em>c'</em><sub>1</sub> is used in previous equations instead of <em>c</em><sub>1</sub>; the reduced <em>c'</em><sub>1</sub> = max (<em>c</em><sub>2,max</sub> / 1.5, <em>h</em><sub>a</sub> / 1.5, <em>s</em><sub>c,max</sub> / 3)</li>\n  <li><em>c</em><sub>a2</sub> – edge distance in the direction perpendicular to load</li>\n  <li><em>c</em><sub>2,max</sub> – largest edge distance in the direction perpendicular to load</li>\n  <li><em>s</em><sub>c,max</sub> – maximum spacing perpendicular to direction of shear, between anchors within a group</li>\n</ul>\n<p>If <em>c</em><sub>a2</sub> ≤ 1.5 <em>c</em><sub>a1</sub> and <em>h</em><sub>a</sub> ≤ 1.5 <em>c</em><sub>a1</sub>, \\( c_{a1}= \\max \\left ( \\frac{c_{a2}}{1.5}, \\frac{h_a}{1.5}, \\frac{s}{3} \\right ) \\), where <em>s</em> is the maximum spacing perpendicular to direction of shear, between anchors within a group.</p>\n<p>According to ACI 318-14 – 17-5.2.9, where anchor reinforcement is developed in accordance with ACI 318-14 – 25 on both sides of the breakout surface, the anchor reinforcement is presumed to transfer the shear forces and concrete breakout strength is not evaluated.</p>\n<h4>Concrete pryout strength of anchor in shear</h4>\n<p>Concrete pryout strength is designed according to ACI 318-14 – 17.5.3.</p>\n<p><em>ϕV</em><sub>cp</sub> = <em>ϕk</em><sub>cp</sub> <em>N</em><sub>cp</sub></p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em> = 0.65 – strength reduction factor for anchors in shear according to ACI 318-14 – 17.3.3, editable in Code setup</li>\n  <li><em>k</em><sub>cp</sub> = 1.0 for <em>h</em><sup>ef</sup> &lt; 2.5 in., <em>k</em><sub>cp</sub> = 2.0 for <em>h</em><sub>ef</sub> ≥ 2.5 in</li>\n  <li><em>N</em><sub>cp</sub> = <em>N</em><sub>cb</sub> (concrete breakout strength – all anchors are assumed in tension) in case of cast-in anchors</li>\n</ul>\n<p>According to ACI 318-14 – 17.4.2.9, where anchor reinforcement is developed in accordance with ACI 318-14 – 25 on both sides of the breakout surface, the anchor reinforcement is presumed to transfer the tension forces, and concrete breakout strength is not evaluated.</p>\n<h4>Interaction of tensile and shear forces</h4>\n<p>Interaction of tensile and shear forces is assessed according to ACI 318-14 – R17.6.</p>\n<p>\\[ \\left ( \\frac{N_{ua}}{N_n} \\right )^{\\zeta} + \\left ( \\frac{V_{ua}}{V_n} \\right )^{\\zeta} \\le 1.0 \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>N</em><sub>ua</sub> and <em>V</em><sub>ua</sub> – design forces acting on an anchor</li>\n  <li><em>N</em><sub>n</sub> and <em>V</em><sub>n</sub> – the lowest design strengths determined from all appropriate failure modes</li>\n  <li><em>ς</em> = 5 / 3</li>\n</ul>\n<h4>Anchors with stand-off</h4>\n<p>The bar element is designed according to AISC 360-16. Interaction of shear force is neglected because the minimum length of the anchor to fit the nut under the base plate ensures that the anchor fails in bending before the shear force reaches half the shear resistance, and the shear interaction is negligible (up to 7 %). Interaction of bending moment and compressive or tensile force is conservatively assumed as linear. Second order effects are not taken into account.</p>\n<p><strong>Shear resistance</strong> (AISC 360-16 – G):</p>\n<p>\\( V_n = \\frac{0.6 A_V F_y}{\\Omega_V} \\) &nbsp;&nbsp;&nbsp;(ASD)</p>\n<p>\\( V_n = \\phi_V 0.6 A_V F_y \\) &nbsp;&nbsp;&nbsp;(LRFD)</p>\n<ul>\n  <li><em>A</em><sub>V</sub>&nbsp;=&nbsp;0.844 ∙ <em>A</em><sub>s</sub> – the shear area</li>\n  <li><em>A</em><sub>s</sub> – bolt area reduced by threads</li>\n  <li><em>F</em><sub>y</sub> – bolt yield strength</li>\n  <li><em>Ω</em><sub>V</sub> – safety factor, recommended value is 2</li>\n  <li><em>ϕ</em><sub>V</sub> – resistance factor, recommended value is 0.75</li>\n</ul>\n<p><strong>Tensile resistance</strong> (AISC 360-16 – D2):</p>\n<p>\\( P_n = \\frac{A_s F_y}{\\Omega_t} \\) &nbsp;&nbsp;&nbsp;(ASD)</p>\n<p>\\( P_n = \\phi_t A_s F_y \\) &nbsp;&nbsp;&nbsp;(LRFD)</p>\n<ul>\n  <li><em>Ω</em><sub>t</sub> – safety factor, recommended value is 2</li>\n  <li><em>ϕ</em><sub>t</sub> – resistance factor, recommended value is 0.75</li>\n</ul>\n<p><strong>Compressive resistance</strong> (AISC 360-16 – E3)</p>\n<p>\\( P_n = \\frac{F_{cr} A_s}{\\Omega_c} \\) &nbsp;&nbsp;&nbsp;(ASD)</p>\n<p>\\( P_n = \\phi_c F_{cr} A_s \\) &nbsp;&nbsp;&nbsp;(LRFD)</p>\n<ul>\n  <li>\\( F_{cr} = 0.658^{\\frac{F_y}{F_e}} F_y \\) for \\( \\frac{L_c}{r} \\le 4.74 \\sqrt{\\frac{E}{F_y}} \\), &nbsp;\\( F_{cr} = 0.877 F_e \\) for \\( \\frac{L_c}{r} &gt; 4.74 \\sqrt{\\frac{E}{F_y}} \\) – critical stress</li>\n  <li>\\( F_e = \\frac{\\pi^2 E} {\\left ( \\frac{L_c}{r} \\right) ^2} \\) – elastic buckling stress</li>\n  <li><em>L</em><sub>c</sub>&nbsp;=&nbsp;2&nbsp;∙&nbsp;<em>l</em> – buckling length</li>\n  <li><em>l</em> – length of the bolt element equal to half the base plate thickness + gap + half the bolt diameter</li>\n  <li>\\( r= \\sqrt{\\frac{I}{A_s}} \\) – radius of gyration of the anchor bolt</li>\n  <li>\\( I= \\frac{\\pi d_s^4}{64} \\) – moment of inertia of the bolt</li>\n  <li><em>Ω</em><sub>c</sub> – safety factor, recommended value is 2</li>\n  <li><em>ϕ</em><sub>c</sub> – resistance factor, recommended value is 0.75</li>\n</ul>\n<p><strong>Bending resistance</strong> (AISC 360-16 – F11):</p>\n<p>\\( M_n = \\frac{Z F_y}{\\Omega_b} \\le \\frac{1.6 S_x F_y}{\\Omega_b} \\)&nbsp;&nbsp;&nbsp;(ASD)</p>\n<p>\\( M_n = \\phi_b Z F_y \\le 1.6 \\phi_b S_x F_y \\)&nbsp;&nbsp;&nbsp;(ASD)</p>\n<ul>\n  <li>\\( Z = \\frac{d_s^3}{6} \\) – plastic section modulus of the bolt</li>\n  <li>\\( S_x= \\frac{2 I}{d_s} \\) – elastic section modulus of the bolt</li>\n  <li><em>Ω</em><sub>c</sub> – safety factor, recommended value is 2</li>\n  <li><em>ϕ</em><sub>c</sub> – resistance factor, recommended value is 0.75</li>\n</ul>\n<p><strong>Linear interaction:</strong></p>\n<p>\\[ \\frac{N}{P_n}+\\frac{M}{M_n} \\le 1 \\]</p>\n<ul>\n  <li><em>N</em> – the tensile (positive) or compressive (negative sign) factored force</li>\n  <li><em>P</em><sub>n</sub> – the tensile (positive) or compressive (negative sign) design or allowable strength</li>\n  <li><em>M</em> – the factored bending moment</li>\n  <li><em>M</em><sub>n</sub> – the design or allowable bending resistance</li>\n</ul>"
                                                                                          },
                                                                                          "regions": {
                                                                                            "name": "Region",
                                                                                            "type": "taxonomy",
                                                                                            "value": [
                                                                                              {
                                                                                                "name": "AMER",
                                                                                                "codename": "amer"
                                                                                              }
                                                                                            ],
                                                                                            "taxonomyGroup": "region"
                                                                                          },
                                                                                          "product_groups": {
                                                                                            "name": "Product group",
                                                                                            "type": "taxonomy",
                                                                                            "value": [
                                                                                              {
                                                                                                "name": "Connection design",
                                                                                                "codename": "connection_design"
                                                                                              },
                                                                                              {
                                                                                                "name": "Steel",
                                                                                                "codename": "steel"
                                                                                              }
                                                                                            ],
                                                                                            "taxonomyGroup": "product_group"
                                                                                          },
                                                                                          "support_center_article_types": {
                                                                                            "name": "Support center article",
                                                                                            "type": "taxonomy",
                                                                                            "value": [
                                                                                              {
                                                                                                "name": "Knowledge base",
                                                                                                "codename": "knowledgebase_article"
                                                                                              }
                                                                                            ],
                                                                                            "taxonomyGroup": "support_center_article"
                                                                                          },
                                                                                          "expertise_levels": {
                                                                                            "name": "Expertise level",
                                                                                            "type": "taxonomy",
                                                                                            "value": [],
                                                                                            "taxonomyGroup": "expertise_level"
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                                                                                          "labels": {
                                                                                            "name": "Labels",
                                                                                            "type": "taxonomy",
                                                                                            "value": [
                                                                                              {
                                                                                                "name": "Connection",
                                                                                                "codename": "connection"
                                                                                              },
                                                                                              {
                                                                                                "name": "AISC (USA)",
                                                                                                "codename": "aisc"
                                                                                              },
                                                                                              {
                                                                                                "name": "Anchoring",
                                                                                                "codename": "anchoring"
                                                                                              },
                                                                                              {
                                                                                                "name": "CBFEM",
                                                                                                "codename": "cbfem"
                                                                                              },
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                                                                                                    "value": "<h4>Bolts</h4>\n<p>The minimum spacing between bolts and distance to the bolt centre to an edge of a connected part are checked. The minimum spacing 2.66 times (editable in Code setup) the nominal bolt diameter between centres of bolts is checked according to AISC 360-16 – J.3.3. The minimum distance to the bolt centre to an edge of a connected part is checked according to AISC 360-16 – J.3.4; the values are in Table J3.4 and J3.4M.</p>\n<h4>Welds</h4>\n<p>The minimal and maximal weld size and the sufficient length of the weld are checked.</p>\n<p>The maximal weld size is checked according to AISC 360-16 – J2.2b for a plate parallel to the welded plate with an edge-to-surface fillet weld.</p>\n<ul>\n  <li>For plate thickness smaller than 1/4 in, the weld size should be no bigger than plate thickness.</li>\n  <li>For plate thickness equal to or higher than 1/4 in, the weld size should be no bigger than the plate thickness −1/16 in.</li>\n</ul>\n<p>Examples for welds where maximum thickness is checked are in the following figure.</p>\n<figure data-asset-id=\"29a51855-7ea4-42bb-bfbe-0e9e140a45f9\" data-image-id=\"29a51855-7ea4-42bb-bfbe-0e9e140a45f9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c098e72b-6f22-47e3-a769-1a35ee1ff64a/AISC%20weld%20detailing.png\" data-asset-id=\"29a51855-7ea4-42bb-bfbe-0e9e140a45f9\" data-image-id=\"29a51855-7ea4-42bb-bfbe-0e9e140a45f9\" alt=\"\"></figure>\n<p>The minimal <a data-item-id=\"c06cb68e-da64-517f-b983-b6bf80c8addd\" href=\"\">weld size</a> of fillet weld is checked according to Table J2.4:</p>\n<ul>\n  <li>For \\(t_p \\le 1/4\\,\\textrm{in}\\) the weld size should be higher than or equal to 1/8 in.</li>\n  <li>For \\(1/4\\,\\textrm{in}&lt; t_p \\le 1/2\\,\\textrm{in}\\) the weld size should be higher than or equal to 3/16 in.</li>\n  <li>For \\(1/2\\,\\textrm{in}&lt; t_p \\le 3/4\\,\\textrm{in}\\) the weld size should be higher than or equal to 1/4 in.</li>\n  <li>For \\(3/4\\,\\textrm{in}&lt; t_p\\)&nbsp;the weld size should be higher than or equal to 5/16 in.</li>\n</ul>\n<p>where \\(t_p\\) is the thickness of the thinner plate.</p>\n<p>The minimum length of fillet welds should not be less than four times the weld size according to J2.2b (c).</p>\n<p>The minimal effective throat of PJP groove weld is determined according to AISC 360-22 – Table J2.3:</p>\n<table><tbody>\n  <tr><td>Thickness of thinner part joint [in.]</td><td>Minimum effective throat [in.]</td></tr>\n  <tr><td>\\(t_p \\le 0.25\\)</td><td>0.1250</td></tr>\n  <tr><td>\\(0.25 &lt; t_p \\le 0.50\\)</td><td>0.1875</td></tr>\n  <tr><td>\\(0.50 &lt; t_p \\le 0.75\\)</td><td>0.2500</td></tr>\n  <tr><td>\\(0.75 &lt; t_p \\le 1.50\\)</td><td>0.3125</td></tr>\n  <tr><td>\\(1.50 &lt; t_p \\le 2.25\\)</td><td>0.3750</td></tr>\n  <tr><td>\\(2.25 &lt; t_p \\le 6\\)</td><td>0.5000</td></tr>\n  <tr><td>\\(6.00 &lt; t_p\\)</td><td>0.6250</td></tr>\n</tbody></table>\n<h4>Anchors</h4>\n<p>The spacing between anchors should be greater than four times anchor diameter according to ACI&nbsp;318-14&nbsp;–&nbsp;17.7.1.</p>\n<p>Minimum plate edge distance follows rules for bolts.</p>"
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                                                                                                            "value": "<p>Joints are classified according to joint stiffness to:</p>\n<ul>\n  <li>Rigid – joints with insignificant change of original angles between members,</li>\n  <li>Semirigid – joints which are assumed to have the capacity to furnish a dependable and known degree of flexural restraint,</li>\n  <li>Simple – joints which do not develop bending moments.</li>\n</ul>\n<p>Joints are classified according to the commentary in AISC&nbsp;360-16, Cl.&nbsp;B3.4.</p>\n<ul>\n  <li>Rigid – \\( \\frac{S_{j,ini} L_b}{E I_b} \\ge 20 \\)</li>\n  <li>Semirigid – \\( 2 &lt; \\frac{S_{j,ini} L_b}{E I_b} &lt; 20 \\)</li>\n  <li>Simple – \\( \\frac{S_{j,ini} L_b}{E I_b} \\le 2 \\)</li>\n</ul>\n<p>where:</p>\n<ul>\n  <li><em>S</em><sub>j,ini</sub> – initial stiffness of the joint; the joint stiffness is assumed linear up to the 2/3 of <em>M</em><sub>j,Rd</sub></li>\n  <li><em>L</em><sub>b</sub> – theoretical length of the analyzed member</li>\n  <li><em>E</em> – Young's modulus of elasticity</li>\n  <li><em>I</em><sub>b</sub> – moment of inertia of the analyzed member</li>\n  <li><em>M</em><sub>j,Rd</sub> – joint design moment resistance</li>\n</ul>"
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                                                                                                                    "value": "<p>Capacity design is a part of the seismic check and ensures that the joint has sufficient deformation capacity.</p>\n<p>The objective of capacity design is to confirm a building undergoes controlled ductile behavior in order to avoid collapse in a design-level earthquake. Plastic hinge is expected to appear in dissipative item and all non-dissipative items of the joint must be able to safely transfer forces due to the yielding in the dissipative item. The dissipative item is usually a beam in moment resisting frame but it may also be e.g. an end plate. The safety factor is not used for dissipative items. Two factors are assigned to the yield strength of the dissipative item:</p>\n<ul>\n  <li><em>R</em><sub>y</sub> – ratio of probable to minimal yield strength – AISC 341-16 – Table A3.1; editable in materials</li>\n  <li>\\( C_{pr}=\\frac{F_y+F_u}{2\\bullet F_y} \\le 1.2 \\) – strain-hardening factor</li>\n</ul>\n<p>The ultimate strength of the dissipative item is increased by factor <em>R</em><sub>t</sub> – ratio of probable to minimal tensile strength – AISC 341-16 – Table A3.1; editable in materials</p>\n<p>The material diagram is modified according to the following figure:</p>\n<figure data-asset-id=\"a1229dc4-5f3a-4bbf-8b62-6318f14e74f5\" data-image-id=\"a1229dc4-5f3a-4bbf-8b62-6318f14e74f5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ef4b2114-522c-41f5-bda5-4439f2e20f8e/AISC-dissipative.png\" data-asset-id=\"a1229dc4-5f3a-4bbf-8b62-6318f14e74f5\" data-image-id=\"a1229dc4-5f3a-4bbf-8b62-6318f14e74f5\" alt=\"\"></figure>\n<p>The increased strength of the dissipative item allows for the input of loads that cause the plastic hinge to appear in the dissipative item. In the case of moment resisting frame and beam as the dissipative item, the beam should be loaded by <em>M</em><em><sub>y</sub></em> = <em>C</em><sub>pr</sub><em>R</em><sub>y</sub><em>F</em><sub>y</sub><em>Z</em><sub>pl,</sub><em><sub>y</sub></em> and corresponding shear force<em>V</em><em><sub>z</sub></em> = –2 <em>M</em><em><sub>y</sub></em> / <em>L</em><sub>h</sub>, where:</p>\n<ul>\n  <li><em>F</em><sub>y</sub> – characteristic yield strength</li>\n  <li><em>Z</em><sub>pl,</sub><em><sub>y</sub></em> – plastic section modulus</li>\n  <li><em>L</em><sub>h</sub> – distance between plastic hinges on the beam</li>\n</ul>\n<p>In case of asymmetric joint, the beam should be loaded by both sagging and hogging bending moments and their corresponding shear forces.</p>\n<p>The plates of dissipative items are excluded from check.</p>"
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                                                                                                                                    "value": "<h2>1 New project</h2>\n<p>To begin, launch <strong>IDEA StatiCa</strong> and select application <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\"><strong>Connection</strong></a>. Create a new project by selecting a starting template closest to the desired design, filling in the name, and choosing the design code and default material properties – A992.</p>\n<figure data-asset-id=\"822ecc49-1734-4550-a56c-7c00fe03f5ca\" data-image-id=\"822ecc49-1734-4550-a56c-7c00fe03f5ca\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8e10a1ca-15ed-43ab-93ef-709d035cd82d/template%20selection.jpg\" data-asset-id=\"822ecc49-1734-4550-a56c-7c00fe03f5ca\" data-image-id=\"822ecc49-1734-4550-a56c-7c00fe03f5ca\" alt=\"\"></figure>\n<p>Since this project follows the AISC code, let's proceed by utilizing imperial units (see <a data-item-id=\"832da2a8-6d89-4598-84c5-dfc30515c634\" href=\"\">How to change the system of units</a>).</p>\n<h2>2 Geometry</h2>\n<p>A column and beam with shear connection was automatically added onto the design.</p>\n<figure data-asset-id=\"09506b99-5c38-4e21-bfe9-451c4c6b1087\" data-image-id=\"09506b99-5c38-4e21-bfe9-451c4c6b1087\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f6b11c97-f5fe-45bb-af25-08748479b485/New%20template%20model.jpg\" data-asset-id=\"09506b99-5c38-4e21-bfe9-451c4c6b1087\" data-image-id=\"09506b99-5c38-4e21-bfe9-451c4c6b1087\" alt=\"\"></figure>\n<p>First, change the <a data-item-id=\"a93fbea4-d814-5dcb-aa9e-35315063cb88\" href=\"\">cross-section</a> of the column. New cross-section is W12x96.</p>\n<figure data-asset-id=\"a8eb1c89-6da8-4f55-b2c5-781ab7bd15ff\" data-image-id=\"a8eb1c89-6da8-4f55-b2c5-781ab7bd15ff\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a089888b-3950-478f-bcb1-63e9ec88373f/Column%20profile%20section%20change.jpg\" data-asset-id=\"a8eb1c89-6da8-4f55-b2c5-781ab7bd15ff\" data-image-id=\"a8eb1c89-6da8-4f55-b2c5-781ab7bd15ff\" alt=\"\"></figure>\n<p>Next, change the <a data-item-id=\"a93fbea4-d814-5dcb-aa9e-35315063cb88\" href=\"\">cross-section</a> of the beam. New cross-section is W10x45.</p>\n<figure data-asset-id=\"7a712bac-dc3e-4db2-816a-e27a6e6b29a2\" data-image-id=\"7a712bac-dc3e-4db2-816a-e27a6e6b29a2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/584af040-ef70-4d17-903a-fd38c8238d49/Beam%20profile%20section%20change.jpg\" data-asset-id=\"7a712bac-dc3e-4db2-816a-e27a6e6b29a2\" data-image-id=\"7a712bac-dc3e-4db2-816a-e27a6e6b29a2\" alt=\"\"></figure>\n<p>Then add two new <a data-item-id=\"e2fb6b14-f5e4-4b81-8322-71acd2cdf487\" href=\"\">members</a>.</p>\n<figure data-asset-id=\"0d39a143-224f-4c01-9ce4-a050fcf000c3\" data-image-id=\"0d39a143-224f-4c01-9ce4-a050fcf000c3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a2dd65bb-5c11-471c-9cb2-0f1106104825/New%20model%20entity.jpg\" data-asset-id=\"0d39a143-224f-4c01-9ce4-a050fcf000c3\" data-image-id=\"0d39a143-224f-4c01-9ce4-a050fcf000c3\" alt=\"\"></figure>\n<p>Change the cross-sections of the two new members. For M3, new cross-section is W12x45. For M4, the new cross-section is T-section from a W12x40.</p>\n<figure data-asset-id=\"9b9ee4a9-14fc-4097-b662-06e9a23e219d\" data-image-id=\"9b9ee4a9-14fc-4097-b662-06e9a23e219d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dc15dcbd-e8d5-4cb9-9323-4239e7fbc803/M3%20profile%20section%20change.jpg\" data-asset-id=\"9b9ee4a9-14fc-4097-b662-06e9a23e219d\" data-image-id=\"9b9ee4a9-14fc-4097-b662-06e9a23e219d\" alt=\"\"></figure>\n<figure data-asset-id=\"0b475471-5d6e-4568-8cda-2ee976bb3308\" data-image-id=\"0b475471-5d6e-4568-8cda-2ee976bb3308\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a83fa425-8bfd-410b-b229-71cb673e8e0c/M4%20profile%20section%20change.jpg\" data-asset-id=\"0b475471-5d6e-4568-8cda-2ee976bb3308\" data-image-id=\"0b475471-5d6e-4568-8cda-2ee976bb3308\" alt=\"\"></figure>\n<p>Adjust the position parameters of both M3 and M4. Their directions and alignment will be updated so that the full geometry can be complete.</p>\n<figure data-asset-id=\"3cf8f293-d3c9-4f11-9de3-78727d21c121\" data-image-id=\"3cf8f293-d3c9-4f11-9de3-78727d21c121\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0f24d5f3-ff29-4d4c-9c71-38a19697e16c/M3%20parameters%20change.jpg\" data-asset-id=\"3cf8f293-d3c9-4f11-9de3-78727d21c121\" data-image-id=\"3cf8f293-d3c9-4f11-9de3-78727d21c121\" alt=\"\"></figure>\n<figure data-asset-id=\"d3d23862-26ef-40b6-ae91-0caf84b18d51\" data-image-id=\"d3d23862-26ef-40b6-ae91-0caf84b18d51\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dcc66cc2-47b5-4850-a3e8-749061ecfdf2/M4%20parameters%20change.jpg\" data-asset-id=\"d3d23862-26ef-40b6-ae91-0caf84b18d51\" data-image-id=\"d3d23862-26ef-40b6-ae91-0caf84b18d51\" alt=\"\"></figure>\n<h2>3 Load effects</h2>\n<p>Remove the default load effects that are present in the model.&nbsp;</p>\n<figure data-asset-id=\"25d99299-caab-4666-ba23-ab61a7b9f442\" data-image-id=\"25d99299-caab-4666-ba23-ab61a7b9f442\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/eb417552-e181-416b-8a9e-eac58a6289c4/load%20effects%20cleared.jpg\" data-asset-id=\"25d99299-caab-4666-ba23-ab61a7b9f442\" data-image-id=\"25d99299-caab-4666-ba23-ab61a7b9f442\" alt=\"\"></figure>\n<p>Turn off <a data-item-id=\"f32270b7-97ff-5d81-94b7-35e6b51c7dde\" href=\"\">Loads in equilibrium</a> and input the new values of internal forces into the chart. More load cases can be added.</p>\n<figure data-asset-id=\"e056b805-5471-4270-b555-79510af74526\" data-image-id=\"e056b805-5471-4270-b555-79510af74526\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d95f7aba-1c8d-44ee-8b39-c86d6a5fdb87/New%20load%20effects.jpg\" data-asset-id=\"e056b805-5471-4270-b555-79510af74526\" data-image-id=\"e056b805-5471-4270-b555-79510af74526\" alt=\"\"></figure>\n<h2>4 Design</h2>\n<p>Before the connection can be modeled, make sure to \"Explode\" the <a href=\"https://www.ideastatica.com/support-center/parametric-templates-in-connection-library\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">parametric template</a>. Right-click on the <strong>Operations (P)</strong> label and select \"Explode\" as shown below.&nbsp;</p>\n<figure data-asset-id=\"41908fde-51a9-4df8-b0a4-3bd528e59ad9\" data-image-id=\"41908fde-51a9-4df8-b0a4-3bd528e59ad9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2518ae2a-48d6-4456-92ea-603e2be2c48e/explode%20template.jpg\" data-asset-id=\"41908fde-51a9-4df8-b0a4-3bd528e59ad9\" data-image-id=\"41908fde-51a9-4df8-b0a4-3bd528e59ad9\" alt=\"\"></figure>\n<p>The manufacturing operation <strong>Fin plate</strong> was already created. Just update some of its properties.</p>\n<figure data-asset-id=\"69529062-a7e0-486d-9f47-eca8d2495743\" data-image-id=\"69529062-a7e0-486d-9f47-eca8d2495743\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/49d68838-0f00-4592-bf03-6969be77db37/SP1%20parameters.jpg\" data-asset-id=\"69529062-a7e0-486d-9f47-eca8d2495743\" data-image-id=\"69529062-a7e0-486d-9f47-eca8d2495743\" alt=\"\"></figure>\n<figure data-asset-id=\"413ff5a8-de1b-4087-aea8-15ba8d1a49e9\" data-image-id=\"413ff5a8-de1b-4087-aea8-15ba8d1a49e9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c4e51198-5dd9-4a31-abce-6cf1c7bd32d1/Material%20selection.jpg\" data-asset-id=\"413ff5a8-de1b-4087-aea8-15ba8d1a49e9\" data-image-id=\"413ff5a8-de1b-4087-aea8-15ba8d1a49e9\" alt=\"\"></figure>\n<p>Right click on the operation <strong>FP1</strong> and copy the operation, then update the following properties so that it relates to member M3.</p>\n<figure data-asset-id=\"a39b614c-e17c-4c45-99d8-2c3bda583841\" data-image-id=\"a39b614c-e17c-4c45-99d8-2c3bda583841\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/131d06ac-d3a5-4bf8-83bc-b62da0d0b786/Copy%20of%20an%20operation.jpg\" data-asset-id=\"a39b614c-e17c-4c45-99d8-2c3bda583841\" data-image-id=\"a39b614c-e17c-4c45-99d8-2c3bda583841\" alt=\"\"></figure>\n<figure data-asset-id=\"3a21ce42-e235-46d4-9871-2fe7bd77c239\" data-image-id=\"3a21ce42-e235-46d4-9871-2fe7bd77c239\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1906b1fa-33e7-4be7-b3d3-ac099005062d/FP2%20parameter%20update.jpg\" data-asset-id=\"3a21ce42-e235-46d4-9871-2fe7bd77c239\" data-image-id=\"3a21ce42-e235-46d4-9871-2fe7bd77c239\" alt=\"\"></figure>\n<p>Now, add the <strong>Gusset plate</strong> operation.</p>\n<figure data-asset-id=\"61df07b8-b0b2-4b90-90aa-771e3ad550bb\" data-image-id=\"61df07b8-b0b2-4b90-90aa-771e3ad550bb\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/45619638-d0ea-4300-8481-06ac2d22739a/Gusset%20plate%20operation.jpg\" data-asset-id=\"61df07b8-b0b2-4b90-90aa-771e3ad550bb\" data-image-id=\"61df07b8-b0b2-4b90-90aa-771e3ad550bb\" alt=\"\"></figure>\n<p>And redefine its properties.</p>\n<figure data-asset-id=\"a228860f-d357-4048-9e6a-7ede6bbac75e\" data-image-id=\"a228860f-d357-4048-9e6a-7ede6bbac75e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b59a2c80-b067-4efd-a2b5-a59c2d7861b6/Gusset%20plate%20operation%20parameters.jpg\" data-asset-id=\"a228860f-d357-4048-9e6a-7ede6bbac75e\" data-image-id=\"a228860f-d357-4048-9e6a-7ede6bbac75e\" alt=\"\"></figure>\n<p>Let's start to edit the gusset plate. First, under <a data-item-id=\"748f0c81-c600-50e2-a41e-32e42cf42116\" href=\"\">editor</a>, the corner at the end of the bolts will be removed.</p>\n<figure data-asset-id=\"63e217bd-fc5d-4866-a321-60916a9a5d35\" data-image-id=\"63e217bd-fc5d-4866-a321-60916a9a5d35\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/295e000c-47cb-4e43-b02a-263e5a3137c9/Gusset%20plate%20editor.jpg\" data-asset-id=\"63e217bd-fc5d-4866-a321-60916a9a5d35\" data-image-id=\"63e217bd-fc5d-4866-a321-60916a9a5d35\" alt=\"\"></figure>\n<p>Next, a more complex cut will be created on the gusset plate using a combination of operations. Start with the <strong>Negative volume</strong> operation so that the complex opening can be created.</p>\n<figure data-asset-id=\"5577aaf1-4bef-49fb-aa12-7f7d4f29e4a1\" data-image-id=\"5577aaf1-4bef-49fb-aa12-7f7d4f29e4a1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/97086fc1-7d6b-4699-b6d1-1f7c628a5f03/negative%20volume.jpg\" data-asset-id=\"5577aaf1-4bef-49fb-aa12-7f7d4f29e4a1\" data-image-id=\"5577aaf1-4bef-49fb-aa12-7f7d4f29e4a1\" alt=\"\"></figure>\n<p>Update the negative volume cross-section. Using the <strong>CF general shape</strong> option, a cross-section can be created based on either a .dxf file or through point coordinates. In this tutorial, point coordinates will be used.</p>\n<figure data-asset-id=\"6b787f20-8723-43f2-819f-e37b655f38ef\" data-image-id=\"6b787f20-8723-43f2-819f-e37b655f38ef\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ee97e528-ec48-4743-bcfa-0641164b4bca/negative%20volume%20cross-section.jpg\" data-asset-id=\"6b787f20-8723-43f2-819f-e37b655f38ef\" data-image-id=\"6b787f20-8723-43f2-819f-e37b655f38ef\" alt=\"\"></figure>\n<p>Adjust the location of the negative volume. Using a member as the origin instead of node allows the user to use members as references rather than having to input coordinates manually.</p>\n<figure data-asset-id=\"75d440c0-9473-4e8e-a9db-5d1a87e7023f\" data-image-id=\"75d440c0-9473-4e8e-a9db-5d1a87e7023f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c74e1469-d0b9-4272-9d97-33439eec3143/negative%20volume%20position.jpg\" data-asset-id=\"75d440c0-9473-4e8e-a9db-5d1a87e7023f\" data-image-id=\"75d440c0-9473-4e8e-a9db-5d1a87e7023f\" alt=\"\"></figure>\n<p>Next using a <strong>Cut of plate</strong> operation, the user will be able to cut the gusset plate by the negative volume. This will allow us to have a finalized shape for the gusset plate.</p>\n<figure data-asset-id=\"945d8c29-4717-4446-a198-6c5b256080c5\" data-image-id=\"945d8c29-4717-4446-a198-6c5b256080c5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/47505abb-0c67-4bec-a510-c4f0883f53b7/Cut%20of%20plate%20%28gusset%29.jpg\" data-asset-id=\"945d8c29-4717-4446-a198-6c5b256080c5\" data-image-id=\"945d8c29-4717-4446-a198-6c5b256080c5\" alt=\"\"></figure>\n<p>The Gusset plate will now be connected to the beams. Add a new <strong>Cleat </strong>operation and adjust its parameters so that it is connected to member B.</p>\n<figure data-asset-id=\"e050b2d0-3bcf-4a0b-bc69-3d6f4b249c70\" data-image-id=\"e050b2d0-3bcf-4a0b-bc69-3d6f4b249c70\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/774b74b5-e45b-4820-999f-e8579864c1da/cleat%20operation.jpg\" data-asset-id=\"e050b2d0-3bcf-4a0b-bc69-3d6f4b249c70\" data-image-id=\"e050b2d0-3bcf-4a0b-bc69-3d6f4b249c70\" alt=\"\"></figure>\n<figure data-asset-id=\"33c7d326-96b3-4120-abac-3455187d266d\" data-image-id=\"33c7d326-96b3-4120-abac-3455187d266d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b3dc3f9c-9edd-4711-986f-f705eeda0cbf/Cleat%20parameters.jpg\" data-asset-id=\"33c7d326-96b3-4120-abac-3455187d266d\" data-image-id=\"33c7d326-96b3-4120-abac-3455187d266d\" alt=\"\"></figure>\n<figure data-asset-id=\"e7193db8-2b82-4191-8766-ec1354eed86a\" data-image-id=\"e7193db8-2b82-4191-8766-ec1354eed86a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f7acdec8-67cb-4569-a904-6f48d440d65e/Clean%20cross-section.jpg\" data-asset-id=\"e7193db8-2b82-4191-8766-ec1354eed86a\" data-image-id=\"e7193db8-2b82-4191-8766-ec1354eed86a\" alt=\"\"></figure>\n<p>Next, copy the cleat operation and adjust the parameters so that the new cleat operation is connecting the gusset plate and member M3.</p>\n<figure data-asset-id=\"406f6589-19c0-4594-9e0b-090d93402ba9\" data-image-id=\"406f6589-19c0-4594-9e0b-090d93402ba9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/efe44d11-3189-4b74-9583-f36098c3a18a/Cleat2%20copy.jpg\" data-asset-id=\"406f6589-19c0-4594-9e0b-090d93402ba9\" data-image-id=\"406f6589-19c0-4594-9e0b-090d93402ba9\" alt=\"\"></figure>\n<figure data-asset-id=\"68c692ba-6393-44c0-b2a4-de8f525e6c00\" data-image-id=\"68c692ba-6393-44c0-b2a4-de8f525e6c00\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f0d578a5-c406-4483-9ef2-d9412a9dc1f1/Cleat2%20parameters.jpg\" data-asset-id=\"68c692ba-6393-44c0-b2a4-de8f525e6c00\" data-image-id=\"68c692ba-6393-44c0-b2a4-de8f525e6c00\" alt=\"\"></figure>\n<p>Finish the design with the operation <a data-item-id=\"bb37b7f5-43c1-4f6b-9b23-922a75713b94\" href=\"\"><strong>Stiffener</strong></a><strong>.</strong></p>\n<figure data-asset-id=\"fe7e5d22-3c05-4cce-b285-9f81cfc2c491\" data-image-id=\"fe7e5d22-3c05-4cce-b285-9f81cfc2c491\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9d444d5b-e425-4c41-a8ba-9993404f67ef/Stiffener%20operation.jpg\" data-asset-id=\"fe7e5d22-3c05-4cce-b285-9f81cfc2c491\" data-image-id=\"fe7e5d22-3c05-4cce-b285-9f81cfc2c491\" alt=\"\"></figure>\n<p>And set the correct properties of STIFF1<strong>.</strong></p>\n<figure data-asset-id=\"0375a283-523f-49ef-894a-f194b215784d\" data-image-id=\"0375a283-523f-49ef-894a-f194b215784d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7028b65c-1776-48e8-bd91-2428e9f9838c/Stiffener%20operation%20parameters.jpg\" data-asset-id=\"0375a283-523f-49ef-894a-f194b215784d\" data-image-id=\"0375a283-523f-49ef-894a-f194b215784d\" alt=\"\"></figure>\n<p>Let’s check the final design of the joint.</p>\n<figure data-asset-id=\"79570a9b-66c4-4639-8e29-cb11e8f8a4fe\" data-image-id=\"79570a9b-66c4-4639-8e29-cb11e8f8a4fe\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/08ab0954-9393-408a-a4d7-d7eed3b1d780/Final%20Model%20Isometric%20View.jpg\" data-asset-id=\"79570a9b-66c4-4639-8e29-cb11e8f8a4fe\" data-image-id=\"79570a9b-66c4-4639-8e29-cb11e8f8a4fe\" alt=\"\"></figure>\n<h2>5 Calculation and Check</h2>\n<p>Start the analysis by clicking <strong>Calculate</strong> in the ribbon. The analysis model is automatically generated, the calculation based on <a data-item-id=\"06158daa-1491-4e83-ac34-4964bd5a3c63\" href=\"\">CBFEM</a> is performed, and the Overall check is displayed together with the fundamental values of check results.</p>\n<figure data-asset-id=\"adb05524-916b-4d19-ab3d-bf30e18eebc8\" data-image-id=\"adb05524-916b-4d19-ab3d-bf30e18eebc8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4318164a-8ffb-4557-b054-d5411db5f44b/Summary%20Result.jpg\" data-asset-id=\"adb05524-916b-4d19-ab3d-bf30e18eebc8\" data-image-id=\"adb05524-916b-4d19-ab3d-bf30e18eebc8\" alt=\"\"></figure>\n<p>Go to the display tab <strong>Check,</strong> and activate <strong>Equivalent stress</strong> and <a data-item-id=\"fcc089b1-0e09-54a4-ae44-a27fcdf9cdab\" href=\"\"><strong>Mesh</strong></a> from the ribbon to get a complete picture of what is happening in the joint. Go through the different results for all components (Plates, bolts &amp; welds).</p>\n<figure data-asset-id=\"a5603127-5982-4cef-bdbc-cccb7926aadb\" data-image-id=\"a5603127-5982-4cef-bdbc-cccb7926aadb\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c08cac2f-6175-46a8-a467-a7ea76c6c65b/Check%20tab%20and%20results.jpg\" data-asset-id=\"a5603127-5982-4cef-bdbc-cccb7926aadb\" data-image-id=\"a5603127-5982-4cef-bdbc-cccb7926aadb\" alt=\"\"></figure>\n<h2>6 Report</h2>\n<p>At last, go to the tab <strong>Report</strong>. IDEA StatiCa offers a fully customizable report where you can add or remove as much detail as needed. Once done, click <strong>Generate</strong> and the report will be generated with the parameters it was given.</p>\n<figure data-asset-id=\"57baa1ae-ffcc-403b-a7b2-9ff574eaf1b1\" data-image-id=\"57baa1ae-ffcc-403b-a7b2-9ff574eaf1b1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/92e1b062-9708-4e8d-b6ba-e41a435590a6/Report.jpg\" data-asset-id=\"57baa1ae-ffcc-403b-a7b2-9ff574eaf1b1\" data-image-id=\"57baa1ae-ffcc-403b-a7b2-9ff574eaf1b1\" alt=\"\"></figure>\n<p>You have designed, optimized, and code-checked a structural steel joint according to <a data-item-id=\"79b2eecb-40f7-583d-9032-f3fbb76870b8\" href=\"\">AISC</a>.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"connection_tutorial___horizontal_beam_column_brace_698d652\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"campus_cta\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"e9214c8e_df1c_01a5_27c1_0fd2eeed89c6\"></object>"
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                                                                                                                                    "value": "<h2>1 Open project</h2>\n<h3><a data-asset-id=\"b0f7a22b-8e2d-4a9d-949e-4b82b788a074\" href=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/73091bf1-6c7b-4b9c-9282-a038f45aeae7/Claw%20angle%20on%20WF%20bracing%20connection%20tutorial.zip\">Claw angle connection file</a></h3>\n<p>To begin, download and open the attached <strong>IDEA StatiCa</strong> file above. The model has been started for this tutorial, the main members and gusset plate have been connected to each other, except for the WF brace. &nbsp;The material properties and bolt type have been selected in advance.&nbsp;</p>\n<figure data-asset-id=\"a4c483a2-14ba-4fd1-8015-b763a79f7a69\" data-image-id=\"a4c483a2-14ba-4fd1-8015-b763a79f7a69\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c6a6468e-40e3-40af-bd2c-181f1dff6caf/File%20opened.jpg\" data-asset-id=\"a4c483a2-14ba-4fd1-8015-b763a79f7a69\" data-image-id=\"a4c483a2-14ba-4fd1-8015-b763a79f7a69\" alt=\"\"></figure>\n<p>Since this project follows the AISC code, let's ensure that imperial units are set in the model (see <a data-item-id=\"832da2a8-6d89-4598-84c5-dfc30515c634\" href=\"\">How to change the system of units</a>).</p>\n<h2>2 Design</h2>\n<p>First thing to edit in this model is to extend the bracing system by its x-axis. In order to do so, start by adding the <a data-item-id=\"62e15cb6-276e-431a-a040-e72dad44d713\" href=\"\"><strong>working plane</strong></a> operation. This working plane with be defined in reference to the local coordinate system of the Brace member. See below for the details of the operation.</p>\n<figure data-asset-id=\"a6f964c0-08a1-4e0d-8879-6d9ef6c9f090\" data-image-id=\"a6f964c0-08a1-4e0d-8879-6d9ef6c9f090\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/21c3254f-5919-4b28-bf6b-2ed1b758a971/Working%20plane%20operation.jpg\" data-asset-id=\"a6f964c0-08a1-4e0d-8879-6d9ef6c9f090\" data-image-id=\"a6f964c0-08a1-4e0d-8879-6d9ef6c9f090\" alt=\"\"></figure>\n<figure data-asset-id=\"775dd63b-5146-4c07-b698-1ea83218af50\" data-image-id=\"775dd63b-5146-4c07-b698-1ea83218af50\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d68b9942-00b6-4376-8f6a-9dbc570cce9a/Working%20plane%20parameters.jpg\" data-asset-id=\"775dd63b-5146-4c07-b698-1ea83218af50\" data-image-id=\"775dd63b-5146-4c07-b698-1ea83218af50\" alt=\"\"></figure>\n<p>Using the <strong>Cut of member</strong> operation, the Brace member will be cut by the working plane allowing the member to be offset at the required length from the working point. A <strong>Cut of member</strong> operation will only cut members and stiffening members only.</p>\n<figure data-asset-id=\"0148e3d8-a5b6-49ad-aaa1-e515aed3fd5d\" data-image-id=\"0148e3d8-a5b6-49ad-aaa1-e515aed3fd5d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ced360ed-ea4a-4605-b3a0-6fa8793d9e7f/Cut%20operation%20for%20WP.jpg\" data-asset-id=\"0148e3d8-a5b6-49ad-aaa1-e515aed3fd5d\" data-image-id=\"0148e3d8-a5b6-49ad-aaa1-e515aed3fd5d\" alt=\"\"></figure>\n<figure data-asset-id=\"b9ac0a80-6f70-4fc5-801b-a8a0ecc7efb4\" data-image-id=\"b9ac0a80-6f70-4fc5-801b-a8a0ecc7efb4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f3e47a1a-5eee-4270-8140-17e43447b90c/Cut%20operation%20for%20WP%20parameters.jpg\" data-asset-id=\"b9ac0a80-6f70-4fc5-801b-a8a0ecc7efb4\" data-image-id=\"b9ac0a80-6f70-4fc5-801b-a8a0ecc7efb4\" alt=\"\"></figure>\n<p>Adding a <strong>Cut of plate</strong> will help take advantage of the working plane operation so that the intersecting corner of the plate SP1 can be cut on the same plane. This will ensure that the plate's new angled cut is parallel with the Brace member. A <strong>Cut of plate</strong> operation will cut all plates and plates that take part in a member or stiffening member. Only one plate can be cut per operation.</p>\n<figure data-asset-id=\"f236cc87-81a5-4041-a7cd-c93582865f34\" data-image-id=\"f236cc87-81a5-4041-a7cd-c93582865f34\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/09f06171-ae41-4157-b9cc-8a4e3fda71ed/Cut%20of%20plate%20using%20WP.jpg\" data-asset-id=\"f236cc87-81a5-4041-a7cd-c93582865f34\" data-image-id=\"f236cc87-81a5-4041-a7cd-c93582865f34\" alt=\"\"></figure>\n<figure data-asset-id=\"3f4da113-c8ec-4e8f-8753-51d7dd0b7879\" data-image-id=\"3f4da113-c8ec-4e8f-8753-51d7dd0b7879\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a12ab887-8714-4759-88f4-b3d6a2ea56bd/Cut%20of%20plate%20using%20WP%20parameters.jpg\" data-asset-id=\"3f4da113-c8ec-4e8f-8753-51d7dd0b7879\" data-image-id=\"3f4da113-c8ec-4e8f-8753-51d7dd0b7879\" alt=\"\"></figure>\n<p>Now, we will focus on the claw connection. To start, lets add a <strong>Splice</strong> operation to connect the Brace Web to the stiffening plate, SP1. &nbsp;The <strong>Splice</strong> operation allows for the editing of the plate and bolt placement onto the Brace member. In the bolts section and in other bolt operations, the <a data-item-id=\"58246e90-9dca-58c2-a25b-996e42c92df2\" href=\"\">bolt position</a> can be defined in three different ways.</p>\n<p>Absolute delimiter \"<em>;</em>\" (a semi-colon) - distance measured from the outline of the cross-section (reference line)</p>\n<p>Relative delimiter \" \" (space) - distance&nbsp;measured from the previous bolt row/column.</p>\n<p>asterisk \" * \" - number of bolts placed at equal distances from each other.&nbsp;</p>\n<p>E.g., the input of \"40; 80; 120; 160; 200\" is equal to \"40 40 40 40 40\" and also \"4*40\". You can also combine all delimiters, e.g., input \"40; 80; 120 40 40\".</p>\n<p>See the details below for the <strong>Splice </strong>operation.</p>\n<figure data-asset-id=\"86efd791-3365-45c5-b458-aacf1502ecd7\" data-image-id=\"86efd791-3365-45c5-b458-aacf1502ecd7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d2ced4f1-788f-4b23-b6f0-3bb1fb0192d3/Splice.jpg\" data-asset-id=\"86efd791-3365-45c5-b458-aacf1502ecd7\" data-image-id=\"86efd791-3365-45c5-b458-aacf1502ecd7\" alt=\"\"></figure>\n<figure data-asset-id=\"3a810f60-7159-4e13-8e97-d0d534b20869\" data-image-id=\"3a810f60-7159-4e13-8e97-d0d534b20869\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e71fc8a4-639a-4512-a9ae-a2c23fdc8190/Splice%20parameters.jpg\" data-asset-id=\"3a810f60-7159-4e13-8e97-d0d534b20869\" data-image-id=\"3a810f60-7159-4e13-8e97-d0d534b20869\" alt=\"\"></figure>\n<p>The bolts connecting the Splice plates and stiffening plate, SP1, will need to be added through the <strong>Bolt grid or contact</strong> operation. The first plate item selected will be used as reference to the position of the bolts.&nbsp;</p>\n<figure data-asset-id=\"b84a7870-c3a4-4ae7-a46d-00a61e11f2d6\" data-image-id=\"b84a7870-c3a4-4ae7-a46d-00a61e11f2d6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5e2466af-0fb8-4aee-9181-05807c27e2d2/Bolt%20operation%20for%20splice.jpg\" data-asset-id=\"b84a7870-c3a4-4ae7-a46d-00a61e11f2d6\" data-image-id=\"b84a7870-c3a4-4ae7-a46d-00a61e11f2d6\" alt=\"\"></figure>\n<figure data-asset-id=\"db54303b-e357-4710-b4d1-9c9cac8d6b35\" data-image-id=\"db54303b-e357-4710-b4d1-9c9cac8d6b35\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/56c90ce8-a635-4421-8e39-4a1d83273196/Bolt%20operation%20for%20splice%20parameters.jpg\" data-asset-id=\"db54303b-e357-4710-b4d1-9c9cac8d6b35\" data-image-id=\"db54303b-e357-4710-b4d1-9c9cac8d6b35\" alt=\"\"></figure>\n<p>Next, angle sections will be added to connect the top &amp; bottom flange to the stiffening plate, SP1. Since the sections will be used as part of the connection, they can be added through the <strong>Stiffening member</strong> operation.&nbsp;</p>\n<p>Add a <strong>Stiffening member operation</strong> and adjust the cross-section type. This stiffening member will be placed on the top flange of the Brace member.</p>\n<figure data-asset-id=\"de6a061a-3679-434c-a89b-f0d0efd4fd12\" data-image-id=\"de6a061a-3679-434c-a89b-f0d0efd4fd12\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d6b7cbb9-8d59-482a-b132-fce2f0f98ab8/stiffening%20member%20operation.jpg\" data-asset-id=\"de6a061a-3679-434c-a89b-f0d0efd4fd12\" data-image-id=\"de6a061a-3679-434c-a89b-f0d0efd4fd12\" alt=\"\"></figure>\n<figure data-asset-id=\"b8e296b8-1663-4721-8050-3938cc6e50de\" data-image-id=\"b8e296b8-1663-4721-8050-3938cc6e50de\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/53a1dbb3-4e7a-4da3-902b-8d820c994bdc/stiffening%20member%20operation%20cross%20section.jpg\" data-asset-id=\"b8e296b8-1663-4721-8050-3938cc6e50de\" data-image-id=\"b8e296b8-1663-4721-8050-3938cc6e50de\" alt=\"\"></figure>\n<figure data-asset-id=\"56e4da77-4066-4b93-9610-29fc2e95071f\" data-image-id=\"56e4da77-4066-4b93-9610-29fc2e95071f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d3c79e13-01b7-4977-9a61-50de7d9ea8c8/stiffening%20member%20operation%20parameters.jpg\" data-asset-id=\"56e4da77-4066-4b93-9610-29fc2e95071f\" data-image-id=\"56e4da77-4066-4b93-9610-29fc2e95071f\" alt=\"\"></figure>\n<p>Right click on the operation SM1, and select copy.&nbsp;</p>\n<figure data-asset-id=\"94d7b6e1-6825-48af-a82d-1972dd48211b\" data-image-id=\"94d7b6e1-6825-48af-a82d-1972dd48211b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1fa72d8b-3ecc-422f-b061-a3fa579dc0f5/stiffening%20member%20operation%20copy.jpg\" data-asset-id=\"94d7b6e1-6825-48af-a82d-1972dd48211b\" data-image-id=\"94d7b6e1-6825-48af-a82d-1972dd48211b\" alt=\"\"></figure>\n<p>Adjust the following parameters of the new stiffening member so that it is referencing the Brace bottom flange.</p>\n<figure data-asset-id=\"88647eaf-b181-499f-852f-ec38e9af0a51\" data-image-id=\"88647eaf-b181-499f-852f-ec38e9af0a51\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/cecc60bb-3d94-42f2-9c53-629952ca459a/stiffening%20member%202%20parameters.jpg\" data-asset-id=\"88647eaf-b181-499f-852f-ec38e9af0a51\" data-image-id=\"88647eaf-b181-499f-852f-ec38e9af0a51\" alt=\"\"></figure>\n<p>Bolts are now needed to connect the stiffening members. Begin by adding a new <strong>Bolt </strong>operation and adjust the following parameters so that it connects SM1 and SP1.</p>\n<figure data-asset-id=\"59f3fbf5-89bd-4093-99b1-7719a8afd6e8\" data-image-id=\"59f3fbf5-89bd-4093-99b1-7719a8afd6e8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/92deeb0b-8fae-40f5-9ba7-e8df3c2445d7/stiffening%20member%20operation%20bolts.jpg\" data-asset-id=\"59f3fbf5-89bd-4093-99b1-7719a8afd6e8\" data-image-id=\"59f3fbf5-89bd-4093-99b1-7719a8afd6e8\" alt=\"\"></figure>\n<figure data-asset-id=\"059b293d-d54a-4862-8b52-aff21a1d2afb\" data-image-id=\"059b293d-d54a-4862-8b52-aff21a1d2afb\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c9c4609b-7ae7-4368-921a-517d1bb7c4bd/GRD2%20parameters.jpg\" data-asset-id=\"059b293d-d54a-4862-8b52-aff21a1d2afb\" data-image-id=\"059b293d-d54a-4862-8b52-aff21a1d2afb\" alt=\"\"></figure>\n<p>Copy the operation GRD2 and adjust the following parameters of GRD3 so that it connects SM2 and SP1. You will notice that there are very few parameters to adjust in the copied operation.</p>\n<figure data-asset-id=\"796783d3-001c-4dc1-8445-a5f59e4afd3f\" data-image-id=\"796783d3-001c-4dc1-8445-a5f59e4afd3f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ab2da81f-8b9b-437c-ac05-d23d87700c5e/GRD3%20parameters.jpg\" data-asset-id=\"796783d3-001c-4dc1-8445-a5f59e4afd3f\" data-image-id=\"796783d3-001c-4dc1-8445-a5f59e4afd3f\" alt=\"\"></figure>\n<p>Add a new <strong>Grid</strong> operation and adjust the following parameters so that it is referencing SM1 and the Brace top flange.&nbsp;</p>\n<figure data-asset-id=\"19db9da6-42c6-4d2a-ac94-68542eeab648\" data-image-id=\"19db9da6-42c6-4d2a-ac94-68542eeab648\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1ce70251-9019-4c62-9f69-ba9f2e80a922/GRD4%20parameters.jpg\" data-asset-id=\"19db9da6-42c6-4d2a-ac94-68542eeab648\" data-image-id=\"19db9da6-42c6-4d2a-ac94-68542eeab648\" alt=\"\"></figure>\n<p>Copy the previous Grid operation three times and adjust the following parameters to finalize the connection model.</p>\n<figure data-asset-id=\"1d64692e-8024-424f-92cb-1e1bce2f6b72\" data-image-id=\"1d64692e-8024-424f-92cb-1e1bce2f6b72\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9a523d4e-8ccf-4cbb-b9bc-f9303d0e7cd7/GRD5%20parameters.jpg\" data-asset-id=\"1d64692e-8024-424f-92cb-1e1bce2f6b72\" data-image-id=\"1d64692e-8024-424f-92cb-1e1bce2f6b72\" alt=\"\"></figure>\n<figure data-asset-id=\"0ed5705b-544e-42d8-b69e-379581dd24a2\" data-image-id=\"0ed5705b-544e-42d8-b69e-379581dd24a2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/554063a1-e72d-4c1a-93a6-e0d807bd11ab/GRD6%20parameters.jpg\" data-asset-id=\"0ed5705b-544e-42d8-b69e-379581dd24a2\" data-image-id=\"0ed5705b-544e-42d8-b69e-379581dd24a2\" alt=\"\"></figure>\n<figure data-asset-id=\"90e2e9ba-57eb-486e-9efe-e4ddc0b6fdaf\" data-image-id=\"90e2e9ba-57eb-486e-9efe-e4ddc0b6fdaf\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0c2d3259-fda4-4c5b-876a-6236de52aeda/GRD7%20parameters.jpg\" data-asset-id=\"90e2e9ba-57eb-486e-9efe-e4ddc0b6fdaf\" data-image-id=\"90e2e9ba-57eb-486e-9efe-e4ddc0b6fdaf\" alt=\"\"></figure>\n<h2>3 Calculation and Check</h2>\n<p>Start the analysis by clicking <strong>Calculate</strong> in the ribbon. The calculation based on <a data-item-id=\"06158daa-1491-4e83-ac34-4964bd5a3c63\" href=\"\">CBFEM</a> is performed, and the Overall check is displayed together with the fundamental values of check results.</p>\n<figure data-asset-id=\"bd8b26ee-6436-4ca1-a915-611e25db9fda\" data-image-id=\"bd8b26ee-6436-4ca1-a915-611e25db9fda\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/074b53cd-5f5c-4656-a291-dcbb9b96eef1/Traffic%20light%20results.jpg\" data-asset-id=\"bd8b26ee-6436-4ca1-a915-611e25db9fda\" data-image-id=\"bd8b26ee-6436-4ca1-a915-611e25db9fda\" alt=\"\"></figure>\n<p>Go to the <strong>Check </strong>tab and activate <strong>Equivalent stress</strong> and <a data-item-id=\"fcc089b1-0e09-54a4-ae44-a27fcdf9cdab\" href=\"\"><strong>Mesh</strong></a> from the ribbon to observe the stress flow in the connection. The different results for all components (Plates, bolts &amp; welds) are displayed on the right.</p>\n<figure data-asset-id=\"35f160e3-e658-4086-8c72-c6ab8cf1d99d\" data-image-id=\"35f160e3-e658-4086-8c72-c6ab8cf1d99d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e11b491f-8b63-4c5a-adac-d7d4e31466bc/Check%20tab%20results.jpg\" data-asset-id=\"35f160e3-e658-4086-8c72-c6ab8cf1d99d\" data-image-id=\"35f160e3-e658-4086-8c72-c6ab8cf1d99d\" alt=\"\"></figure>\n<h2>4 Report</h2>\n<p>At last, go to the tab <strong>Report</strong>. IDEA StatiCa offers a fully customizable report where you can add or remove as much detail as needed. Once done, click <strong>Generate</strong> and the report will be generated with the parameters it was given.</p>\n<figure data-asset-id=\"52f01669-43c4-4b0b-ba28-5cddfe74a30f\" data-image-id=\"52f01669-43c4-4b0b-ba28-5cddfe74a30f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1eab9b72-c3eb-4ea9-a059-a2679039a25a/Report%20tab.jpg\" data-asset-id=\"52f01669-43c4-4b0b-ba28-5cddfe74a30f\" data-image-id=\"52f01669-43c4-4b0b-ba28-5cddfe74a30f\" alt=\"\"></figure>\n<p>You have modeled, designed, and code-checked a structural steel joint according to <a data-item-id=\"79b2eecb-40f7-583d-9032-f3fbb76870b8\" href=\"\">AISC</a>.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"connection_tutorial___horizontal_beam_column_brace_a04ddb1\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"campus_cta\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"aa473f79_0771_0146_88ea_fe250f1e6d97\"></object>"
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                                                                                                                                    "value": "<p>On large-scale structural projects, engineering teams are often responsible for designing and validating dozens, if not hundreds, of steel connections. From repetitive modeling tasks to late-stage design changes, these connection-related workflows can take up a significant portion of time and resources.</p>\n<p>To address these challenges, many engineering firms are turning to IDEA StatiCa not just for its analysis capabilities but for the workflow optimizations it offers. Three specific tools, <strong>Checkbot grouping and batch design</strong>, <strong>parametric templates</strong>, and the <strong>new connection wizard</strong>,<strong> </strong>are helping teams streamline their processes and maintain efficiency across projects of all sizes.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n93a841d8_f840_0152_922a_77de0d5e2c46\"></object>\n<h2>Checkbot – grouping &amp; batch design</h2>\n<p>When the same connection type appears throughout a structure, whether it’s a base plate at each column or a beam-to-beam shear connection in multiple bays, repeating individual modeling and validation steps can consume valuable hours. <a data-item-id=\"caeb1a6c-2621-446f-8005-4d2799496a39\" href=\"\">Checkbot</a> helps you combine these similar connections so you can focus on one reference design instead of opening dozens of separate files.</p>\n<p>By recognizing patterns in member count and cross-section, <strong>Checkbot lets you work on a single node and then apply that connection model to every matching node</strong>. Once the reference connection is set up, the software performs all required calculations, code checks, and load combinations for the entire group. You’ll also be able to export your connections to BIM via IFC without leaving the Checkbot interface.</p>\n<figure data-asset-id=\"6db33267-4ea8-4414-9c07-a66a17704ddc\" data-image-id=\"6db33267-4ea8-4414-9c07-a66a17704ddc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/65faa61b-f067-49d5-818b-6307da332e3b/checkbot.png\" data-asset-id=\"6db33267-4ea8-4414-9c07-a66a17704ddc\" data-image-id=\"6db33267-4ea8-4414-9c07-a66a17704ddc\" alt=\"\"></figure>\n<p>Here's how it works:</p>\n<ul>\n  <li><strong>Connections are automatically grouped</strong> by member count and section type.</li>\n  <li><strong>Design one reference connection</strong>, and Checkbot applies it across the group.</li>\n  <li><strong>Run design checks and analyses</strong> for the group, including all relevant load combinations, without opening each connection individually.</li>\n  <li><strong>A single report</strong> summarizes every connection in either a summary or a detailed format.</li>\n  <li><strong>IFC export</strong> integrates your results directly into BIM models.</li>\n  <li><strong>Everything happens within Checkbot</strong>, no switching between programs.</li>\n</ul>\n<p>Firms using Checkbot are seeing time savings of 50–60% over traditional workflows. By cutting down repetitive modeling and centralizing checks, engineers can work faster without sacrificing quality. Checkbot is especially valuable in BIM or FEA models with repeating geometries like beam-to-column connections, where consistency and organization are crucial across dozens of similar connections.</p>\n<p>To prove our words, we've run a small test.&nbsp;</p>\n<p>During our webinar on <a data-item-id=\"f473766d-15da-4182-9f16-ed3bea7d9630\" href=\"\">Complete connection design in IDEA StatiCa Checkbot</a>, we asked attending engineers how long it typically takes them to design joints for a project with approximately 200 connections.&nbsp;</p>\n<figure data-asset-id=\"f1e80b05-15a5-436d-9d23-cee7efe85d28\" data-image-id=\"f1e80b05-15a5-436d-9d23-cee7efe85d28\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7068e5f7-65a5-40ae-8e83-f3c339ca76d4/Structure.png\" data-asset-id=\"f1e80b05-15a5-436d-9d23-cee7efe85d28\" data-image-id=\"f1e80b05-15a5-436d-9d23-cee7efe85d28\" alt=\"\"></figure>\n<figure data-asset-id=\"a06a21e8-f3a5-4b40-a829-0d36e681f481\" data-image-id=\"a06a21e8-f3a5-4b40-a829-0d36e681f481\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b0ac9c9d-0a1e-49a2-8dba-31e79dd1cef0/poll%20results.png\" data-asset-id=\"a06a21e8-f3a5-4b40-a829-0d36e681f481\" data-image-id=\"a06a21e8-f3a5-4b40-a829-0d36e681f481\" alt=\"\"></figure>\n<ul>\n  <li>Over 80% said more than 6 hours.</li>\n  <li>25% estimated over 24 hours.&nbsp;</li>\n</ul>\n<p>With IDEA StatiCa and the help of Checkbot, it took us exactly <strong>2 hours and 25 minutes</strong>. You can easily calculate how quickly the software pays for itself through time savings.&nbsp;</p>\n<figure data-asset-id=\"3a1b19d1-692f-4a0d-898c-6e27c254d472\" data-image-id=\"3a1b19d1-692f-4a0d-898c-6e27c254d472\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3eb00ae3-75a4-48e6-8e2a-c7ea74099aa0/checkbot.png\" data-asset-id=\"3a1b19d1-692f-4a0d-898c-6e27c254d472\" data-image-id=\"3a1b19d1-692f-4a0d-898c-6e27c254d472\" alt=\"Checkbot sample project time research\"></figure>\n<p>If you want to see how it works, check out a quick demonstration of the Checkbot workflow down below, and see how easily repetitive connections can be handled.&nbsp;</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n2ac26211_18c0_015c_d623_98f313848d20\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"eebf9ada_e6d1_01e7_e7b1_a1c3c95082f2\"></object>\n<h2>Parametric templates</h2>\n<p>Designing standard steel connections doesn’t have to be repetitive. With IDEA StatiCa’s parametric templates, it’s easier than ever to handle simple and modular connections, especially when projects include variations of the same base design.</p>\n<p><strong>IDEA StatiCa offers a library of ready-made parametric templates</strong> for common connections like shear tabs, moment end plates, and gusset plates. These templates are fully parametric, allowing engineers to quickly adjust inputs like thicknesses, member sizes, and plate dimensions while maintaining the overall logic of the design.</p>\n<figure data-asset-id=\"4841ab72-8214-4823-be0d-5da39464bfb4\" data-image-id=\"4841ab72-8214-4823-be0d-5da39464bfb4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0cc53027-53f7-45a0-a88a-1ffce78cad22/parametric%20templates%20image.png\" data-asset-id=\"4841ab72-8214-4823-be0d-5da39464bfb4\" data-image-id=\"4841ab72-8214-4823-be0d-5da39464bfb4\" alt=\"\"></figure>\n<p>Even more valuable is the ability to <a data-item-id=\"6c8e336a-172b-461f-ad1d-0ae8e5fdac78\" href=\"\"><strong>create your own parametric templates</strong></a>. If your team regularly works with standardized designs that vary slightly from project to project, this allows you to build a starting point tailored to your needs. Simply select the key parameters you want to control, adjust them as needed, and run the design check, all without needing to build the connection from scratch.</p>\n<p>Parametric templates are a massive time-saver, especially for repeated or modular connections. Where manual modeling can take 20-30 minutes for new users, templates cut that down to just 5-10 minutes by allowing quick adjustments to a few key parameters. They’re not only faster, but they also help maintain consistency across similar connection types.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n6da61a33_deaf_01ab_d0a7_8d99d029fb74\"></object>\n<h2>New Connection Wizard</h2>\n<p>To make it even easier to start your connection design, the new <a data-item-id=\"cc99ba50-ed96-445b-b357-96fbd857ba58\" href=\"\">Connection Wizard</a> provides a guided workflow from the moment you launch IDEA StatiCa Connection. Rather than starting from a blank screen, the new Connection Wizard helps answer that by letting you start from geometry and then surface <strong>relevant templates</strong>, including <strong>your own saved designs!</strong></p>\n<figure data-asset-id=\"0f0a88ea-d332-4edb-98b0-a97eccfb2999\" data-image-id=\"0f0a88ea-d332-4edb-98b0-a97eccfb2999\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/27e16395-4fb2-4137-ba70-a613ba637366/connection%20wizard.png\" data-asset-id=\"0f0a88ea-d332-4edb-98b0-a97eccfb2999\" data-image-id=\"0f0a88ea-d332-4edb-98b0-a97eccfb2999\" alt=\"\"></figure>\n<p>Here’s how it helps:</p>\n<ul>\n  <li><strong>Select the geometry layout</strong> you need, and the wizard will filter templates accordingly.</li>\n  <li><strong>Save your own connections</strong> to appear automatically the next time you start a project.</li>\n  <li><strong>No more digging through folders</strong> or trying to remember what file you last used, just pick it and go.</li>\n</ul>\n<p>The real advantage? Your custom connection templates are now built into your startup workflow. They’re not hidden in file directories or tied to older versions, they’re integrated, accessible, and ready from the start screen.</p>\n<p>Whether you're standardizing connections across teams or managing repeated designs across multiple projects, the wizard brings <strong>speed</strong>, <strong>organization</strong>, and <strong>reliability </strong>to the start of every connection workflow.</p>\n<h2>Save hours where it matters most</h2>\n<p><a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">Connection design</a> often comes down to repetition, repeating geometries, loads, redlines, and tasks. That’s where IDEA StatiCa delivers real impact: by automating and simplifying the repeatable parts of your workflow so you can focus your engineering time where it matters most.</p>\n<p>By grouping and batch-designing in Checkbot, adapting parametric templates, and starting from your own wizard-based connection library, engineers can confidently say they’re not just working harder, they’re working <strong>smarter</strong>.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"get_a_free_trial___connection_design\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n7d11f499_3ce1_01e6_b6ff_2019b43193bc\"></object>"
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                                                                                                                    "value": "<h2>1 New project</h2>\n<p>Start with launching the <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\"><strong>IDEA StatiCa Connection</strong></a>. Create a new project by selecting a starting template closest to the desired design, filling in the name, and choosing <strong>AISC</strong> design code and default steel grades as shown below.</p>\n<figure data-asset-id=\"1aa7d0b7-37e2-4d33-9cfb-0431be168140\" data-image-id=\"1aa7d0b7-37e2-4d33-9cfb-0431be168140\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/aaed4441-0410-4ce6-b76d-baa217ac7e02/Template%20selection.png\" data-asset-id=\"1aa7d0b7-37e2-4d33-9cfb-0431be168140\" data-image-id=\"1aa7d0b7-37e2-4d33-9cfb-0431be168140\" alt=\"\"></figure>\n<p>Since you work under the AISC code, set the <strong>imperial units</strong> (see <a data-item-id=\"832da2a8-6d89-4598-84c5-dfc30515c634\" href=\"\">How to change the system of units</a>).</p>\n<h2>2 Geometry</h2>\n<p>Two beams were automatically added as part of blank design template.</p>\n<figure data-asset-id=\"4f33c80c-c24d-4c93-9de4-597a9d2cb634\" data-image-id=\"4f33c80c-c24d-4c93-9de4-597a9d2cb634\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c6346153-dc19-4e74-a212-909eb16d782e/blank%20template%20open.png\" data-asset-id=\"4f33c80c-c24d-4c93-9de4-597a9d2cb634\" data-image-id=\"4f33c80c-c24d-4c93-9de4-597a9d2cb634\" alt=\"\"></figure>\n<p><br></p>\n<p><strong>Member C</strong></p>\n<p>You will create a general cross-section for the column member. To do that, select <strong>Welded, Composed</strong> tab and click on the <strong>General steel </strong><a data-item-id=\"376528a7-312a-52ea-b8a0-d2f726dd9f62\" href=\"\"><strong>cross-section</strong></a>.</p>\n<figure data-asset-id=\"897e5b42-71a5-4677-85b9-84711165b970\" data-image-id=\"897e5b42-71a5-4677-85b9-84711165b970\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6eac8b11-285a-4ffc-9c3e-9ac1b61330eb/General%20steel%20section%20selection.png\" data-asset-id=\"897e5b42-71a5-4677-85b9-84711165b970\" data-image-id=\"897e5b42-71a5-4677-85b9-84711165b970\" alt=\"\"></figure>\n<p><strong>The General </strong><a data-item-id=\"376528a7-312a-52ea-b8a0-d2f726dd9f62\" href=\"\"><strong>cross-section</strong></a><strong> editor</strong> is opened, and you can start composing the cross-section by selecting the <a data-item-id=\"51f4b1ad-51bc-4860-b00f-40043f4bf881\" href=\"\"><strong>I-sections</strong></a> in the <strong>Cross-section Navigator</strong>.</p>\n<figure data-asset-id=\"e93bff36-1477-4d86-a126-23114ce717f9\" data-image-id=\"e93bff36-1477-4d86-a126-23114ce717f9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5cc42705-05e1-408a-b2ca-186f186e26aa/GS%20first%20section.png\" data-asset-id=\"e93bff36-1477-4d86-a126-23114ce717f9\" data-image-id=\"e93bff36-1477-4d86-a126-23114ce717f9\" alt=\"\"></figure>\n<p>Then continue by clicking on the icon <strong>Add new entity</strong> and selecting the Sections T (I-cut). The <strong>Rolled T</strong> (<strong>I-cut</strong>) window is opened, and you can edit the shape.</p>\n<figure data-asset-id=\"931883ef-4ceb-43d7-a722-6f4bc831f72d\" data-image-id=\"931883ef-4ceb-43d7-a722-6f4bc831f72d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d09d44be-a998-46c9-ab7f-32edbaa78ed6/GS%20T%20section.png\" data-asset-id=\"931883ef-4ceb-43d7-a722-6f4bc831f72d\" data-image-id=\"931883ef-4ceb-43d7-a722-6f4bc831f72d\" alt=\"\"></figure>\n<p>Make a copy of this entity by clicking the <strong>Copy</strong> icon in the upper ribbon.</p>\n<figure data-asset-id=\"3aca6c07-8495-49a7-ae5c-0337f69c1869\" data-image-id=\"3aca6c07-8495-49a7-ae5c-0337f69c1869\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9b3e31d7-1955-4a69-b868-71563a97be7f/GS%20copy.png\" data-asset-id=\"3aca6c07-8495-49a7-ae5c-0337f69c1869\" data-image-id=\"3aca6c07-8495-49a7-ae5c-0337f69c1869\" alt=\"\"></figure>\n<p>Next, move and rotate the added T-shaped entities to design the whole cross-section by editing of values in the <strong>Cross-section components</strong> tab as in the figure below.</p>\n<figure data-asset-id=\"535d0192-fa67-411f-87c5-bf1cbd393088\" data-image-id=\"535d0192-fa67-411f-87c5-bf1cbd393088\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/fe970e7d-0194-4625-81f9-68266ae9b437/GS%20member%20parameters.png\" data-asset-id=\"535d0192-fa67-411f-87c5-bf1cbd393088\" data-image-id=\"535d0192-fa67-411f-87c5-bf1cbd393088\" alt=\"\"></figure>\n<p>You now have the final design of the cross-section for member SL.</p>\n<figure data-asset-id=\"e1a50b7c-97fc-43f4-a5f0-3070d1401925\" data-image-id=\"e1a50b7c-97fc-43f4-a5f0-3070d1401925\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/faf58087-6ffe-4d75-9927-a4521baa7e51/Finnal%20cross-section%20for%20C.png\" data-asset-id=\"e1a50b7c-97fc-43f4-a5f0-3070d1401925\" data-image-id=\"e1a50b7c-97fc-43f4-a5f0-3070d1401925\" alt=\"\"></figure>\n<p>For further information, see <a data-item-id=\"a93fbea4-d814-5dcb-aa9e-35315063cb88\" href=\"\">How to create and use a custom cross-section</a>.</p>\n<p><strong>Member B</strong></p>\n<p>Start with <strong>Right-click on</strong> the beam B and set the cross-section to 12X72 from the W (AISC 16.0) library.</p>\n<p>You will also have to change the member B properties.</p>\n<figure data-asset-id=\"c8b2e2f9-bb17-4e39-8be6-ba6febc6d709\" data-image-id=\"c8b2e2f9-bb17-4e39-8be6-ba6febc6d709\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a65a9d68-1024-454d-ad39-174f499cca52/B%20parameters.png\" data-asset-id=\"c8b2e2f9-bb17-4e39-8be6-ba6febc6d709\" data-image-id=\"c8b2e2f9-bb17-4e39-8be6-ba6febc6d709\" alt=\"\"></figure>\n<p><strong>Member M3</strong></p>\n<p>On the upper ribbon, select the <strong>Member</strong> icon to add the new&nbsp;member M3. Set the cross-section to W8X21 from the W (AISC 16.0) library on beam M3.</p>\n<p>You can go on and change the member M3 properties.</p>\n<figure data-asset-id=\"3d087a6d-b597-4881-b061-4c8c132fb804\" data-image-id=\"3d087a6d-b597-4881-b061-4c8c132fb804\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0d7f41d4-5327-4af1-925e-fd70d3eb26e5/M3%20parameters.png\" data-asset-id=\"3d087a6d-b597-4881-b061-4c8c132fb804\" data-image-id=\"3d087a6d-b597-4881-b061-4c8c132fb804\" alt=\"\"></figure>\n<p>For further information about the property Forces, see <a data-item-id=\"3eca9f92-b870-40f1-b11b-dd1ba61acb5a\" href=\"\">How to define load position</a>.</p>\n<p><strong>Member M4</strong></p>\n<p>Click the <strong>right mouse button</strong> at the <strong>Members</strong> row in the tree of entities in the 3D scene. Choose the <strong>New member</strong> command from the context menu. Continue and change the member M4 properties.</p>\n<figure data-asset-id=\"33c974a4-d4cd-4827-a36a-13874adf47a9\" data-image-id=\"33c974a4-d4cd-4827-a36a-13874adf47a9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b3501c03-0b36-4558-9662-558c97ce87ae/M4%20parameters.png\" data-asset-id=\"33c974a4-d4cd-4827-a36a-13874adf47a9\" data-image-id=\"33c974a4-d4cd-4827-a36a-13874adf47a9\" alt=\"\"></figure>\n<p><strong>Member M5</strong></p>\n<p>Add another member, set its cross-section to L4X4X3/8 from the L (AISC 16.0), and update properties.</p>\n<figure data-asset-id=\"3b381907-48f4-4aca-ba92-b71c266be572\" data-image-id=\"3b381907-48f4-4aca-ba92-b71c266be572\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0ca633c2-b92a-4141-a3a6-1aebb9e54312/M5%20parameters.png\" data-asset-id=\"3b381907-48f4-4aca-ba92-b71c266be572\" data-image-id=\"3b381907-48f4-4aca-ba92-b71c266be572\" alt=\"\"></figure>\n<p>Check the final geometry of members.</p>\n<figure data-asset-id=\"2157d4df-0fd5-491b-b1c0-dacad077c4f4\" data-image-id=\"2157d4df-0fd5-491b-b1c0-dacad077c4f4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8b538f12-4848-4a43-ae73-1fc56aa907a1/Final%20geometry.png\" data-asset-id=\"2157d4df-0fd5-491b-b1c0-dacad077c4f4\" data-image-id=\"2157d4df-0fd5-491b-b1c0-dacad077c4f4\" alt=\"\"></figure>\n<h2>3 Load effects</h2>\n<p>One <a data-item-id=\"3eca9f92-b870-40f1-b11b-dd1ba61acb5a\" href=\"\">load effect</a> was automatically added. Input the values of internal forces into the chart and turn off <strong>Loads in equilibrium</strong>. More load cases can be added.</p>\n<figure data-asset-id=\"ff1250fc-d790-4b35-aaec-d2ad6b58ac3e\" data-image-id=\"ff1250fc-d790-4b35-aaec-d2ad6b58ac3e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6a6237e1-5d81-4065-b9c6-a3ab5e9cfca2/Load%20effects.png\" data-asset-id=\"ff1250fc-d790-4b35-aaec-d2ad6b58ac3e\" data-image-id=\"ff1250fc-d790-4b35-aaec-d2ad6b58ac3e\" alt=\"\"></figure>\n<h2>4 Design</h2>\n<p>Add a new one by the command new <strong>Operation</strong> at the top ribbon. First, select the <strong>Cut</strong> of member operation to extend the column. Now change the properties of the operation <strong>CUT1</strong>. Follow the picture below.</p>\n<figure data-asset-id=\"e82556fa-6afc-41fc-867f-5fa16cca8fe4\" data-image-id=\"e82556fa-6afc-41fc-867f-5fa16cca8fe4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/44440a21-4a7c-4baa-bf2b-661789179dc3/CUT1.png\" data-asset-id=\"e82556fa-6afc-41fc-867f-5fa16cca8fe4\" data-image-id=\"e82556fa-6afc-41fc-867f-5fa16cca8fe4\" alt=\"\"></figure>\n<p>Go on and add the next <a data-item-id=\"aa5365b6-eee0-41ad-8f98-c3f4843f90b0\" href=\"\"><strong>Manufacturing operation</strong></a>. Now, select the <strong>End Plate</strong> and change the properties of the operation <strong>EP1</strong>.</p>\n<figure data-asset-id=\"052a7ec0-06f9-43e5-9614-bf715937452b\" data-image-id=\"052a7ec0-06f9-43e5-9614-bf715937452b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/64eaa6d7-9798-4170-9482-9324c0574c0b/Endplate.png\" data-asset-id=\"052a7ec0-06f9-43e5-9614-bf715937452b\" data-image-id=\"052a7ec0-06f9-43e5-9614-bf715937452b\" alt=\"\"></figure>\n<p>Copy operation <strong>EP1</strong>. With the <strong>right mouse button,</strong> click on the <strong>EP1</strong> and choose <strong>Copy</strong>.</p>\n<figure data-asset-id=\"8f2c42e2-c433-4ee6-be3c-c457fa60b413\" data-image-id=\"8f2c42e2-c433-4ee6-be3c-c457fa60b413\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/aacb1a1d-f793-43b7-99c3-b3c78840cd02/EP1%20copy.png\" data-asset-id=\"8f2c42e2-c433-4ee6-be3c-c457fa60b413\" data-image-id=\"8f2c42e2-c433-4ee6-be3c-c457fa60b413\" alt=\"\"></figure>\n<p>Now you have to set the correct properties of <strong>EP2</strong>.</p>\n<figure data-asset-id=\"7feded99-fd7f-4f48-8739-93927663dca4\" data-image-id=\"7feded99-fd7f-4f48-8739-93927663dca4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2daab7ca-45e7-44d9-92b8-9bca9148f3c7/EP2%20parameters.png\" data-asset-id=\"7feded99-fd7f-4f48-8739-93927663dca4\" data-image-id=\"7feded99-fd7f-4f48-8739-93927663dca4\" alt=\"\"></figure>\n<p>Continue and input a <strong>Shear plate a</strong>nd change the properties of the operation <strong>SHP1</strong>. Follow the picture below.</p>\n<figure data-asset-id=\"08cdf1de-7421-426f-ab0e-1fe50af7b8ff\" data-image-id=\"08cdf1de-7421-426f-ab0e-1fe50af7b8ff\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/373de581-f365-4203-9112-4e2555fe9d98/Shear%20plate.png\" data-asset-id=\"08cdf1de-7421-426f-ab0e-1fe50af7b8ff\" data-image-id=\"08cdf1de-7421-426f-ab0e-1fe50af7b8ff\" alt=\"\"></figure>\n<p>Finish the design by adding a <a data-item-id=\"7270b78f-fc35-4add-8b05-fbb141782cd5\" href=\"\"><strong>Gusset plate</strong></a> operation and set the parameters for <strong>GUSS1</strong>.</p>\n<figure data-asset-id=\"66d971ca-18ac-440a-8f9d-02782e19c51b\" data-image-id=\"66d971ca-18ac-440a-8f9d-02782e19c51b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/cbd6f84d-a9c7-4bcf-81b9-09ea71bfdf3d/Gusset%20plate.png\" data-asset-id=\"66d971ca-18ac-440a-8f9d-02782e19c51b\" data-image-id=\"66d971ca-18ac-440a-8f9d-02782e19c51b\" alt=\"\"></figure>\n<p>Finally, edit the gusset plate shape. With the <strong>right mouse button</strong> click on plate GUSS1 in the 3D scene and choose <strong>Editor</strong>. Inside the plate editor, modify the gusset plate by the input of a <strong>Bevel</strong>.</p>\n<figure data-asset-id=\"cd17c873-48ea-4492-86de-8475b925dff0\" data-image-id=\"cd17c873-48ea-4492-86de-8475b925dff0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1e48713f-0b1d-4cd3-b6f5-0959f2f3c1d7/Plate%20editor.png\" data-asset-id=\"cd17c873-48ea-4492-86de-8475b925dff0\" data-image-id=\"cd17c873-48ea-4492-86de-8475b925dff0\" alt=\"\"></figure>\n<p>Check the final design of the joint.</p>\n<figure data-asset-id=\"f6db6310-14ef-4465-8538-0e5ad1f30ac4\" data-image-id=\"f6db6310-14ef-4465-8538-0e5ad1f30ac4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c405341a-d0b8-4904-b5a5-483cbcba9705/fimal%20model.png\" data-asset-id=\"f6db6310-14ef-4465-8538-0e5ad1f30ac4\" data-image-id=\"f6db6310-14ef-4465-8538-0e5ad1f30ac4\" alt=\"\"></figure>\n<h2>5 Calculation and Check</h2>\n<p>You can start the analysis by clicking <strong>Calculate</strong> in the ribbon. The analysis model is automatically generated, the calculation is performed, and you can see the Overall check displayed together with basic values of check results.</p>\n<figure data-asset-id=\"9e17d561-9158-4522-a6b3-2aca3333be58\" data-image-id=\"9e17d561-9158-4522-a6b3-2aca3333be58\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/44c27a47-0d85-428a-a2a3-a804e9a2fb33/Analysis%20check.png\" data-asset-id=\"9e17d561-9158-4522-a6b3-2aca3333be58\" data-image-id=\"9e17d561-9158-4522-a6b3-2aca3333be58\" alt=\"\"></figure>\n<p>Go to the display tab <strong>Check,</strong> and activate <a data-item-id=\"860ec761-ea54-58b4-b6d2-d42dc086669c\" href=\"\"><strong>Equivalent stress</strong></a><strong>, </strong><a data-item-id=\"2c07f751-2638-5e69-a888-4cb8307741b0\" href=\"\"><strong>Bolt forces</strong></a><strong>, </strong><a data-item-id=\"fcc089b1-0e09-54a4-ae44-a27fcdf9cdab\" href=\"\"><strong>Mesh</strong></a> and <a data-item-id=\"b50c7a03-8544-59ce-922d-dbb93967f7bc\" href=\"\"><strong>Deformed</strong></a> from the ribbon to get a full picture of what is happening in the joint.</p>\n<p>Values of bolt checks and forces together with check equations are displayed in the table <a data-item-id=\"2a640f70-d538-48bf-a941-2835e5d7370f\" href=\"\"><strong>Bolts</strong></a>, equally, there is a tab for welds, etc.</p>\n<figure data-asset-id=\"e1305cde-8ae9-428b-83e7-f70178a5f336\" data-image-id=\"e1305cde-8ae9-428b-83e7-f70178a5f336\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d8f2fd41-27f6-4840-8f4c-21083b74de67/Stress%20results.png\" data-asset-id=\"e1305cde-8ae9-428b-83e7-f70178a5f336\" data-image-id=\"e1305cde-8ae9-428b-83e7-f70178a5f336\" alt=\"\"></figure>\n<h2>6 Report</h2>\n<p>At last, go to the tab <strong>Report.</strong> IDEA StatiCa offers a fully customizable report to print out or save in an editable format.</p>\n<figure data-asset-id=\"596d02a6-19e0-414e-a8ac-c5b68e75d49f\" data-image-id=\"596d02a6-19e0-414e-a8ac-c5b68e75d49f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7ba7f479-2631-4bea-824e-f06506fb2881/Report.png\" data-asset-id=\"596d02a6-19e0-414e-a8ac-c5b68e75d49f\" data-image-id=\"596d02a6-19e0-414e-a8ac-c5b68e75d49f\" alt=\"\"></figure>\n<p>You have designed, optimized, and code-checked a General 3D joint according to AISC.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"connection_tutorial___general_3d_joint__aisc_\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"campus_cta\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n11e6b644_3b47_0166_24ee_6fcd860c2010\"></object>"
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                                                                                                    "value": "<p>Subcode: LRFD</p>\n<p>Type of connection: Anchorage</p>\n<p>Unit system:&nbsp;Metric</p>\n<p>Designed acc. to:&nbsp;ACI 318-14</p>\n<p>Investigated: Anchors in tension and shear close to an edge</p>\n<p>Plate material:&nbsp;A709, Gr. 50</p>\n<p>Bolts: M12 A325M</p>\n<p>Concrete grade: 4000 psi</p>\n<h2>Geometry</h2>\n<p>The anchor layout and base plate–column T-section is unrealistic but it serves as a verification of most features in anchor design. The offset of concrete block to the base plate is 200&nbsp;mm upwards and to the left, 300&nbsp;mm to the right and 0&nbsp;mm downwards. The height of concrete block is 600&nbsp;mm. Left and right anchors are 50&nbsp;mm and 100&nbsp;mm from the center of the column, respectively. This serves to achieve tensile and shear load eccentricity. All plates are designed to stay in elastic state.</p>\n<figure data-asset-id=\"5027912a-fc67-4fc6-912c-0d88c5d72d7d\" data-image-id=\"5027912a-fc67-4fc6-912c-0d88c5d72d7d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/463b4317-6fb1-4f67-ab4f-e5061cd590d6/geometry1.png\" data-asset-id=\"5027912a-fc67-4fc6-912c-0d88c5d72d7d\" data-image-id=\"5027912a-fc67-4fc6-912c-0d88c5d72d7d\" alt=\"\"></figure>\n<figure data-asset-id=\"e485e5da-9b4c-47dd-9e6d-67948cd6adc5\" data-image-id=\"e485e5da-9b4c-47dd-9e6d-67948cd6adc5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/214b4ddc-9b9c-4186-8cd7-addce07ec311/geometry2.png\" data-asset-id=\"e485e5da-9b4c-47dd-9e6d-67948cd6adc5\" data-image-id=\"e485e5da-9b4c-47dd-9e6d-67948cd6adc5\" alt=\"\"></figure>\n<h2>Applied load</h2>\n<p>The column is loaded by tensile force 10&nbsp;kN and shear forces in <em>y</em> and <em>z</em> direction, –5 kN and 2&nbsp;kN. Both tensile and shear forces are acting on an eccentricity due to the position of the anchors.</p>\n<h2>Procedure</h2>\n<p>The anchors are designed according to ACI&nbsp;318-14 – Chapter 17. Cracked plain concrete is assumed in the design. All loads are considered as static. Anchors are M12 A325M, cast-in headed with circular washer plates with the diameter of 24&nbsp;mm. Shear forces are transferred via anchors. The strength of plates and welds is sufficient and is not checked here.</p>\n<p>Note: The conversion of imperial units to metric units of nonhomogenous formulas is in Appendix B of ACI&nbsp;318-14. The formulas give similar but not exactly the same results. To avoid different utilization for imperial and metric units, the imperial units are preferred and the coefficients in nonhomogenous formulas are slightly modified for metric units, e.g. in Equation 17.4.4.1, instead of coefficient 13, the more precise coefficient 13.2855 is used.</p>\n<h2>Manual calculation</h2>\n<p>The check of anchors is provided according to ACI&nbsp;318-14 – Chapter&nbsp;17. Steel strength in tension and shear and pullout strength is provided for individual anchors and concrete breakout strength in tension and shear, concrete side-face blowout strength, and concrete pryout strength is provided for group of anchors. It is assumed concrete is plain and in cracked condition.</p>\n<h3>Force distribution</h3>\n<p>The tensile force is transferred via 2 anchors, one is 50&nbsp;mm from force vector origin, the other is 100&nbsp;mm. It is presumed that the closer anchor transfers 2/3 of the tensile force and the farther 1/3, i.e. the closer anchor is loaded by tensile force <em>N</em><sub>f1</sub> = 6.67&nbsp;kN, the farther by <em>N</em><sub>f2</sub> = 3.33&nbsp;kN. The force eccentricity of the group of anchors is 25&nbsp;mm.</p>\n<p>The shear force in the direction to the closest edge is transferred via 2 anchors, one is 50&nbsp;mm from force vector origin, the other is 100&nbsp;mm. It is presumed that the closer anchor transfers 2/3 of the shear force and the farther 1/3, i.e. the closer anchor is loaded by shear force <em>V</em><sub>fx1</sub> = 3.33&nbsp;kN, the farther by <em>V</em><sub>fx2</sub> = 1.67&nbsp;kN. The force eccentricity of the group of anchors is 25&nbsp;mm. The shear force in the direction parallel to the closest edge, 2&nbsp;kN, is distributed equally between both anchors. The vector sums of shear forces are <em>V</em><sub>f1</sub> = 3.48&nbsp;kN, <em>V</em><sub>f2</sub> = 1.94&nbsp;kN, and for a group of anchors <em>V</em><sub>f</sub> = 5.39&nbsp;kN.</p>\n<h3>Steel strength of anchor in tension</h3>\n<p>Steel strength of anchor in tension is determined according to ACI 318-14 – 17.4.1 as</p>\n<p><em>ϕN</em><sub>sa</sub> = <em>ϕ A</em><sub>se,N</sub><em>f</em><sub>uta</sub>&nbsp;= 0.7 ⋅ 84 ⋅ 827.4 = 48.7 kN ≥ <em>N</em><sub>f1</sub> = 6.67&nbsp;kN</p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em> = 0.7 – strength reduction factor for anchors in tension according to ACI 318-14 – 17.3.3</li>\n  <li><em>A</em><sub>se,N</sub> = 84 mm<sup>2</sup> – tensile stress area</li>\n  <li><em>f</em><sub>uta</sub> = 827.4 MPa – specified tensile strength of anchor steel and shall not be greater than 1.9 <em>f</em><sub>ya</sub> and 120&nbsp;ksi</li>\n</ul>\n<p>Utilization: <em>N</em><sub>f1</sub> / <em>ϕN</em><sub>sa</sub> = 6.67 / 48.7 = 13.7&nbsp;%</p>\n<h3>Concrete breakout strength in tension</h3>\n<p>Concrete breakout strength is designed according to the Concrete Capacity Design (CCD) in ACI 318-14 – Chapter 17.4.2. The anchors are treated as a group because they are close to each other, the spacing <em>s</em> = 150&nbsp;mm ≤ 3 ⋅ <em>h</em><sub>ef</sub> = 3 ⋅ 100 = 300&nbsp;mm.</p>\n<p>\\[ \\phi N_{cbg} = \\phi \\frac{A_{Nc}}{A_{Nco}} \\psi_{ec,N} \\psi_{ed,N} \\psi_{c,N} \\psi_{cp,N} N_b \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em> = 0.7 – strength reduction factor for anchors in tension according to ACI 318-14 – 17.3.3</li>\n  <li><em>A</em><sub>Nc</sub> = (50 + 150 + 12) ⋅ (150 + 12 + 150 + 12 + 150) = 100&nbsp;488&nbsp;mm<sup>2</sup> – actual concrete breakout cone area for a group of anchors that create common concrete cone. According to Cl. 17.4.2.8, the projected area of the failure surface by projecting the failure surface outward from the effective perimeter of the washer plate.</li>\n  <li><em>A</em><sub>Nco</sub> = 9 <em>h</em><sub>ef</sub><sup>2</sup> = 9 ⋅ 100<sup>2</sup> = 90&nbsp;000&nbsp;mm<sup>2</sup> – concrete breakout cone area for single anchor not influenced by edges</li>\n  <li>\\( \\psi_{ec,N} = \\frac{1}{1+\\frac{2 e'_N}{3 h_{ef}}} = \\frac{1}{1+\\frac{2 \\cdot 25}{3 \\cdot 100}}=0.857 \\) – modification factor for anchor groups loaded eccentrically in tension</li>\n  <li>\\( \\psi_{ed,N} = \\min \\left ( 0.7 + \\frac{0.3 c_{a,min}}{1.5 h_{ef}}, 1 \\right ) = \\min \\left ( 0.7 + \\frac{0.3 \\cdot 50}{1.5 \\cdot 100}, 1 \\right ) = 0.8 \\) – modification factor for edge distance</li>\n  <li><em>c</em><sub>a,min</sub> = 50&nbsp;mm– smallest distance from the anchor to the edge</li>\n  <li><em>Ψ</em><sub>c,N</sub> =&nbsp;1 – modification factor for concrete conditions</li>\n  <li><em>Ψ</em><sub>cp,N</sub> = 1 for cast-in anchor</li>\n  <li>\\( N_b = k_c \\lambda_a \\sqrt{f'_c} h_{ef}^{1.5} = 10 \\cdot 1 \\cdot &nbsp;\\sqrt{27.6} \\cdot 100^{1.5} = 52.7 \\,\\textrm{kN} \\)– basic concrete breakout strength of a single anchor in tension in cracked concrete; <em>h</em><sub>ef</sub> ≤ 280&nbsp;mm (11&nbsp;in)</li>\n  <li><em>k</em><sub>c</sub> = 10 for cast-in anchors and metric units</li>\n  <li><em>h</em><sub>ef</sub> = 100&nbsp;mm – depth of embedment; according to Chapter 17.4.2.3 in ACI 318-14, the effective embedment depth <em>h</em><sub>ef</sub> is reduced to \\( h_{ef} = \\max \\left ( \\frac{c_{a,max}}{1.5}, \\frac{s}{3} \\right ) \\)</li>\n  <li>if anchors are located less than 1.5 <em>h</em><sub>ef</sub> from three or more edges</li>\n  <li><em>s</em> = 150&nbsp;mm – spacing between anchors</li>\n  <li><em>c</em><sub>a,max</sub> = 350&nbsp;mm – maximum distance from an anchor to one of the three close edges</li>\n  <li><em>λ</em><sub>a</sub> = 1 – modification factor for lightweight concrete</li>\n  <li><em>f'</em><sub>c</sub> = 27.6&nbsp;MPa – concrete compressive strength</li>\n</ul>\n<p>\\[ \\phi N_{cbg} = 0.7 \\cdot \\frac{100488}{90000} \\cdot 0.857 \\cdot 0.8 \\cdot 1 \\cdot 1 \\cdot 52.7 = 28.3 \\,\\textrm{kN} \\ge N_f = 10\\,\\textrm{kN} \\]</p>\n<p>Utilization: <em>N</em><sub>f</sub> / <em>ϕN</em><sub>cbg</sub> = 10 / 28.3 = 35.4&nbsp;%</p>\n<h3>Pullout strength in tension</h3>\n<p>Concrete pullout strength of an anchor is defined in ACI 318-14 – 17.4.3 as</p>\n<p><em>ϕN</em><sub>pn</sub> = <em>ϕΨ</em><sub>c,P</sub><em>N</em><sub>p</sub> = 0.7 ⋅ 1 ⋅ 74.9 = 52.4&nbsp;kN ≥ <em>N</em><sub>f1</sub> = 6.67&nbsp;kN</p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em> = 0.7 – strength reduction factor for anchors in tension according to ACI 318-14 – 17.3.3</li>\n  <li><em>Ψ</em><sub>c,P</sub> = 1 – modification factor for concrete condition, <em>Ψ</em><sub>c,P</sub> = 1.0 for cracked concrete</li>\n  <li><em>N</em><sub>P</sub> = 8 <em>A</em><sub>brg</sub><em>f'</em><sub>c</sub> = 8 ⋅ 339.3 ⋅ 27.6 = 74.9&nbsp;kN – for headed anchor – Cl. 17.4.3.4</li>\n  <li><em>A</em><sub>brg</sub> = π ⋅ (<em>d</em><sub>wp</sub><sup>2</sup> – <em>d</em><sub>a</sub><sup>2</sup>) / 4 = π ⋅ (24<sup>2</sup> – 12<sup>2</sup>) / 4 = 339.3&nbsp;mm<sup>2</sup>– bearing area of the head of anchor bolt</li>\n  <li><em>f'</em><sub>c</sub> = 27.6&nbsp;MPa – concrete compressive strength</li>\n</ul>\n<p>Utilization: <em>N</em><sub>f1</sub> / <em>ϕN</em><sub>pn</sub> = 6.67 / 52.4 = 12.7&nbsp;%</p>\n<h3>Concrete side-face blowout strength</h3>\n<p>Concrete side-face blowout strength of headed anchor in tension is defined in ACI 318-14 – 17.4.4 as</p>\n<p>\\[ \\phi N_{sb} = \\phi 13 c_{a1} \\sqrt{A_{brg}} \\sqrt{f'_c} \\]</p>\n<p>The concrete side-face blowout strength is multiplied by reduction factor for multiple headed anchors close to an edge and close to each other according to Cl. 17.4.4.2:</p>\n<p>\\[ 1+\\frac{s}{6 c_{a1}} = 1+\\frac{150}{6 \\cdot 50} = 1.5 \\le 2 \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em> = 0.7 – strength reduction factor for anchors in tension according to ACI 318-14 – 17.3.3</li>\n  <li><em>c</em><sub>a1</sub> = 50&nbsp;mm – shorter distance from the centreline of an anchor to an edge</li>\n  <li><em>c</em><sub>a2</sub> = 350&nbsp;mm – longer distance, perpendicular to <em>c</em><sub>a1</sub>, from the centreline of an anchor to an edge</li>\n  <li><em>A</em><sub>brg</sub> = 339.3&nbsp;mm<sup>2</sup> – bearing area of the head of anchor bolt</li>\n  <li><em>f'</em><sub>c</sub> = 27.6&nbsp;MPa – concrete compressive strength</li>\n  <li><em>h</em><sub>ef</sub> = 100&nbsp;mm – depth of embedment</li>\n  <li><em>s</em> = 150&nbsp;mm – spacing between anchors</li>\n</ul>\n<p>\\[ \\phi N_{sbg} = 1.5 \\cdot \\phi 13 c_{a1} \\sqrt{A_{brg}} \\sqrt{f'_c} = 1.5 \\cdot 0.7 \\cdot 13 \\cdot 50 \\cdot \\sqrt{339.3} \\cdot \\sqrt{27.6} = 67.4\\,\\textrm{kN} \\ge N_{f} = 10\\,\\textrm{kN} \\]</p>\n<p>Utilization: <em>N</em><sub>f</sub> / <em>ϕN</em><sub>cbg</sub> = 10 / 67.4 = 26.7&nbsp;%</p>\n<h3>Steel strength in shear</h3>\n<p>The steel strength in shear is determined according to ACI 318-14 – 17.5.1 as</p>\n<p><em>ϕV</em><sub>sa</sub> = <em>ϕ</em> 0.6 <em>A</em><sub>se,V</sub><em>f</em><sub>uta</sub> = 0.65 ⋅ 0.6 ⋅ 84 ⋅ 827.4 = 27.1&nbsp;kN ≥ <em>V</em><sub>f1</sub> = 3.48&nbsp;kN</p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em> = 0.65 – strength reduction factor for anchors in tension according to ACI 318-14 – 17.3.3</li>\n  <li><em>A</em><sub>se,V</sub> = 84&nbsp;mm<sup>2</sup> – tensile stress area</li>\n  <li><em>f</em><sub>uta</sub> = 827.4&nbsp;MPa – specified tensile strength of anchor steel and shall not be greater than 1.9 <em>f</em><sub>ya</sub> and 120 ksi</li>\n</ul>\n<p>Utilization: <em>V</em><sub>f1</sub> / <em>ϕV</em><sub>sa</sub> = 3.48 / 27.1 = 12.7&nbsp;%</p>\n<h3>Concrete breakout strength in shear</h3>\n<p>Concrete breakout strength of an anchor group in shear is designed according to ACI 318 14 – 17.5.2.</p>\n<p>\\[ \\phi V_{cbg} = \\phi \\frac{A_V}{A_{Vo}} \\psi_{ec,V} \\psi_{ed,V} \\psi_{c,V} \\psi_{h,V} \\psi_{\\alpha,V} V_b \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em> = 0.65 – strength reduction factor for anchors in shear according to ACI 318-14 – 17.3.3</li>\n  <li><em>A</em><sub>v</sub> = (50 ⋅ 1.5) ⋅ (50 ⋅ 1.5 + 150 + 50 ⋅ 1.5) = 22&nbsp;500&nbsp;mm<sup>2</sup> – projected concrete failure area of an anchor or group of anchors</li>\n  <li><em>A</em><sub>vo</sub> = 4.5 <em>c</em><sub>a1</sub><sup>2</sup> = 4.5 ⋅ 50<sup>2</sup> = 11&nbsp;250&nbsp;mm<sup>2</sup> – projected concrete failure area of one anchor when not limited by corner influences, spacing or member thickness</li>\n  <li>\\( \\psi_{ec,V} = \\frac{1}{1+\\frac{2 e'_V}{3 c_{a1}}}= \\frac{1}{1+\\frac{2 \\cdot 25}{3 \\cdot 50}}=0.75 \\) – modification factor for anchor groups loaded eccentrically in shear</li>\n  <li>\\( \\psi_{ed,V} = 0.7 + 0.3 \\frac{c_{a2}}{1.5 c_{a1}} = 0.7 + 0.3 \\frac{350}{1.5 \\cdot 50} = 2.1\\le 1.0 \\) – modification factor for edge effect</li>\n  <li><em>Ψ</em><sub>c,V</sub> = 1 – modification factor for concrete condition; <em>Ψ</em><sub>c,V</sub> = 1.0 for cracked concrete</li>\n  <li>\\( $\\psi_{h,V} = \\sqrt{\\frac{1.5 c_{a1}}{h_a}} = \\sqrt{\\frac{1.5 \\cdot 50}{600}} = 0.354 \\ge 1 \\)– modification factor for anchors located in a concrete member where <em>h</em><sub>a</sub>&nbsp;&lt;&nbsp;1.5&nbsp;<em>c</em><sub>a1</sub></li>\n  <li>\\( \\psi_{\\alpha ,V} = \\sqrt{\\frac{1}{(\\cos \\alpha_V )^2 + (0.5 \\sin \\alpha_V)^2}}=\\sqrt{\\frac{1}{(\\cos 21.8^\\circ )^2 + (0.5 \\sin 21.8^\\circ)^2}} = 1.056 \\)– modification factor for anchors loaded at an angle 90° − <em>α</em><sub>V</sub> with the concrete edge; in ACI 318-14 – 17.5.2.1 are only discrete values, equation is taken from FIB bulletin 58 – Design of anchorages in concrete (2011)</li>\n  <li><em>h</em><sub>a</sub> = 600&nbsp;mm – height of a failure surface on the concrete side</li>\n</ul>\n<p>\\[ V_b = \\min \\left ( 0.6 \\left ( \\frac{l_e}{d_a} \\right )^{0.2} \\lambda_a \\sqrt{d_a} \\sqrt{f'_c} c_{a1}^{1.5}, 3.7 \\lambda_a \\sqrt{d_a} \\sqrt{f'_c} c_{a1}^{1.5} \\right ) \\]</p>\n<p>\\[ V_b = \\min \\left ( 0.6 \\left ( \\frac{96}{12} \\right )^{0.2} \\cdot 1.0 \\cdot \\sqrt{12} \\cdot \\sqrt{27.6} \\cdot 50^{1.5} = 5.666 \\, \\textrm{kN}, 3.7 \\cdot 1.0 \\cdot \\sqrt{12} \\cdot \\sqrt{27.6} \\cdot 50^{1.5} = 6.993 \\, \\textrm{kN} \\right ) = 5.666 \\, \\textrm{kN} \\]</p>\n<ul>\n  <li><em>l</em><sub>e</sub> = <em>h</em><sub>ef</sub> = 100&nbsp;mm ≤ 8 <em>d</em><sub>a</sub> = 8 ⋅ 12 = 96&nbsp;mm – load-bearing length of the anchor in shear</li>\n  <li><em>d</em><sub>a</sub> = 12&nbsp;mm – anchor diameter</li>\n  <li><em>f'</em><sub>c</sub> = 27.6&nbsp;MPa – concrete compressive strength</li>\n  <li><em>c</em><sub>a1</sub> = 50&nbsp;mm – edge distance in the direction of load, <em>c</em><sub>a2</sub> ≥ 1.5 <em>c</em><sub>a1</sub> and <em>h</em><sub>a</sub> ≥ 1.5 <em>c</em><sub>a1</sub></li>\n  <li><em>c</em><sub>a2</sub> =&nbsp;350&nbsp;mm – edge distance in the direction perpendicular to load</li>\n</ul>\n<p>\\[ \\phi V_{cbg} = 0.65 \\cdot \\frac{22500}{11250} \\cdot 0.75 \\cdot &nbsp;1.0 \\cdot 1.0 \\cdot 1.0 \\cdot 1.056 \\cdot 5.666 = 5.835 \\, \\textrm{kN} \\ge V_f = 5.39 \\, \\textrm{kN} \\]</p>\n<p>Utilization: <em>V</em><sub>f</sub> / <em>ϕV</em><sub>cbg</sub> = 5.39 / 5.835 = 92.3&nbsp;%</p>\n<h3>Concrete pryout strength of anchor in shear</h3>\n<p>Concrete pryout strength is designed according to ACI 318-14 – 17.5.3. It is assumed that all anchors are in tension and no eccentricity is present for concrete breakout strength.</p>\n<p><em>ϕV</em><sub>cp</sub> = <em>ϕk</em><sub>cp</sub><em>N</em><sub>cp</sub> = 0.65 ⋅ 2 ⋅ 47.1 = 61.2&nbsp;kN ≥ <em>V</em><sub>f</sub> = 5.39&nbsp;kN</p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em> = 0.65 – strength reduction factor for anchors in shear according to ACI 318-14 – 17.3.3</li>\n  <li><em>k</em><sub>cp</sub> = 2.0 for <em>h</em><sub>ef</sub> ≥ 50 mm</li>\n  <li><em>N</em><sub>cp</sub> = <em>N</em><sub>cb</sub> = 47.1&nbsp;kN (concrete breakout strength – all anchors are assumed in tension) in case of cast-in anchors</li>\n</ul>\n<p>Utilization: <em>V</em><sub>f</sub> / <em>ϕV</em><sub>cp</sub> = 5.39 / 61.2 = 5.7&nbsp;%</p>\n<h3>Interaction of tensile and shear forces</h3>\n<p>Interaction of tensile and shear forces is assessed according to ACI 318-14 – R17.6.</p>\n<p>\\[ \\left ( \\frac{N_{ua}}{N_n} \\right )^{\\zeta} + \\left ( \\frac{V_{ua}}{V_n} \\right )^{\\zeta} = \\left ( 0.354 \\right )^{5/3} + \\left ( 0.923 \\right )^{5/3}= 1.062 \\le 1.0 \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>N</em><sub>ua</sub> and <em>V</em><sub>ua</sub> – design forces acting on an anchor</li>\n  <li><em>N</em><sub>n</sub> and <em>V</em><sub>n</sub> – the lowest design strengths determined from all appropriate failure modes</li>\n  <li><em>ς</em> = 5 / 3</li>\n</ul>\n<p>The strength of anchorage is not sufficient to transfer combined tensile and shear forces.</p>\n<h2>Check in IDEA&nbsp;StatiCa Connection</h2>\n<figure data-asset-id=\"ef7a867d-f6c5-4ff7-9b99-6ecc03ef663f\" data-image-id=\"ef7a867d-f6c5-4ff7-9b99-6ecc03ef663f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/25516233-71bf-465a-a1c4-25ef46b860a2/plates.png\" data-asset-id=\"ef7a867d-f6c5-4ff7-9b99-6ecc03ef663f\" data-image-id=\"ef7a867d-f6c5-4ff7-9b99-6ecc03ef663f\" alt=\"\"></figure>\n<figure data-asset-id=\"c3d781f4-5144-41c8-ae3d-02bd36c90da2\" data-image-id=\"c3d781f4-5144-41c8-ae3d-02bd36c90da2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b4922562-5f55-4eb4-8afb-dc3c2559c2eb/stress_in_concrete.png\" data-asset-id=\"c3d781f4-5144-41c8-ae3d-02bd36c90da2\" data-image-id=\"c3d781f4-5144-41c8-ae3d-02bd36c90da2\" alt=\"\"></figure>\n<figure data-asset-id=\"07b9e259-844d-482b-ad18-357f33068816\" data-image-id=\"07b9e259-844d-482b-ad18-357f33068816\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4d94df16-32a1-49fa-8240-a19bc6b817cd/anchors.png\" data-asset-id=\"07b9e259-844d-482b-ad18-357f33068816\" data-image-id=\"07b9e259-844d-482b-ad18-357f33068816\" alt=\"\"></figure>\n<p>In addition, the results of welds and concrete block in compression are shown. Loading of these components is negligible and therefore also utilization.</p>\n<figure data-asset-id=\"c65e36c7-1b66-49ed-be6a-1a5609b2d7e5\" data-image-id=\"c65e36c7-1b66-49ed-be6a-1a5609b2d7e5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1dc134bb-4b4d-41f1-9437-afe380dc7e08/welds.png\" data-asset-id=\"c65e36c7-1b66-49ed-be6a-1a5609b2d7e5\" data-image-id=\"c65e36c7-1b66-49ed-be6a-1a5609b2d7e5\" alt=\"\"></figure>\n<figure data-asset-id=\"f7e71c8b-bac4-45e2-b533-267290312b7c\" data-image-id=\"f7e71c8b-bac4-45e2-b533-267290312b7c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a34f3862-6baf-4c8d-b9f7-e3b870d065db/concrete.png\" data-asset-id=\"f7e71c8b-bac4-45e2-b533-267290312b7c\" data-image-id=\"f7e71c8b-bac4-45e2-b533-267290312b7c\" alt=\"\"></figure>\n<h2>Comparison</h2>\n<p>The force distribution in IDEA&nbsp;StatiCa Connection is slightly different than in manual assessment. The column and base plate are deformed and the base plate is in contact with concrete block. The bearing stress increases the forces in anchors. Thus, factors taking into account force eccentricity are slightly different. Concrete side-face blowout strength is in IDEA&nbsp;StatiCa Connection checked for each anchor separately but in manual calculation, it can be checked as a group to achieve slightly higher resistance. Due to these reasons, some individual load resistances are slightly different but only by a few percents. The final utilization – interaction of tensile and shear forces – is nearly identical, 106.2&nbsp;% in manual assessment and 107.7&nbsp;% in IDEA&nbsp;StatiCa.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"ef52a2f3_594f_0117_d9f7_0fd515c08564\"></object>"
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                                                                                    "value": "<p>Subcode: LRFD</p>\n<p>Type of connection: Bolted splice connection</p>\n<p>Unit system:&nbsp;Metric</p>\n<p>Designed acc. to:&nbsp;AISC&nbsp;360-16</p>\n<p>Investigated: Bolts in shear and bearing</p>\n<p>Plate material:&nbsp;A709, Gr. 50</p>\n<p>Bolts: 5/8'' A307</p>\n<h2>Geometry</h2>\n<figure data-asset-id=\"c00e0d91-89ea-4d30-b0b4-442e95460260\" data-image-id=\"c00e0d91-89ea-4d30-b0b4-442e95460260\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0c561067-5f43-43de-8e2a-73c48cf726ef/geometry.PNG\" data-asset-id=\"c00e0d91-89ea-4d30-b0b4-442e95460260\" data-image-id=\"c00e0d91-89ea-4d30-b0b4-442e95460260\" alt=\"\"></figure>\n<figure data-asset-id=\"db035cf2-08ba-44b3-9bb1-432475857b50\" data-image-id=\"db035cf2-08ba-44b3-9bb1-432475857b50\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/07975cee-2a0b-4198-a49b-dd248adaaf49/geometry2.PNG\" data-asset-id=\"db035cf2-08ba-44b3-9bb1-432475857b50\" data-image-id=\"db035cf2-08ba-44b3-9bb1-432475857b50\" alt=\"\"></figure>\n<h2>Applied load</h2>\n<p>Bolted splice connection is loaded by tension for the bolts in shear to be utilized at 100&nbsp;%.</p>\n<h2>Procedure</h2>\n<p>Concentrically loaded splice bolted connection is designed so that bolts fail in shear (AISC&nbsp;360-16 – J3.6). Bolt strength in bearing (AISC&nbsp;360-16 – J3.10) and strength of plates in tension (AISC&nbsp;360-16 – J4.1) are also checked. The bolt threads are intercepted by the shear plane.</p>\n<h2>Manual calculation</h2>\n<h3>Bolt strength</h3>\n<figure data-asset-id=\"a02943eb-f588-437c-9d92-9b867c8019b5\" data-image-id=\"a02943eb-f588-437c-9d92-9b867c8019b5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b263f217-89c6-4f63-9a34-422844ce9180/manual.PNG\" data-asset-id=\"a02943eb-f588-437c-9d92-9b867c8019b5\" data-image-id=\"a02943eb-f588-437c-9d92-9b867c8019b5\" alt=\"\"></figure>\n<p>The resistance of one shear plane of one bolt in shear is 27.6&nbsp;kN. Each bolt has two shear planes and there are 9 bolts at each half of the splice. The resistance is therefore 2 ∙ 9&nbsp;∙&nbsp;27.6 = 496.7&nbsp;kN.</p>\n<p>The bearing strength and tearout strength resist the force acting on both shear planes, i.e. 2&nbsp;∙&nbsp;27.6&nbsp;= 55.2&nbsp;kN. The smallest strength is the tearout strength of bolts near the edge of connected plates with the thickness of 10&nbsp;mm, 121&nbsp;kN. Other bolts have bearing strength of 128.1&nbsp;kN and the decisive is the plate with the thickness of 10&nbsp;mm. The sum of thicknesses of splices resisting in bearing is 12&nbsp;mm.</p>\n<h3>Strength of plates in tension</h3>\n<p>\\[ \\phi R_n = \\phi F_y A_g = 0.9 \\cdot 344.7 \\cdot 2000 = 620.46 \\, \\textrm{kN} \\]</p>\n<p>\\[ \\phi R_n = \\phi F_u A_e = 0.75 \\cdot 448.2 \\cdot 1476 = 496.16\\,\\textrm{kN} \\]</p>\n<h2>Check in IDEA&nbsp;StatiCa Connection</h2>\n<figure data-asset-id=\"3be83f48-dc04-4854-a2d5-aecba021b1de\" data-image-id=\"3be83f48-dc04-4854-a2d5-aecba021b1de\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9348ac4a-6928-4925-9142-893fdace8831/plates.png\" data-asset-id=\"3be83f48-dc04-4854-a2d5-aecba021b1de\" data-image-id=\"3be83f48-dc04-4854-a2d5-aecba021b1de\" alt=\"\"></figure>\n<figure data-asset-id=\"50880c63-7b38-4f16-82e8-d3d85810b706\" data-image-id=\"50880c63-7b38-4f16-82e8-d3d85810b706\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ccccbb8b-8bed-4022-b3db-78a7650e27cc/vonmises.png\" data-asset-id=\"50880c63-7b38-4f16-82e8-d3d85810b706\" data-image-id=\"50880c63-7b38-4f16-82e8-d3d85810b706\" alt=\"\"></figure>\n<figure data-asset-id=\"bcbd8abe-7f1b-4496-9834-ee0025e10de5\" data-image-id=\"bcbd8abe-7f1b-4496-9834-ee0025e10de5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/fd5c2b22-dbdc-48d8-b8db-6c59668d6305/plastic_strain.png\" data-asset-id=\"bcbd8abe-7f1b-4496-9834-ee0025e10de5\" data-image-id=\"bcbd8abe-7f1b-4496-9834-ee0025e10de5\" alt=\"\"></figure>\n<figure data-asset-id=\"385650e6-b3eb-4d8f-a6a6-dd5e12ecf254\" data-image-id=\"385650e6-b3eb-4d8f-a6a6-dd5e12ecf254\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/04e35977-0221-4ba2-8371-fb3fdd06e66f/bolts.png\" data-asset-id=\"385650e6-b3eb-4d8f-a6a6-dd5e12ecf254\" data-image-id=\"385650e6-b3eb-4d8f-a6a6-dd5e12ecf254\" alt=\"\"></figure>\n<p>There are some tensile forces in bolts due to plate deformation. Bolts are utilized at 99.9&nbsp;% and plates are yielding. From the plastic strain at the connected plate, it can be seen that the reserve is not very high.</p>\n<h2>Comparison</h2>\n<p>The tensile forces in bolts are neglected in manual calculation but they do not affect the shear strength of bolts by much. The load resistance in IDEA&nbsp;StatiCa Connection is 494&nbsp;kN while in manual calculation, it is 496&nbsp;kN. In IDEA&nbsp;StatiCa Connection, bolts are decisive and the plates are yielding. In manual calculation, the bolts and plate tensile rupture have the same load resistance. The difference between results provided by software and manual calculation is only 0.4&nbsp;%.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"b854cfbd_36a1_014e_7dab_1787bca269c6\"></object>"
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                                                                            "value": "<p>Sub-code: ASD</p>\n<p>Type of connection: simple welded connections</p>\n<p>Unit system: Metric</p>\n<p>Designed acc. to: AISC 360-16</p>\n<p>Investigated: Welds</p>\n<p>Plate Materials: Plate and column – ASTM A572 – Gr. 50</p>\n<p>Welds: Leg size = 3 mm, electrode E70XX</p>\n<h2>Geometry:</h2>\n<figure data-asset-id=\"a295b48d-fd87-4f91-892e-6f07240fdc20\" data-image-id=\"a295b48d-fd87-4f91-892e-6f07240fdc20\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/384efee4-7fe0-41e1-bdd0-d34084b2252b/AISC_ASD_weld1.png\" data-asset-id=\"a295b48d-fd87-4f91-892e-6f07240fdc20\" data-image-id=\"a295b48d-fd87-4f91-892e-6f07240fdc20\" alt=\"\"></figure>\n<h2>Applied forces:</h2>\n<p>Simple welded connections are loaded by tension, compression, bending moment or shear to be utilized at 100 %.</p>\n<h2>Procedure:</h2>\n<p>Simple welded connections of a plate to a beam are designed so that welds will fail first. The plate is loaded by only one component at a time – tension, compression, bending or shear. The joint is loaded for weld to be utilized at 100 % and the load is compared to the weld resistance according to AISC 360-16.</p>\n<h2>Manual calculation</h2>\n<p>In the case of bending both elastic and plastic stress distribution was calculated. Usually, more conservative elastic stress distribution is assumed although tensile strength of welds is used in formulas.</p>\n<figure data-asset-id=\"ec6e99cc-4716-48c3-8f7e-e6e0141fc6dc\" data-image-id=\"ec6e99cc-4716-48c3-8f7e-e6e0141fc6dc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1782b113-0f07-47af-b9f7-d1c903f6c458/AISC_ASD_weld2_603x245.png\" data-asset-id=\"ec6e99cc-4716-48c3-8f7e-e6e0141fc6dc\" data-image-id=\"ec6e99cc-4716-48c3-8f7e-e6e0141fc6dc\" alt=\"\"></figure>\n<table><tbody>\n  <tr><td>a) elastic stress distribution</td><td><em>b) plastic stress distribution</em></td></tr>\n</tbody></table>\n<p>Base metal strength does not have to be evaluated in case of use of matching electrodes but it is shown here for verification.</p>\n<p>Manual check is performed according to AISC&nbsp;360-16 – J.2.4.</p>\n<figure data-asset-id=\"a3a5f89c-104c-4dc7-b1f9-8197a80294b1\" data-image-id=\"a3a5f89c-104c-4dc7-b1f9-8197a80294b1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d61d4214-c0b5-40e3-b603-0d239c9d02b5/AISC_ASD_weld3_645x360.png\" data-asset-id=\"a3a5f89c-104c-4dc7-b1f9-8197a80294b1\" data-image-id=\"a3a5f89c-104c-4dc7-b1f9-8197a80294b1\" alt=\"\"></figure>\n<h2>Comparison</h2>\n<h3>Weld strength without base metal check</h3>\n<figure data-asset-id=\"7623e24d-adf2-4050-b97b-8ca6afd5b86d\" data-image-id=\"7623e24d-adf2-4050-b97b-8ca6afd5b86d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/af4f92e3-1b73-4e60-baf9-f99c010cec63/AISC_ASD_weld4_663x180.png\" data-asset-id=\"7623e24d-adf2-4050-b97b-8ca6afd5b86d\" data-image-id=\"7623e24d-adf2-4050-b97b-8ca6afd5b86d\" alt=\"\"></figure>\n<h3>Weld strength with base metal check</h3>\n<figure data-asset-id=\"4d2dea4a-0c0e-4b82-8dfc-d00f2c1be7a6\" data-image-id=\"4d2dea4a-0c0e-4b82-8dfc-d00f2c1be7a6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/26a9a52e-4b22-467a-8f92-53edfc202407/AISC_ASD_weld5_669x180.png\" data-asset-id=\"4d2dea4a-0c0e-4b82-8dfc-d00f2c1be7a6\" data-image-id=\"4d2dea4a-0c0e-4b82-8dfc-d00f2c1be7a6\" alt=\"\"></figure>\n<p>The results of both IDEA StatiCa Connection design and computation according to AISC Design examples gives nearly identical values in case of simple welds both with and without base metal check. IDEA provides slightly conservative results (at 98&nbsp;%) for tension, compression and shear loading. Weld subjected to bending shows a behavior between elastic and plastic stress distribution, being closer to the plastic distribution.</p>"
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                                                                    "value": "<p>This verification example was prepared by <a href=\"https://cee.utk.edu/people/mark-denavit/\">Mark D. Denavit</a> and Kayla Truman-Jarrell in a joint project of <a href=\"https://www.utk.edu/\">The University of Tennessee</a> and IDEA StatiCa.</p>\n<p><br></p>\n<h2>1 Description</h2>\n<p>A comparison between results from the <a data-item-id=\"6e068636-6a02-5d0e-89ad-6dcff4e21151\" href=\"\">component-based finite element method (CBFEM</a>) and traditional calculation methods used in US practice for single plate shear connections is presented in this section. A schematic of the connection investigated is presented in Fig. 1.</p>\n<figure data-asset-id=\"b26e9a77-64d5-4619-b1ba-df3540db2640\" data-image-id=\"b26e9a77-64d5-4619-b1ba-df3540db2640\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/491ffa02-1aa1-42cc-8a76-3d607fae0e1c/Single%20plate%20shear1.png\" data-asset-id=\"b26e9a77-64d5-4619-b1ba-df3540db2640\" data-image-id=\"b26e9a77-64d5-4619-b1ba-df3540db2640\" alt=\"\"></figure>\n<p><em>Fig. 1 Schematic of single plate shear connection.</em></p>\n<p>The traditional calculation methods used in this work are based upon the recommendations presented in Part 10 of the AISC <em>Manual</em> (2017). Two approaches for the design of single plate shear connections are presented in Part 10 of the AISC <em>Manual</em>. The first, for “conventional” configurations, offers some simplifications if certain dimensional limitations are met. The second, for “extended” configurations, is more broadly applicable but without the simplifications permitted for the design of conventional configurations. Specifically, conventional configurations must have a single vertical row of between 2 and 12 bolts, the distance between the bolt line and the weld line, <em>a</em>, must be equal to or less than 3.5 in., bolts must be in standard holes or short-slotted holes transverse to the member reaction, the vertical edge distance, <em>l</em><em><sub>ev</sub></em>, must satisfy the minimum edge distance requirements of Table J3.4 of the AISC <em>Specification</em> (2016), the horizontal edge distance, <em>l</em><em><sub>eh</sub></em>, must be greater than or equal to 2<em>d</em>, where <em>d</em> is the bolt diameter, and either the thickness of the plate, <em>t</em><em><sub>p</sub></em>, or the thickness of the beam web, <em>t</em><em><sub>w</sub></em>, must satisfy maximum thickness requirements.</p>\n<p>The primary simplification to design for connections that meet these requirements is that bolt group strength may be evaluated as follows: bolt shear strength checked using the eccentricity listed in Table 10-9 of the AISC <em>Manual</em> (2017) and bearing and tearout checked assuming the reaction is applied concentrically. This simplification avoids the need to consider tearout in an eccentrically loaded bolt group. For extended configuration calculations, where tearout is considered when determining the strength of the eccentrically loaded bolt group, two different methods are employed. The first method is a commonly used conservative approximation known as the “poison bolt” method. In this method, the strength of the eccentrically loaded bolt group is obtained by identifying the smallest possible strength for any of the bolts for any direction of force then utilizing that value of strength in conjunction with a value of <em>C</em> from the tables in Part 7 of the AISC <em>Manual</em> (2017). The values of <em>C</em> listed in the tables are computed from the instantaneous center of rotation (IC) method. The second method is to use the modified instantaneous center of rotation method developed by Denavit et al. (2021) in which tearout is considered explicitly within the iterative procedure for determining the strength of the bolt group.</p>\n<p>Beyond bolt group strength, shear yielding of the plate, shear rupture of the plate, block shear rupture of the plate, and weld shear are also checked for conventional configurations. Additional checks for extended configurations include those for flexural rupture, plate interaction strength, and plate buckling.</p>\n<p>All traditional calculations were performed in accordance with the provisions for load and resistance factor design (LRFD) in the AISC <em>Specification</em> (2016).</p>\n<p>The CBFEM results were obtained from IDEA StatiCa Version 21.0. An example model is shown in Fig. 2. The maximum permitted loads were determined iteratively by adjusting the applied load input to a value that the program deems safe but if increased by a small amount (e.g., 0.1 kip) the program would deem unsafe. In all models, the supported beam was assigned a “N-Vz-My” model type to ensure in-plane behavior. Unless noted otherwise, forces were defined such that the point of zero moment was located at the weld line, matching the assumption of the design methods presented in Part 10 of the AISC <em>Manual</em> (2017).</p>\n<figure data-asset-id=\"1918512d-44c9-4872-9571-db8e37035389\" data-image-id=\"1918512d-44c9-4872-9571-db8e37035389\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/79ac3744-5239-47e8-b103-9590f9953d52/Single%20plate%20shear2.png\" data-asset-id=\"1918512d-44c9-4872-9571-db8e37035389\" data-image-id=\"1918512d-44c9-4872-9571-db8e37035389\" alt=\"\"></figure>\n<p><em>Fig. 2 Single plate shear connection modeled in IDEA StatiCa.</em></p>\n<h2>2 Bolt Group Strength</h2>\n<p>First, connections, where the strength of the bolt group controls the strength of the connection, are investigated. For these comparisons the column is a W14x90, and the supported beam, which frames into the flange of the column, is a W18x50. Both conform to ASTM A992 (<em>F</em><em><sub>y</sub></em><sub> </sub>= 50 ksi, <em>F</em><em><sub>u</sub></em> = 65 ksi). The plate is 15 in. tall (<em>s</em> = 3 in., <em>l</em><em><sub>ev</sub></em> = 1.5 in.), 1/2 in. thick, and conforms to ASTM A36 (<em>F</em><em><sub>y</sub></em><sub> </sub>= 36 ksi, <em>F</em><em><sub>u</sub></em> = 58 ksi). Each vertical row of bolts has (5) 3/4 in. diameter A325 bolts with threads not excluded from the shear plane and horizontal edge distance, <em>l</em><em><sub>eh</sub></em> = 2.0 in. The weld was a 5/16 in. fillet weld on both sides in accordance with the (<sup>5</sup>/<sub>8</sub>)<em>t</em><em><sub>p</sub></em> rule noted in Part 10 of the AISC <em>Manual</em> (2017). The distance from the weld line to the bolt line, <em>a</em>, was varied from 2 in. to 5 in. (Fig. 3). Note that this connection satisfies the requirements for the conventional configuration when <em>a</em> ≤ 3.5 in.</p>\n<figure data-asset-id=\"bcebf5f9-aedc-4880-b8c1-75f808ce85ee\" data-image-id=\"bcebf5f9-aedc-4880-b8c1-75f808ce85ee\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3cfdee25-e061-4631-8091-cc975d0460c6/Single%20plate%20shear3.png\" data-asset-id=\"bcebf5f9-aedc-4880-b8c1-75f808ce85ee\" data-image-id=\"bcebf5f9-aedc-4880-b8c1-75f808ce85ee\" alt=\"\"></figure>\n<p><em>Fig. 3 Variation of ‘a’ in the IDEA StatiCa model.</em></p>\n<p>Variation of the shear capacity of the connections with the distance <em>a</em> is presented in Fig. 4. Bolt shear rupture was the controlling limit state for all values of <em>a</em> and all methods of calculation. The IDEA StatiCa results match well with the traditional calculations for the extended configuration. Where applicable, the traditional calculations for the conventional configuration give somewhat greater shear capacity. The reason for this is that a reduced eccentricity of <em>a</em>/2 is permitted to be assumed for conventional configurations per Table 10-9 of the AISC <em>Manual</em> (2017). The eccentricity of the bolt group is taken as <em>a</em> for the extended configuration calculations. The eccentricity of the bolt group is also equal to <em>a</em> for IDEA StatiCa because the point of zero moment was defined to be at the weld line. The poison bolt method and the modified IC method provide the same results indicating that tearout did not control for any bolt (i.e., the plate and beam web were sufficiently thick and the bolt spacing and edge distances were sufficiently large).</p>\n<figure data-asset-id=\"1c83acfc-3f77-4f00-bb6e-dc67d76eb290\" data-image-id=\"1c83acfc-3f77-4f00-bb6e-dc67d76eb290\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2a2bc715-a136-4478-84ba-c7a0496e5bd2/Single%20plate%20shear4.png\" data-asset-id=\"1c83acfc-3f77-4f00-bb6e-dc67d76eb290\" data-image-id=\"1c83acfc-3f77-4f00-bb6e-dc67d76eb290\" alt=\"\"></figure>\n<p><em>Fig. 4 Shear capacity of single plate shear connection with respect to ‘a’.</em></p>\n<p>Variation of the shear capacity with the distance <em>a</em> is presented in Fig. 5 for connections with the same properties as previously described but with two vertical rows of bolts (Fig. 6) and <em>l</em><em><sub>eh</sub></em> = 1.5 in. The horizontal spacing between vertical rows of bolts was 3 in. These connections are extended configuration regardless of the value of <em>a</em> given that they have more than one vertical row of bolts. Again, bolt shear rupture was the controlling limit state for all values of <em>a</em> and all methods and the IDEA StatiCa results match well with the traditional calculations.</p>\n<figure data-asset-id=\"b7812ad8-cdb4-4ecc-a530-04fe559ab3a3\" data-image-id=\"b7812ad8-cdb4-4ecc-a530-04fe559ab3a3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/685f5b63-c518-4e2e-bc34-d6ec261e2bd4/Single%20plate%20shear5.png\" data-asset-id=\"b7812ad8-cdb4-4ecc-a530-04fe559ab3a3\" data-image-id=\"b7812ad8-cdb4-4ecc-a530-04fe559ab3a3\" alt=\"\"></figure>\n<p><em>Fig. 5 Shear capacity of extended configuration with two rows of bolts with respect to ‘a’.</em></p>\n<figure data-asset-id=\"357f22eb-2ca7-401e-8ba0-54663d9bc023\" data-image-id=\"357f22eb-2ca7-401e-8ba0-54663d9bc023\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/591f2370-1ef0-4765-91d0-ac6ac1579768/Single%20plate%20shear6.png\" data-asset-id=\"357f22eb-2ca7-401e-8ba0-54663d9bc023\" data-image-id=\"357f22eb-2ca7-401e-8ba0-54663d9bc023\" alt=\"\"></figure>\n<p><em>Fig. 6 Extended Configuration with 2 rows of bolts modeled in IDEA StatiCa.</em></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"e6ac0024_ac83_0160_7be6_38d7f01dbcc5\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n775ce80e_2f4f_01f6_52f1_2ecfa487567f\"></object>\n<h2>3 Plate Thickness</h2>\n<p>Varying the plate thickness allows for a wider range of limit states to control, including bearing and tearout at the bolt holes and shear yielding and rupture of the plate. For these comparisons the column is a W14x90 and the supported beam, which frames into the flange of the column, is a W18x130. Both conform to ASTM A992 (<em>F</em><em><sub>y</sub></em><sub> </sub>= 50 ksi, <em>F</em><em><sub>u</sub></em> = 65 ksi). The plate is 14 in. tall (<em>s</em> = 3 in., <em>l</em><em><sub>ev</sub></em> = 1 in.) and conforms to ASTM A572 Gr. 50 (<em>F</em><em><sub>y</sub></em><sub> </sub>= 50 ksi, <em>F</em><em><sub>u</sub></em> = 65 ksi). The thickness of the plate varies from 3/16 in. to 3/4 in. in these analyses. There is one vertical row of (5) 3/4 in. diameter A490 bolts with threads not excluded from the shear plane and horizontal edge distance, <em>l</em><em><sub>eh</sub></em> = 1.5 in. Fillet welds were provided on both sides of the plate with size varying with plate thickness in accordance with the (<sup>5</sup>/<sub>8</sub>)<em>t</em><em><sub>p</sub></em> rule noted in Part 10 of the AISC <em>Manual</em> (2017). The distance from the weld line to the bolt line, <em>a</em>, was 3.0 in. These connections satisfy the requirements for the conventional configuration for plate thicknesses less than or equal to 7/16 in.</p>\n<p>Variation of the shear capacity of the connections with plate thickness is presented in Fig. 7 with the controlling limit sates presented in Table 1. The most notable result is that the traditional calculations for the extended configuration using the poison bolt method show far lower strengths than the other methods. The poison bolt method, in which the lowest possible strength for any bolt is taken as the strength of every bolt, can be highly conservative. However, it is used in practice for the evaluation of eccentrically loaded bolt groups where tearout may control. For this connection, the strength of all the bolts is based on the tearout strength of the bottom bolt using an edge distance of <em>l</em><em><sub>ev</sub></em> = 1 in. resulting in a clear distance <em>l</em><em><sub>c</sub></em> = 0.594 in. In IDEA StatiCa and the modified IC method, the strength of each individual bolt is based on the clear distance in the direction of force for that individual bolt. For example, at the limiting shear capacity of the connection with 1/4 in. thick plate, the clear distance for the bottom bolt computed by IDEA StatiCa is <em>l</em><em><sub>c</sub></em> = 1.240 in. based on the angle of load in the bolt (Fig. 8b). Tearout strength is proportional to clear distance, so the strength of the bolts per IDEA StatiCa is significantly greater than assumed in the poison bolt method.</p>\n<p>For the connections with the thinner plates, the plate controlled in both IDEA StatiCa and the traditional calculations (other than those using the poison bolt method). However, in IDEA StatiCa, plastic strains were concentrated at the holes of the top and especially the bottom bolts (Fig. 8). This contrasts with the assumed shear rupture failure plane used in the traditional calculations (i.e., a vertical line through the center of the bolts). Despite the differences in behavior, the resulting shear strength was close with IDEA StatiCa providing slightly lower shear capacities for the connections with the thinner plates.</p>\n<figure data-asset-id=\"f53a9d93-44d2-478c-99a2-d061f3cb8a24\" data-image-id=\"f53a9d93-44d2-478c-99a2-d061f3cb8a24\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2869c09b-8eb4-4204-9c27-523a1056385d/Single%20plate%20shear7.png\" data-asset-id=\"f53a9d93-44d2-478c-99a2-d061f3cb8a24\" data-image-id=\"f53a9d93-44d2-478c-99a2-d061f3cb8a24\" alt=\"\"></figure>\n<p><em>Fig. 7 Shear Capacity of single plate shear connection with respect to plate thickness.</em></p>\n<p><br></p>\n<p><em>Table 1. Controlling limit state for results presented in Fig. 7</em></p>\n<table><tbody>\n  <tr><td><strong>Plate Thickness</strong></td><td><strong>IDEA StatiCa</strong></td><td><p><strong>Traditional</strong></p>\n<p><strong>Conventional</strong></p>\n</td><td><p><strong>Traditional Extended</strong></p>\n<p><strong>(Poison Bolt)</strong></p>\n</td><td><p><strong>Traditional Extended</strong></p>\n<p><strong>(Modified IC)</strong></p>\n</td></tr>\n  <tr><td>3/16 in.</td><td>Plate strain</td><td>Plate shear rupture</td><td>Bolt group</td><td>Plate shear rupture</td></tr>\n  <tr><td>1/4 in.</td><td>Plate strain</td><td>Plate shear rupture</td><td>Bolt group</td><td>Plate shear rupture</td></tr>\n  <tr><td>5/16 in.</td><td>Plate Strain</td><td>Plate shear rupture</td><td>Bolt group</td><td>Bolt group</td></tr>\n  <tr><td>3/8 in.</td><td>Bolt shear rupture</td><td>Bolt shear rupture</td><td>Bolt group</td><td>Bolt group</td></tr>\n  <tr><td>1/2 in.</td><td>Bolt shear rupture</td><td>n/a</td><td>Bolt group</td><td>Bolt group</td></tr>\n  <tr><td>5/8 in.</td><td>Bolt shear rupture</td><td>n/a</td><td>Bolt group</td><td>Bolt group</td></tr>\n  <tr><td>3/4 in.</td><td>Bolt shear rupture</td><td>n/a</td><td>Bolt group</td><td>Bolt group</td></tr>\n</tbody></table>\n<figure data-asset-id=\"6318081e-3ff2-46c5-a972-4def011e4991\" data-image-id=\"6318081e-3ff2-46c5-a972-4def011e4991\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e4d2288e-5acc-4e45-8568-bb63a4c032b0/Single%20plate%20shear8.png\" data-asset-id=\"6318081e-3ff2-46c5-a972-4def011e4991\" data-image-id=\"6318081e-3ff2-46c5-a972-4def011e4991\" alt=\"\"></figure>\n<p><em>Fig. 8 Detailed results for connection with 1/4 in. plate thickness.</em></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n4052e245_dd6f_01cb_93fb_6d57caac7ba0\"></object>\n<h2>4 Other Framing Configurations</h2>\n<p>Single plate shear connections are used for a variety of framing configurations. This section investigates two additional configurations, one where the supported beam frames into the web of a column and another where the supported beam frames into the web of a girder.</p>\n<p>For the case of the supported beam framing into the web of a column (Fig. 9), the column is a W27x114, and the supported beam is a W18x50. For the case of the supported beam framing into the web of a girder (Fig. 11), the girder is a W21x55, and the supported beam is a W18x46. All wide flange shapes conform to ASTM A992 (<em>F</em><em><sub>y</sub></em><sub> </sub>= 50 ksi, <em>F</em><em><sub>u</sub></em> = 65 ksi). For both cases, the plate is 13 in. tall (<em>s</em> = 3 in., <em>l</em><em><sub>ev</sub></em> = 2 in.), 3/8 in. thick, and conforms to ASTM A36 (<em>F</em><em><sub>y</sub></em><sub> </sub>= 36 ksi, <em>F</em><em><sub>u</sub></em> = 58 ksi). The connections have a single vertical row of (4) 3/4 in. diameter A325 bolts with threads not excluded from the shear plane and horizontal edge distance, <em>l</em><em><sub>eh</sub></em> = 2 in. The weld was a 5/16 in. fillet weld on both sides of the plate. The distance from the weld line to the bolt line, <em>a</em>, was varied from 3 in. to 5.5 in.</p>\n<p>Variation of the shear capacity of the connections with the distance <em>a</em> is presented in Fig. 10 for the case of the supported beam framing into the web of a column and Fig. 12 for the case of the supported beam framing into the web of a girder. Bolt shear rupture was the controlling limit state for all values of <em>a</em> and all methods in both framing configurations. The capacity determined from IDEA StatiCa agrees with that from the traditional calculations.</p>\n<figure data-asset-id=\"40dcc36b-e967-4a15-87dd-f7051c812654\" data-image-id=\"40dcc36b-e967-4a15-87dd-f7051c812654\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f286f1f3-3264-4db0-a502-71f436ebe0a6/Single%20plate%20shear9.png\" data-asset-id=\"40dcc36b-e967-4a15-87dd-f7051c812654\" data-image-id=\"40dcc36b-e967-4a15-87dd-f7051c812654\" alt=\"\"></figure>\n<p><em>Fig. 9 IDEA StatiCa model of single plate shear connection welded to weak axis of column.</em></p>\n<figure data-asset-id=\"a8ad7b84-bd7a-4b20-93d8-6203e9fca389\" data-image-id=\"a8ad7b84-bd7a-4b20-93d8-6203e9fca389\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ab2b8aa8-c2df-406d-a07c-7f11bc028525/Single%20plate%20shear10b.png\" data-asset-id=\"a8ad7b84-bd7a-4b20-93d8-6203e9fca389\" data-image-id=\"a8ad7b84-bd7a-4b20-93d8-6203e9fca389\" alt=\"\"></figure>\n<p><em>Fig. 10 Shear capacity of single plate shear connection welded to weak axis of column with respect to ‘a’.</em></p>\n<figure data-asset-id=\"f1bf624c-4d72-4f35-9779-a29ef2aaa8c4\" data-image-id=\"f1bf624c-4d72-4f35-9779-a29ef2aaa8c4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/44fd4e19-864d-4847-b6a0-915a1d7f7aa6/Single%20plate%20shear11.png\" data-asset-id=\"f1bf624c-4d72-4f35-9779-a29ef2aaa8c4\" data-image-id=\"f1bf624c-4d72-4f35-9779-a29ef2aaa8c4\" alt=\"\"></figure>\n<p><em>Fig. 11 IDEA StatiCa model of single plate shear connection welded to beam web.</em></p>\n<figure data-asset-id=\"f8803855-8f80-4287-8df2-cb64a011ad73\" data-image-id=\"f8803855-8f80-4287-8df2-cb64a011ad73\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/fb769e78-549a-43a9-adb7-6fc50f34e41c/Single%20plate%20shear12.png\" data-asset-id=\"f8803855-8f80-4287-8df2-cb64a011ad73\" data-image-id=\"f8803855-8f80-4287-8df2-cb64a011ad73\" alt=\"\"></figure>\n<p><em>Fig. 12 Shear Capacity of single plate shear connection welded to beam web with respect to ‘a’.</em></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n21f359a4_29ed_0159_8fb8_db2db6b6b912\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n697d4f92_8019_01bf_eb49_53c5a44fc7cc\"></object>\n<h2>5 Location of the Point of Zero Moment</h2>\n<p>The design methodology for single plate shear connections in Part 10 of the AISC <em>Manual</em> (2017) presumes that the location of the point of zero moment is at the weld line. Accordingly, all the IDEA StatiCa analyses thus far in this document have utilized an equivalent assumption for the position on the member from the node where the load is applied, <em>X</em>. However, other choices of the location of the point of zero moment could be made, especially if the choice is made consistently with the location of the pin in the structural analysis model of the frame.</p>\n<p>Analyses were performed to investigate the impact of the location of the point of zero moment. For these analyses, the column is a W14x90, and the supported beam, which frames into the flange of the column, is a W18x143. Both conform to ASTM A992 (<em>F</em><em><sub>y</sub></em><sub> </sub>= 50 ksi, <em>F</em><em><sub>u</sub></em> = 65 ksi). The plate is 14 in. tall (<em>s</em> = 3 in., <em>l</em><em><sub>ev</sub></em> = 1 in.), 3/8 in. thick, and conforms to ASTM A572 Gr. 50 (<em>F</em><em><sub>y</sub></em><sub> </sub>= 50 ksi, <em>F</em><em><sub>u</sub></em> = 65 ksi). There is one vertical row of (5) 3/4 in. diameter A490 bolts with threads excluded from the shear plane and horizontal edge distance, <em>l</em><em><sub>eh</sub></em> = 1 in. Fillet welds were provided on both sides of the plate with size varying with plate thickness in accordance with the (<sup>5</sup>/<sub>8</sub>)<em>t</em><em><sub>p</sub></em> rule noted in Part 10 of the AISC <em>Manual</em> (2017). The distance from the weld line to the bolt line, <em>a</em>, was 9 in.</p>\n<p>Variation of the shear capacity with the distance <em>X</em> (measured from the centerline of the column to the location of the point of zero moment) is presented in Fig. 13. The controlling limit state per IDEA StatiCa was bolt tearout for x ≤ 16 in. and weld resistance for greater values of <em>X</em>. The controlling limit states for the traditional calculations using the modified IC method were bolt group strength for x &lt; 17 in. and shear rupture of the plate for greater values of <em>X</em>. The controlling limit state for the traditional calculations using the poison bolt method was bolt group strength for all values of <em>X</em>. It is interesting to note that the IDEA StatiCa results were near those from the poison bolt method for this comparison. For these cases, the direction of the force in the controlling bolt is near that of the worst-case condition used in the poison bolt method (Fig. 14).</p>\n<figure data-asset-id=\"f8f1b122-82d9-487e-9037-6a37aadf6566\" data-image-id=\"f8f1b122-82d9-487e-9037-6a37aadf6566\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/df624fb8-6c6a-41ba-a529-c7f320de608f/Single%20plate%20shear13.png\" data-asset-id=\"f8f1b122-82d9-487e-9037-6a37aadf6566\" data-image-id=\"f8f1b122-82d9-487e-9037-6a37aadf6566\" alt=\"\"></figure>\n<p><em>Fig. 13 Shear capacity of single plate shear connection versus the location of the point of zero moment</em></p>\n<figure data-asset-id=\"ca4b343c-7172-4c9e-8c00-eb535caaf1af\" data-image-id=\"ca4b343c-7172-4c9e-8c00-eb535caaf1af\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b0f5dd53-44a8-4400-8876-96667a9585fa/Single%20plate%20shear14.png\" data-asset-id=\"ca4b343c-7172-4c9e-8c00-eb535caaf1af\" data-image-id=\"ca4b343c-7172-4c9e-8c00-eb535caaf1af\" alt=\"\"></figure>\n<p><em>Fig. 14 Detailed results for connection the position of the point of zero moment located at the weld line.</em></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"de791749_3c52_01ea_bd94_9ad1a63d8074\"></object>\n<h2>6 Stiffness Analysis</h2>\n<p>In addition to strength requirements, single plate shear connections must also satisfy rotation capacity requirements. Section B3.4a of the AISC <em>Specification</em> (2016) states that “a simple connection shall have sufficient rotation capacity to accommodate the required rotation determined by the analysis of the structure.” For the traditional calculations, this requirement is satisfied by maximum plate and beam web thickness limitations described in Part 10 of the AISC <em>Manual</em> (2017). With IDEA StatiCa, this requirement can be satisfied by performing a stiffness analysis.</p>\n<p>The rotation capacities from a series of analyses on connections with varying plate thickness are presented in Fig. 15. For these analyses, the column is a W14x90, and the supported beam, which frames into the flange of the column, is a W18x130. Both conform to ASTM A992 (<em>F</em><em><sub>y</sub></em><sub> </sub>= 50 ksi, <em>F</em><em><sub>u</sub></em> = 65 ksi). The plate is 15 in. tall (<em>s</em> = 3 in., <em>l</em><em><sub>ev</sub></em> = 1.5 in.) and conforms to ASTM A572 Gr. 50 (<em>F</em><em><sub>y</sub></em><sub> </sub>= 50 ksi, <em>F</em><em><sub>u</sub></em> = 65 ksi). There is one vertical row of (5) 7/8 in. diameter A325 bolts with threads not excluded from the shear plane and horizontal edge distance, <em>l</em><em><sub>eh</sub></em> = 1.5 in. Fillet welds were provided on both sides of the plate with size varying with plate thickness in accordance with the (<sup>5</sup>/<sub>8</sub>)<em>t</em><em><sub>p</sub></em> rule noted in Part 10 of the AISC <em>Manual</em> (2017). The distance from the weld line to the bolt line, <em>a</em>, was 3 in. These connections satisfy the requirements for the conventional configuration and rotation capacity since all plate thicknesses are less than or equal to 1/2 in. (AISC <em>Manual </em>Table 10-9).</p>\n<p>The analyses were performed using the ‘ST’ (stiffness) analysis type. Unlike the previous analyses, these models were loaded with bending moments about the major axis of the beam. The rotational capacity was independent of the magnitude of applied load.</p>\n<p>Per Section B3.4a of the AISC <em>Specification</em> (2016) the required rotation capacity is determined from the structural analysis and depends on the framing and loads. A value of 0.03 rad or 30 mrad is commonly accepted as a reasonable upper bound for beam end rotation and the plate thickness limitations of Part 10 of the AISC <em>Manual</em> (2017) were calibrated to meet this upper bound (Muir and Thornton 2011). The rotation capacities shown in Fig. 15 are less than 30 mrad despite meeting the plate thickness requirements. The values may still be acceptable to a wide range of cases which have less beam end rotation than the upper bound, however, it is also possible that the stiffness analysis in IDEA StatiCa is not fully capturing the ductility of the connections.&nbsp;</p>\n<figure data-asset-id=\"7fea45b3-435e-42d2-bfb3-299061967305\" data-image-id=\"7fea45b3-435e-42d2-bfb3-299061967305\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2ff74085-3a3a-4d90-b4ab-9842e0993b74/Single%20plate%20shear15.png\" data-asset-id=\"7fea45b3-435e-42d2-bfb3-299061967305\" data-image-id=\"7fea45b3-435e-42d2-bfb3-299061967305\" alt=\"\"></figure>\n<p><em>Fig. 15 Rotation capacity with respect to varying plate thickness.</em></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"d9ab241d_ab2c_0125_7aec_7c0be2ef8566\"></object>\n<h2>7 Summary</h2>\n<p>This study compared the design of single plate shear connections by traditional calculation methods used in US practice and IDEA StatiCa. Key observations from the study include:</p>\n<ul>\n  <li>The available strength of single plate shear connections per IDEA StatiCa agrees well with traditional calculations using the method for extended configurations.</li>\n  <li>The available strength per IDEA StatiCa was found to be conservative in comparison to the traditional calculations using the method for conventional configurations, which assumes a reduced eccentricity in some cases.</li>\n  <li>IDEA StatiCa detects the clear distance for each bolt individually for consideration of tearout, resulting in appropriate reductions in strength when edge distances are small.</li>\n  <li>IDEA StatiCa allows the investigation of different assumed locations of the point of zero moment.</li>\n  <li>Stiffness analysis in IDEA StatiCa can be used to evaluate the rotation capacity requirements of AISC <em>Specification</em> Section B3.4a. However, the results were found to be conservative in comparison to the design rules presented in the AISC <em>Manual</em> for the cases examined.</li>\n</ul>\n<h2>8 References</h2>\n<p>AISC. (2016). Specification for Structural Steel Buildings. American Institute of Steel Construction, Chicago, Illinois.</p>\n<p>AISC. (2017). Steel Construction Manual, 15th Edition. American Institute of Steel Construction, Chicago, Illinois.</p>\n<p>Denavit, M. D., Franceschetti, N., and Shahan, A. (2021). Investigation of Bearing and Tearout of Steel Bolted Connections. Final Research Report to the American Institute of Steel Construction, Chicago, Illinois.</p>\n<p>Muir, L. S., and Thornton, W. A. (2011). “The Development of a New Design Procedure for Conventional Single-Plate Shear Connections.” AISC Engineering Journal, 48(2), 141–152.</p>"
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                                                            "value": "<p>Strain check is performed at shell finite elements simulating plates. The yield strength is decreased by the capacity factor.</p>\n<p>The resulting equivalent stress (HMH, von Mises) and <a data-item-id=\"46a108f9-c505-4a5e-af09-1785b0efc4c6\" href=\"\">plastic strain</a> are calculated on plates. When the yield strength (multiplied by capacity factor <em>ϕ</em> = 0.9, which is editable in Code setup) on the bilinear material diagram is reached, the check of the equivalent plastic strain is performed. The limit value of 5 % is suggested in <a data-item-id=\"078b0460-9b50-4485-9ce3-a9d9d6fde2de\" href=\"\">Eurocode</a> (EN1993-1-5 App. C, Par. C8, Note 1). This value can be modified in the Code setup, but verification studies were made for this recommended value.</p>\n<p>The plate element is divided into five layers, and elastic/plastic behavior is investigated in each of them. The program shows the worst result from all of them.</p>\n<figure data-asset-id=\"7e963e93-aa1f-4a88-92e7-d4b45d22e169\" data-image-id=\"7e963e93-aa1f-4a88-92e7-d4b45d22e169\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/fbf06b51-8c3f-4ce3-91ac-72804c174a19/AS-Plates.PNG\" data-asset-id=\"7e963e93-aa1f-4a88-92e7-d4b45d22e169\" data-image-id=\"7e963e93-aa1f-4a88-92e7-d4b45d22e169\" alt=\"\"></figure>\n<p>The <a data-item-id=\"06158daa-1491-4e83-ac34-4964bd5a3c63\" href=\"\">CBFEM</a> method can provide stress a little bit higher than yield strength. The reason is the slight inclination of the plastic branch of the stress-strain diagram, which is used in the analysis to improve the stability of the interaction calculation. This is not a problem for practical design. The equivalent plastic strain is exceeded at higher stress, and the joint does not satisfy anyway.</p>"
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                                                                    "value": "<p>The forces in bolts including prying forces are determined by finite element analysis. The bolt resistances are checked by code provisions.</p>\n<h2>Bolts</h2>\n<p>Bolts are checked according to Chapter&nbsp;9.2 Design of bolts. The tensile and shear force in each bolt is determined by finite element analysis. Prying forces are taken into account as suggested by Clause&nbsp;9.1.8. Prying forces are determined by finite element analysis. Each shear plane is checked individually. Ply in the bearing is checked against the sum of shear forces at nearby planes.</p>\n<h3>Bolt in shear</h3>\n<p>A bolt subject to a design shear force is designed according to Cl.&nbsp;9.2.2.1 and shall satisfy:</p>\n<p>\\[ V_f^* \\le \\phi V_f \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>V</em><sub>f</sub>* – design shear force</li>\n  <li><em>ϕ</em> = 0.8 – capacity factor (Table 3.4) editable in Code setup</li>\n  <li><em>V</em><sub>f</sub> = 0.62 <em>f</em><sub>uf</sub> <em>A</em> – nominal shear capacity of a bolt</li>\n  <li><em>f</em><sub>uf</sub> – minimum tensile strength of the bolt as specified in Table 9.2.1</li>\n  <li><em>A</em> – area of a bolt equal either to <em>A</em><sub>c</sub> or <em>A</em><sub>o</sub> which are minor diameter area of the bolt as defined in AS 1275 or nominal plain shank area of the bolt, respectively. Each shear plane is checked individually.</li>\n</ul>\n<p>The value of <em>A</em><sub>c</sub> is in the software approximated by a function:</p>\n<p><em>A</em><sub>c</sub> = 0.0000163 · <em>A</em><sub>s</sub><sup>2</sup> + 0.91682 · <em>A</em><sub>s</sub> − 0.85375</p>\n<p>The maximal difference is 0.8&nbsp;mm<sup>2</sup> or 0.5&nbsp;%.</p>\n<p>Reduction factor given in Table 9.2.2.1 to account for the length of a bolted lap connection equals 1.0. The reduction is applied automatically by checking each bolt individually.</p>\n<p>According to Cl.&nbsp;9.2.2.5, for connections in which filler plates exceed 6 mm in thickness, the nominal shear capacity of a bolt shall be reduced by 15&nbsp;%. For multi-shear plane connection, the reduction is applied to all shear planes.</p>\n<h3>Bolt in tension</h3>\n<p>A bolt subject to design tension force is designed according to Cl.&nbsp;9.2.2.2 and shall satisfy:</p>\n<p>\\[ N_{tf}^* \\le \\phi N_{tf} \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>N</em><sub>tf</sub>* – design tension force</li>\n  <li><em>ϕ</em> = 0.8 – capacity factor (Table 3.4) editable in Code setup</li>\n  <li><em>N</em><sub>tf</sub> = <em>A</em><sub>s</sub> <em>f</em><sub>uf</sub> – nominal tensile capacity of a bolt</li>\n  <li><em>A</em><sub>s</sub> – tensile stress area of a bolt as specified in AS 1275</li>\n  <li><em>f</em><sub>uf</sub> – minimum tensile strength of the bolt as specified in Table 9.2.1</li>\n</ul>\n<h3>Bolt subject to combined shear and tension</h3>\n<p>A bolt required to resist both design shear and design tensile forces at the same time is designed according to Cl.&nbsp;9.2.2.3 shall satisfy:</p>\n<p>\\[ \\left ( \\frac{V_f^*}{\\phi V_f} \\right ) ^2 + \\left ( \\frac{N_{tf}^*}{\\phi N_{tf}} \\right ) ^2 \\le 1.0 \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em> = 0.8 – capacity factor (Table 3.4) editable in Code setup</li>\n</ul>\n<h3>Ply in bearing</h3>\n<p>A ply subject to a design bearing force due to a bolt in shear is designed according to Cl.&nbsp;9.2.2.4 and shall satisfy:</p>\n<p>\\[ V_b^* \\le ϕ V_b \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em> = 0.9 – capacity factor (Table 3.4) editable in Code setup</li>\n  <li>\\( V_b = 3.2 d_f t_p f_{up} \\le a_e t_p f_{up} \\) – nominal bearing of a ply</li>\n  <li><em>d</em><sub>f</sub> – diameter of a bolt</li>\n  <li><em>t</em><sub>p</sub> – thickness of the ply</li>\n  <li><em>f</em><sub>up</sub> – tensile strength of the ply</li>\n  <li><em>a</em><sub>e</sub> – minimum distance from the edge of a hole to the edge of a ply, measured in the direction of the component of a force, plus half the bolt diameter. The edge of a ply shall be deemed to include the edge of an adjacent bolt hole</li>\n</ul>\n<h3>Friction-type connections</h3>\n<p>For friction-type connections, the slip in serviceability limit state is required to be limited and designed according to Cl.&nbsp;9.2.3. These bolts should be also checked as bearing type for ultimate limit state. A bolt subjected to shear force shall satisfy:</p>\n<p>\\[ V_{sf}^* \\le ϕ V_{sf} \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em> = 0.7 – capacity factor (Chapter 3.5.5) editable in Code setup</li>\n  <li><em>V</em><sub>sf</sub> = <em>μ N</em><sub>ti</sub> <em>k</em><sub>h</sub> – nominal shear capacity of a bolt</li>\n  <li><em>μ</em> = 0.35 – slip factor as specified in Clause&nbsp;9.2.3.2 editable in Code setup</li>\n  <li><em>N</em><sub>ti</sub> – minimum bolt tension at installation as specified in Clause&nbsp;15.2.2.2</li>\n</ul>\n<table><tbody>\n  <tr><td>Nominal diameter of bolt</td><td>Minimum bolt pretension [kN]</td></tr>\n  <tr><td>M16</td><td>95</td></tr>\n  <tr><td>M20</td><td>145</td></tr>\n  <tr><td>M24</td><td>210</td></tr>\n  <tr><td>M30</td><td>335</td></tr>\n  <tr><td>M36</td><td>490</td></tr>\n  <tr><td>Other</td><td>\\(A_s \\cdot 600\\) MPa</td></tr>\n</tbody></table>\n<ul>\n  <li><em>k </em><sub>h</sub> – factor for different hole types, as specified in Clauses&nbsp;9.2.3.1 and 14.3.2\n    <ul>\n      <li><em>k </em><sub>h</sub> = 1 for standard holes (+2&nbsp;mm for <em>d </em><sub>f</sub> ≤ 24&nbsp;mm, +3&nbsp;mm otherwise)</li>\n      <li><em>k </em><sub>h</sub> = 0.85 for short slotted (hole length ≤ max(1.33 <em>d </em><sub>f</sub>, <em>d </em><sub>f</sub> + 10&nbsp;mm)) and oversize holes</li>\n      <li><em>k </em><sub>h</sub> = 0.70 for long slotted holes</li>\n    </ul>\n  </li>\n</ul>\n<p>Number of effective interfaces, <em>n</em><sub>ei</sub>, is always equal to 1, because each interface is checked separately.</p>\n<p>Bolts in a friction-type connections loaded by <strong>combined shear and tension</strong> should satisfy:</p>\n<p>\\[ \\left ( \\frac{V_{sf}^*}{ϕ V_{sf}} \\right ) + \\left ( \\frac{N_{tf}^*}{ϕ N_{tf}} \\right ) \\le 1.0 \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>V</em><sub>sf</sub>* – design shear force on the bolt in the plane of the interfaces</li>\n  <li><em>N</em><sub>tf</sub>* – design tensile force on the bolt</li>\n  <li><em>ϕ</em> = 0.7 – capacity factor (Chapter&nbsp;3.5.5) editable in Code setup</li>\n  <li><em>V</em><sub>sf</sub> – nominal shear capacity of the bolt</li>\n  <li><em>N</em><sub>tf</sub> = <em>N</em><sub>ti</sub> – nominal tensile capacity of the bolt equal to minimum bolt tension at installation</li>\n</ul>\n<p>Friction-type connections should be also checked for ultimate limit state. The bolt type should be changed to bearing – tension/shear interaction, the loads increased appropriately and the joint should be checked again.</p>"
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                                                                                "description": "Fillet welds are checked according to AS 4100 - Chapter 9.7. The strength of CJP groove welds is assumed the same as the base metal and is not checked. Structural design of welded steel connections and steel beam-to-column connections.",
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                                                                                "imageId": "ffed132b-d4b9-4dd3-a7f0-980232559f11",
                                                                                "url": "https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a1a3ce82-7d5c-4c7f-8b04-bfd8b9be0390/weld.png",
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                                                                            "value": "<p>Fillet welds are checked according to AS 4100 - Chapter 9.6. The strength of CJP groove welds is assumed the same as the base metal and is not checked.</p>\n<p>It is possible to set butt welds or fillet welds and along the full edge length, partial welds, or intermittent welds. Butt welds are assumed to have the same strength as the welded member and are not checked. In the case of fillet welds, the weld element is inserted between interpolation links connecting plates to each other. The weld element has a specified elasto-plastic material diagram to redistribute the stress along the weld length so that the long welds, multi-orientation welds or welding to unstiffened flange have similar resistance as according to hand calculation. The most stressed weld element is decisive in the weld check.</p>\n<p>A fillet weld subject to a design force per unit length of weld, <em>v</em><sub>w</sub>*, is designed according to Cl.&nbsp;9.6.3.10 and shall satisfy:</p>\n<p>\\[ v_w^* \\le ϕ v_w \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em> = 0.8 – capacity factor (Chapter 3.4) editable in Code setup</li>\n  <li><em>v</em><sub>w</sub> = 0.6 <em>f</em><sub>uw</sub> <em>t</em><sub>t</sub> – nominal capacity of a fillet weld per unit length</li>\n  <li><em>f</em><sub>uw</sub> – nominal tensile strength of weld metal (Table 9.6.3.10 (A))</li>\n  <li><em>t</em><sub>t</sub> – design throat thickness</li>\n</ul>\n<p>The reduction factor, <em>k</em><sub>r</sub> is assumed equal to 1 (weld shorter than 1.7&nbsp;m).</p>\n<p>The weld diagrams show stress according to the following formula:</p>\n<p>\\[ \\sigma = \\sqrt{ \\sigma_{\\perp}^2 + \\tau_{\\perp}^2 + \\tau_{\\parallel}^2 } \\]</p>\n<figure data-asset-id=\"ffed132b-d4b9-4dd3-a7f0-980232559f11\" data-image-id=\"ffed132b-d4b9-4dd3-a7f0-980232559f11\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a1a3ce82-7d5c-4c7f-8b04-bfd8b9be0390/weld.png\" data-asset-id=\"ffed132b-d4b9-4dd3-a7f0-980232559f11\" data-image-id=\"ffed132b-d4b9-4dd3-a7f0-980232559f11\" alt=\"\"></figure>"
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                                                                                    "value": "<p>Concrete below base plate is simulated by Winkler subsoil with uniform stiffness, which provides the contact stresses. The average stress at the loaded area in contact with base plate is used for compressive check.</p>\n<h2>Concrete bearing surface</h2>\n<p>Concrete bearing surface is checked according to AS3600: 2018 – Cl.&nbsp;12.6. The design bearing stress at a concrete surface shall not exceed:</p>\n<p>\\[ ϕ f_b = ϕ 0.9 f'_c \\sqrt{\\frac{A_2}{A_1}} \\le ϕ 1.8 f'_c \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em> = 0.6 – capacity factor (Table 2.2) editable in Code setup</li>\n  <li><em>f'</em><sub>c</sub> – characteristic compressive cylinder strength of concrete at 28 days</li>\n  <li><em>A</em><sub>1</sub> – bearing area</li>\n  <li><em>A</em><sub>2</sub> – largest area of the supporting surface that is geometrically similar and concentric with <em>A</em><sub>1</sub>. The side slopes of the frustum are 1 longitudinally and 2 transversally with respect to the direction of the load.</li>\n</ul>\n<p>The design bearing stress, <em>σ</em>, equals to the average stress under the base plate on the area below the base plate in contact with concrete.</p>\n<h2>Transfer of shear</h2>\n<p>The shear action at the base plate is assumed to be transferred from the column to the concrete foundation by:</p>\n<ol>\n  <li>Friction between base plate and concrete / grout</li>\n  <li>Shear lug</li>\n  <li>Anchor bolts</li>\n</ol>\n<h3>Shear force transfer by friction</h3>\n<p>The shear capacity is calculated according to Gianluca Ranzi, Peter Kneen: Design of Pinned Column Base Plates, <em>Journal of the Australian Steel Institute</em>, vol. 36, no. 2, September 2002 – Chapter 6.5.3 as follows:</p>\n<p>\\[ ϕ V_f = ϕ μ N_c^* \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em> = 0.8 – capacity factor</li>\n  <li><em>μ</em> = 0.55 – coefficient of friction editable in Code setup</li>\n  <li><em>N</em><sub>c</sub>* – column design axial compression load</li>\n</ul>\n<h3>Shear force transfer by shear lug</h3>\n<p>If shear force is transferred by the shear lug, the shear lug is modeled by finite elements, and its plates and welds are checked by the finite element method and weld components. Additional checks are required – bearing concrete strength; concrete edge strength.</p>\n<h3>Bearing concrete strength</h3>\n<p>The bearing strength of concrete is checked according to Gianluca Ranzi, Peter Kneen: Design of Pinned Column Base Plates, <em>Journal of the Australian Steel Institute</em>, vol. 36, no. 2, September 2002 – Chapter 6.5.5:</p>\n<p>\\[ ϕ_c V_b = 0.85 ϕ_c f'_c A_{sl} \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em><sub>c</sub> = 0.6 – capacity factor for concrete in bearing editable in Code setup</li>\n  <li><em>f'</em><sub>c</sub> – characteristic compressive cylinder strength of concrete at 28 days</li>\n  <li><em>A</em><sub>sl</sub> – projected area of the embedded shear lug in the direction of the force, excluding the portion of the lug in contact with the grout above the concrete member</li>\n</ul>\n<h4>Concrete edge strength</h4>\n<p>If a shear force is acting against a free concrete edge it should be verified that the concrete is able to carry the applied shear action. The concrete edge strength is checked according to Gianluca Ranzi, Peter Kneen: Design of Pinned Column Base Plates, <em>Journal of the Australian Steel Institute</em>, vol. 36, no. 2, September 2002 – Chapter 6.5.5:</p>\n<p>\\[ ϕ V_{ce} = ϕ 0.33 \\sqrt{f'_c} A_{Vc} \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em> =0.85 – capacity factor</li>\n  <li><em>f'</em><sub>c</sub> – characteristic compressive cylinder strength of concrete at 28 days</li>\n  <li><em>A</em><sub>Vc</sub> – effective stress area defined by projecting a 45° plane from the bearing edges of the shear lug to the free surface in the direction of the shear load. The bearing area of the shear lug is excluded from the projected area</li>\n</ul>\n<h3>Shear force transfer by anchors</h3>\n<p>The shear force is assumed to be transferred by anchors. Force in each anchor is determined by finite element method. Each anchor or anchor group is checked for steel failure in shear, concrete edge failure, concrete pry-out failure, and combined tension and shear loading if tension is also present.</p>"
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                                                                                                "description": "Structural design and code-check of anchors according to Australian standards. The forces in anchors including prying forces are determined by finite element analysis, but the resistances are checked using code provisions of AS 5216.",
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                                                                                            "value": "<p>The forces in anchors including prying forces are determined by finite element analysis, but the resistances are checked using code provisions of AS 5216.</p>\n<p>The check of anchors is provided according to AS 5216:2018. Although the code does not specifically provide some formulas for cast-in anchors, the formulas are the same as in SA TS 101:2015 where cast-in anchors are specifically mentioned. Cracked or uncracked concrete can be selected in Code setup. Cracked concrete is conservatively assumed as default. Concrete cone breakout check in tension and shear may be disregarded in Code setup, which means the force is assumed to be transferred via reinforcement. User is provided with the magnitude of this force. Due to the use of concrete cone breakout resistance in the formula in concrete pry-out failure check, this check is also disregarded.</p>\n<p>Following checks of anchors loaded in tension are not provided and should be checked using information in relevant Technical Product Specification (testing according to AS 5216:2018: Appendix A):</p>\n<ul>\n  <li>Pull-out failure of fastener (for post-installed mechanical anchors) –&nbsp;AS 5216:2018: 6.2.4,</li>\n  <li>Combined pull-out and concrete cone&nbsp;failure&nbsp;(for post-installed bonded anchors)&nbsp;–&nbsp;AS 5216:2018:&nbsp;6.2.5,</li>\n  <li>Concrete splitting&nbsp;failure&nbsp;–&nbsp;AS 5216:2018:&nbsp;6.2.6.</li>\n</ul>\n<p>Concrete blow-out failure is provided only for anchors with washer plates.</p>\n<h3>Steel failure in tension</h3>\n<p>Steel failure in tension is checked according to Cl.&nbsp;6.2.2:</p>\n<p>\\[ ϕ_{Ms} N_{tf} = ϕ_{Ms} A_s f_{uf} \\]</p>\n<p>where:</p>\n<ul>\n  <li>\\( ϕ_{Ms} = \\frac{5 f_{yf}}{6 f_{uf}} \\le 1/1.4 \\) – capacity factor for steel failure in tension (Table&nbsp;3.2.4)</li>\n  <li><em>A</em><sub>s</sub> – tensile stress area of a bolt as specified in AS&nbsp;1275</li>\n  <li><em>f</em><sub>uf</sub> – minimum tensile strength of the bolt as specified in AS&nbsp;4100 – Table&nbsp;9.3.1</li>\n</ul>\n<h3>Concrete cone failure</h3>\n<p>Concrete cone failure is checked according to Cl. 6.2.3 and is provided for the group of anchors (where applicable). The characteristic strength of the tensioned fasteners in a group or a single fastener is:</p>\n<p>\\[ ϕ_{Mc} N_{Rk,c} = ϕ_{Mc} N_{Rk,c}^0 \\left ( \\frac{A_{c,N}}{A^0_{c,N}} \\right ) \\psi_{s,N} \\psi_{re,N} \\psi_{ec,N} \\psi_{M,N} \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em><sub>Mc</sub> – capacity factor for anchor failure modes connected to concrete editable in code setup; recommended value is 1/1.5 (Table&nbsp;3.2.4)</li>\n  <li>\\( N_{Rk,c}^0 = k_1 \\sqrt{f'_c} h_{ef}^{1.5} \\) – characteristic strength of a fastener, remote from the effects of adjacent fasteners or edges of the concrete member – Cl.&nbsp;6.2.3.2</li>\n  <li><em>A</em><sub>c,N</sub> – actual projected area of the failure cone of the fastener that is limited by adjacent fasteners and edges of the concrete member – Cl.&nbsp;6.2.3.3</li>\n  <li><em>A</em><sub>c,N</sub><sup>0</sup> = <em>s</em><sub>cr,N</sub><sup>2</sup> – reference projected area of a single fastener with an edge distance at least equal to 1.5&nbsp;<em>h</em><sub>ef</sub> – Cl.&nbsp;6.2.3.3</li>\n  <li>\\( \\psi_{s,N} = 0.7 + 0.3 \\frac{c}{c_{cr,N}} \\le 1 \\) – parameter related to the distribution of stresses in the concrete due to the proximity of the fastener to an edge of the concrete member – Cl.&nbsp;6.2.3.4</li>\n  <li>\\( \\psi_{re,N} = 0.5 + \\frac{h_{ef}}{200} \\le 1 \\)– parameter accounting for the shell spalling effect – Cl.&nbsp;6.2.3.5</li>\n  <li>\\( \\psi_{ec,N} = \\frac{1}{1+2 e_N / s_{cr,N}} \\le 1 \\) – parameter accounting for eccentricity of the resultant load in a fastener group – Cl.&nbsp;6.2.3.6</li>\n  <li>\\( \\psi_{M,N} = 2- \\frac{2 z}{3 h_{ef}} \\ge 1 \\) – parameter accounting for the effect of a compression force between the fixture and concrete – Cl.&nbsp;6.2.3.7; this parameter is equal to 1 if <em>c</em> &lt; 1.5 <em>h</em><sub>ef</sub> or the ratio of the compressive force (including the compression due to bending) to the sum of tensile forces in anchors is smaller than 0.8</li>\n  <li>\\item <em>k</em><sub>1</sub> – parameter; for cast-in anchors (Anchor type – washer plates) <em>k</em><sub>1</sub> = <em>k</em><sub>cr,N</sub> = 8.9 for cracked concrete and <em>k</em><sub>1</sub> = <em>k</em><sub>ucr,N</sub> = 12.7 for uncracked concrete; for post-installed anchors (Anchor type – straight) <em>k</em><sub>1</sub> = <em>k</em><sub>cr,N</sub> = 7.7 for cracked concrete and <em>k</em><sub>1</sub> = <em>k</em><sub>ucr,N</sub> = 11.0 for uncracked concrete</li>\n  <li><em>s</em><sub>cr,N</sub> = 2 <em>c</em><sub>cr,N</sub> = 3 <em>h</em><sub>ef</sub> – spacing of fasteners</li>\n  <li><em>c</em><sub>cr,N</sub> = 1.5 <em>h</em><sub>ef</sub> – characteristic edge distance</li>\n  <li><em>h</em><sub>ef</sub> – effective embedment depth of the fastener, in case of narrow concrete member, Cl.&nbsp;6.2.3.8 applies and\\( h'_{ef} = \\max \\left ( \\frac{c_{max}}{c_{cr,N}}h_{ef}; \\, \\frac{s_{max}}{s_{cr,N}}h_{ef} \\right ) \\)</li>\n  <li><em>z</em> – internal lever arm</li>\n  <li><em>c</em> – smallest edge distance</li>\n</ul>\n<p>The concrete breakout cone area for group of anchors loaded by tension that create common concrete cone, <em>A</em><sub>c,N</sub>, is shown by red dashed line.</p>\n<figure data-asset-id=\"0618ccf0-0c5d-47e2-b8c3-c2f0539ab219\" data-image-id=\"0618ccf0-0c5d-47e2-b8c3-c2f0539ab219\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/98effa12-7603-4f61-96c1-3589a051ad77/AcN.png\" data-asset-id=\"0618ccf0-0c5d-47e2-b8c3-c2f0539ab219\" data-image-id=\"0618ccf0-0c5d-47e2-b8c3-c2f0539ab219\" alt=\"\"></figure>\n<p>According to Cl.&nbsp;6.2.8, the supplementary reinforcement may be used to transfer forces causing concrete cone failure. Such reinforcement should be designed in accordance with AS&nbsp;3600.</p>\n<h3>Pull-out failure</h3>\n<p>Pull-out failure is checked for cast-in headed fasteners (Anchor type – washer plate) according to SA&nbsp;TS&nbsp;101:2015 – Cl.&nbsp;6.2.3:</p>\n<p>\\[ ϕ_{Mc} N_{Rk,p} = k_1 A_h f'_c \\]</p>\n<ul>\n  <li><em>ϕ</em><sub>Mc</sub> – capacity factor for anchor failure modes connected to concrete editable in code setup; recommended value is 1/1.5 (Table&nbsp;3.2.4)</li>\n  <li><em>k</em><sub>1</sub> –parameter relating to the state of the concrete; for cracked concrete <em>k</em><sub>1</sub> = 8.0, for uncracked concrete <em>k</em><sub>1</sub> = 11.2</li>\n  <li><em>A</em><sub>h</sub> – area of the load-bearing head of the fastener; for circular washer plate \\( A_h = \\frac{\\pi}{4} \\left ( d_h^2 - d^2 \\right \\)$, for rectangular washer plate \\( A_h = a_{wp}^2 - \\frac{\\pi}{4} d^2 \\)</li>\n  <li><em>d</em><sub>h</sub> ≤ 6 <em>t</em><sub>h</sub> + <em>d</em> – diameter of head of fastener</li>\n  <li><em>t</em><sub>h</sub> – thickness of the head of the headed fastener</li>\n  <li><em>d</em> – diameter of the shank of the fastener</li>\n  <li><em>a</em><sub>wp</sub> – length of the edge of the rectangle washer plate</li>\n  <li><em>f'</em><sub>c</sub> – characteristic compressive strength of concrete</li>\n</ul>\n<p>The pull-out failure for other than cast-in headed anchors is not calculated and the resistance should be guaranteed by a manufacturer or determined by testing and assessment in accordance with Appendix&nbsp;A.</p>\n<p>Neither resistance to splitting failure during installation (Cl.&nbsp;6.2.6.1) nor due to loading (Cl.&nbsp;6.2.6.2) is provided and should be guaranteed by a manufacturer or determined by testing and assessment in accordance with Appendix&nbsp;A.</p>\n<h3>Blow-out failure</h3>\n<p>Blow-out failure is checked for headed anchors (Anchor type – washer) with edge distance <em>c</em> ≤ 0.5 <em>h</em><sub>ef</sub> according to Cl.&nbsp;6.2.7. Anchors are treated as a group if their spacing near the edge is <em>s</em> ≤ 4 <em>c</em><sub>1</sub>. Undercut anchors can be checked the same way but the value of <em>A</em><sub>h</sub> is unknown in the software. The blow-out failure of undercut anchors can be determined by selecting washer plate with the corresponding dimension.</p>\n<p>\\[ ϕ_{Mc} N_{Rk,cb} = ϕ_{Mc} N_{Rk,cb}^0 \\frac{A_{c,Nb}}{A_{c,Nb}^0} \\psi_{s,Nb} \\psi_{g,Nb} \\psi_{ec,Nb} \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em><sub>Mc</sub> – capacity factor for anchor failure modes connected to concrete editable in code setup; recommended value is 1/1.5 (Table&nbsp;3.2.4)</li>\n  <li>\\( N_{Rk,cb}^0 = k_5 c_1 \\sqrt{A_h} \\sqrt{f'_c} \\) – characteristic strength of a single fastener remote from the effects of adjacent fasteners and edges of the concrete member – Cl.&nbsp;6.2.7.2</li>\n  <li><em>A</em><sub>c,Nb</sub> – actual projected area for the fastener that is limited by the edges of the concrete member (<em>c</em><sub>2</sub> ≤ 2 <em>c</em><sub>1</sub>, the presence of adjacent fasteners (<em>s</em> ≤ 4 <em>c</em><sub>1</sub>) or the member thickness – Cl.&nbsp;6.2.7.3</li>\n  <li><em>A</em><sub>c,Nb</sub><sup>0</sup> = (4 <em>c</em><sub>1</sub>)<sup>2</sup> – reference projected area of a single fastener with an edge distance equal to <em>c</em><sub>1</sub> – Cl.&nbsp;6.2.7.3</li>\n  <li>\\( \\psi_{s,Nb} = 0.7+0.3 \\frac{c_2}{2 c_1} \\le 1 \\) – parameter accounting for the disturbance of stresses in the concrete due to the close proximity of the fastener to a corner of the concrete member – Cl.&nbsp;6.2.7.4</li>\n  <li>\\( \\psi_{g,Nb} = \\sqrt{n} + (1-\\sqrt{n}) \\frac{s_2}{4c_1} \\ge 1 \\) – parameter accounting for a group effect – Cl.&nbsp;6.2.7.5</li>\n  <li>\\( \\psi_{ec,Nb} = \\frac{1}{1+2 e_N / s_{cr,Nb}} \\le 1 \\) – parameter accounting for eccentricity of loading on a fastener group – Cl.&nbsp;6.2.7.6</li>\n  <li><em>k</em><sub>5</sub> – parameter related to the state of the concrete; for cracked concrete <em>k</em><sub>5</sub> = 8.7, for uncracked concrete <em>k</em><sub>5</sub> = 12.2</li>\n  <li><em>c</em><sub>1</sub> – edge distance of fastener in direction 1 towards the closest edge</li>\n  <li><em>c</em><sub>2</sub> – edge distance of fastener perpendicular to direction 1 that is the smallest edge distance in a narrow member with multiple edge distances</li>\n  <li><em>A</em><sub>h</sub> – area of the load-bearing head of the fastener; for circular washer plate \\( A_h = \\frac{\\pi}{4} \\left ( d_h^2 - d^2 \\right \\), for rectangular washer plate \\( A_h = a_{wp}^2 - \\frac{\\pi}{4} d^2 \\)</li>\n  <li><em>f'</em><sub>c</sub> – characteristic compressive strength of concrete</li>\n  <li><em>n</em> – number of fasteners in a row parallel to the edge of the concrete member</li>\n  <li><em>s</em><sub>2</sub> – spacing of fasteners in a group perpendicular to direction 1</li>\n  <li><em>s</em><sub>cr,Nb</sub> = 4 <em>c</em><sub>1</sub> – spacing that is required for a fastener to develop its characteristic tensile strength against blow-out failure</li>\n</ul>\n<h3>Steel failure in shear</h3>\n<p>Steel failure in shear is determined according to Cl.&nbsp;7.2.2. It is assumed that the anchor is made of threaded rod with the same material properties as bolts.</p>\n<h4>Shear force without lever arm</h4>\n<p>Shear force without lever arm is assumed if stand-off – direct is selected. It is assumed that fasteners are from ductile steel and factor <em>k</em><sub>7</sub> = 1. Each fastener is checked separately. The resistance is determined according to AS&nbsp;5216 – Cl.&nbsp;7.2.2.2 and AS&nbsp;4100 – Cl.&nbsp;9.2.2.1:</p>\n<p>\\[ ϕ_{Ms} V_{Rk,s} = ϕ_{Ms} 0.62 f_{uf} A \\]</p>\n<p>where:</p>\n<ul>\n  <li>\\( ϕ_{Ms} = f_{yf} / f_{uf} \\le 0.8 \\) when <em>f</em><sub>uf</sub> ≤ 800&nbsp;MPa and <em>f</em><sub>yf</sub> / <em>f</em><sub>uf</sub> ≤ 0.8; <em>ϕ</em><sub>Ms</sub> = 2/3 otherwise – capacity factor for steel failure in shear (Table&nbsp;3.2.4)</li>\n  <li><em>f</em><sub>uf</sub> – minimum tensile strength of the bolt as specified in AS&nbsp;4100 Table&nbsp;9.2.1</li>\n  <li><em>A</em> – area of a bolt equal either to <em>A</em><sub>c</sub> or <em>A</em><sub>o</sub> which are minor diameter area of the bolt as defined in AS&nbsp;1275 or nominal plain shank area of the bolt, respectively</li>\n</ul>\n<p>For fasteners with <em>h</em><sub>ef</sub> / d &lt; 5 in concrete having <em>f’</em><sub>c</sub> &lt; 20&nbsp;MPa, <em>V</em><sub>Rk,s</sub> is multiplied by a factor equal to 0.8.</p>\n<h4>Shear force with lever arm</h4>\n<p>Steel shear strength with lever arm is calculated according to Cl.&nbsp;7.2.2.3:</p>\n<p>\\[ ϕ_{Ms} V_{Rk,s,M} = ϕ_{Ms} \\frac{\\alpha_M M_{Rk,s}}{l_a} \\]</p>\n<p>where:</p>\n<ul>\n  <li>\\( ϕ_{Ms} = f_{yf} / f_{uf} \\le 0.8 \\) when <em>f</em><sub>uf</sub> ≤ 800&nbsp;MPa and <em>f</em><sub>yf</sub> / <em>f</em><sub>uf</sub> ≤ 0.8; <em>ϕ</em><sub>Ms</sub> = 2/3 otherwise – capacity factor for steel failure in shear (Table&nbsp;3.2.4)</li>\n  <li><em>α</em><sub>M</sub> = 2 – parameter accounting for the degree of restraint, fixture is assumed to be prevented from rotating – Cl.&nbsp;4.2.2.4</li>\n  <li>\\( M_{Rk,s} = M_{Rk,s}^0 \\left ( 1- \\frac{N^*}{ϕ_{Ms} N_{Rk,s}} \\right ) \\) – characteristic flexural strength of the fastener influenced by the axial load</li>\n  <li><em>l</em><sub>a</sub> = <em>a</em><sub>3</sub> + <em>e</em><sub>1</sub> – length of the lever arm</li>\n  <li><em>a</em><sub>3</sub> = 0.5 <em>d</em> – distance between the assumed point of restraint of the fastener loaded in shear and the surface of the concrete</li>\n  <li><em>e</em><sub>1</sub> = <em>t</em><sub>g</sub> + <em>t</em><sub>fix</sub> / 2 – eccentricity of the applied shear load relative to the concrete surface, neglecting the thickness of a levelling grout or mortar</li>\n  <li><em>t</em><sub>g</sub> – thickness of grout layer</li>\n  <li><em>t</em><sub>fix</sub> – thickness of base plate</li>\n  <li><em>d</em> – nominal diameter of the fastener</li>\n  <li><em>N</em>* – design tension load</li>\n  <li><em>ϕ</em><sub>Ms</sub> <em>N</em><sub>Rk,s</sub> – tensile strength of a fastener to steel failure</li>\n  <li><em>M</em><sub>Rk,s</sub><sup>0</sup> = 1.2 <em>W</em><sub>el</sub> <em>f</em><sub>uf</sub> – characteristic flexural strength of the fastener – ETAG&nbsp;001 – Annex&nbsp;C</li>\n  <li><em>W</em><sub>el</sub> = π <em>d</em><sup>3</sup> / 32 – elastic section modulus of the fastener, the diameter reduced by threads, \\( d_s = \\sqrt{\\frac{4 A_s}{\\pi}} \\), is used instead of nominal diameter, <em>d</em>, if Shear plane in thread is selected</li>\n</ul>\n<h3>Concrete edge failure</h3>\n<p>Concrete edge failure is checked according to Cl.&nbsp;7.2.3. If concrete cones of fasteners intersect, they are checked as a group. The edges in the direction of the shear load are checked. All load at a base plate is presumed to be transferred by a fastener near the checked edge.</p>\n<p>\\[ ϕ_{Mc} V_{Rk,c} = ϕ_{Mc} V_{Rk,c}^0 \\frac{A_{c,V}}{A_{c,V}^0} \\psi_{s,V} \\psi_{h,V} \\psi_{ec,V} \\psi_{\\alpha,V} \\psi_{re,V} \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em><sub>Mc</sub> – capacity factor for anchor failure modes connected to concrete editable in code setup; recommended value is 1/1.5 (Table&nbsp;3.2.4)</li>\n  <li>\\( V_{Rk,c}^0 = k_9 d^{\\alpha} l_f^{\\beta} \\sqrt{f'_c} c_1^{1.5} \\) – initial value of the characteristic shear strength of the fastener – Cl.&nbsp;7.2.3.2</li>\n  <li><em>A</em><sub>c,V</sub> – actual area of idealised concrete break-out body – Cl.&nbsp;7.2.3.3</li>\n  <li><em>A</em><sub>c,V</sub><sup>0</sup> = 4.5 <em>c</em><sub>1</sub><sup>2</sup> – reference projected area of failure cone – Cl.&nbsp;7.2.3.3</li>\n  <li>\\( psi_{s,V} = 0.7 + 0.3 \\frac{c_2}{1.5 c_1} \\le 1 \\) – parameter accounting for the disturbance to the distribution of stresses in the concrete member – Cl.&nbsp;7.2.3.4</li>\n  <li>\\( \\psi_{h,V} = \\left ( \\frac{1.5 c_1}{h} \\right ) ^{0.5} \\ge 1 \\) – parameter accounting for the influence of member thickness – Cl.&nbsp;7.2.3.5</li>\n  <li>\\( \\psi_{ec,V} = \\frac{1}{1+2 e_V / (3c_1)} \\le 1 \\) – parameter accounting for the eccentricity of the resultant load in a fastener group – Cl.&nbsp;7.2.3.6</li>\n  <li>\\( \\psi_{\\alpha,V} = \\sqrt{\\frac{1}{(\\cos \\alpha_V)^2 + (0.5 \\sin \\alpha_V)^2}} \\ge 1 \\) – parameter accounting for the angle of the applied load – Cl.&nbsp;7.2.3.7</li>\n  <li><em>ψ</em><sub>re,V</sub> = 1 – parameter accounting for the shell spalling effect – Cl.&nbsp;7.2.3.8, no edge reinforcement or stirrups are assumed</li>\n  <li><em>k</em><sub>9</sub> – parameter accounting for the state of the concrete; for cracked concrete <em>k</em><sub>9</sub> = 1.7, for uncracked concrete <em>k</em><sub>9</sub> = 2.4</li>\n  <li><em>d</em> – nominal diameter of the fastener</li>\n  <li>\\( \\alpha = 0.1 \\left ( \\frac{l_f}{c_1} \\right ) ^{0.5} \\)</li>\n  <li>\\( \\beta = 0.1 \\left ( \\frac{d}{c_1} \\right ) ^{0.2} \\)</li>\n  <li><em>l</em><sub>f</sub> = <em>h</em><sub>ef</sub> ≤ 12 <em>d</em> where <em>d</em> ≤ 24&nbsp;mm; <em>l</em><sub>f</sub> = <em>h</em><sub>ef</sub> ≤ max (8 <em>d</em>, 300&nbsp;mm) where <em>d</em> &gt; 24&nbsp;mm – parameter related to the length of the fastener</li>\n  <li><em>f'</em><sub>c</sub> – characteristic compressive cylinder strength of concrete at 28 days</li>\n  <li><em>c</em><sub>1</sub> – edge distance of fastener to the investigated edge; according to Cl.&nbsp;7.2.3.9, for a narrow member, <em>c</em><sub>2,max</sub> &lt; 1.5 <em>c</em><sub>1</sub> that is also deemed to be thin, <em>h</em> &lt; 1.5 <em>c</em><sub>1</sub>, <em>c'</em><sub>1</sub> is used in previous equations instead of <em>c</em><sub>1</sub>; the reduced <em>c'</em><sub>1</sub> = max (<em>c</em><sub>2,max</sub> / 1.5, <em>h</em>/ 1.5, <em>s</em><sub>c,max</sub> / 3)</li>\n  <li><em>c</em><sub>2</sub> – the smaller edge distance of fastener in the direction perpendicular to the investigated edge</li>\n  <li><em>h</em> – concrete member thickness</li>\n  <li><em>e</em><sub>V</sub> – eccentricity of the resultant shear force acting on a group of fasteners relative to the centre of gravity of the fasteners loaded in shear</li>\n  <li><em>α</em><sub>V</sub> – angle between the applied load to the fastener or fastener group and the direction perpendicular to the free edge under consideration, 0° &lt; <em>α</em><sub>V</sub> &lt; 90°</li>\n  <li><em>h</em><sub>ef</sub> – effective embedment depth of the fastener</li>\n</ul>\n<p>According to Cl.&nbsp;6.2.8, the supplementary reinforcement may be used to transfer forces causing concrete edge failure and/or concrete pryout failure. Such reinforcement should be designed in accordance with AS&nbsp;3600.</p>\n<h3>Concrete pry-out failure</h3>\n<p>Concrete pry-out failure is checked according to Cl.&nbsp;7.2.4. All anchors at one base plate are assumed to be loaded in shear and the concrete breakout resistance, <em>N</em><sub>Rk,c</sub>, used in the calculation, is calculated with the assumptions of all anchors loaded in tension without any eccentricity. No supplementary reinforcement is assumed.</p>\n<p>\\[ ϕ_{Mc} V_{Rk,cp} = ϕ_{Mc} k_8 N_{Rk,c} \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em><sub>Mc</sub> – capacity factor for anchor failure modes connected to concrete editable in code setup; recommended value is 1/1.5 (Table&nbsp;3.2.4)</li>\n  <li><em>k</em><sub>8</sub> – parameter published in the Report of Assessment, according to ETAG&nbsp;001 – Annex&nbsp;C, for <em>h</em><sub>ef</sub> &lt; 60&nbsp;mm, <em>k</em><sub>8</sub> = 1 and for <em>h</em><sub>ef</sub> ≥ 60&nbsp;mm, <em>k</em><sub>8</sub> = 2</li>\n  <li><em>N</em><sub>Rk,c</sub> – characteristic concrete cone strength for a single fastener or fastener in a group</li>\n</ul>\n<h3>Combined tension and shear loading</h3>\n<p>The resistance of a fastener loaded by combined tension and shear is determined according to Chapter 8.</p>\n<h4>Steel failure</h4>\n<p>An assessment of the performance under combined tension and shear loading of the fastener is based on AS&nbsp;4100:</p>\n<p>\\[ \\left ( \\frac{N^*}{ϕ_{Ms} N_{Rk,s}} \\right ) ^2 + \\left ( \\frac{V^*}{ϕ_{Ms} V_{Rk,s}} \\right ) ^2 \\le 1.0 \\]</p>\n<h4>Concrete failure</h4>\n<p>Failure modes other than steel are checked according to Cl.&nbsp;8.2.1:</p>\n<p>\\[ \\left ( \\frac{N^*}{ϕ_{Mc} N_{Rk,i}} \\right ) ^{1.5} + \\left ( \\frac{V^*}{ϕ_{Mc} V_{Rk,i}} \\right ) ^{1.5} \\le 1.0 \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>N*</em> – design tension force applied to a single fastener or group</li>\n  <li><em>V*</em> – design shear force applied to a single fastener or group</li>\n  <li><em>N</em><sub>Rk,i</sub> – characteristic tensile strength of fastener or group to failure mode ‘i’</li>\n  <li><em>V</em><sub>Rk,i</sub> – characteristic shear strength of fastener or group to failure mode ‘i’</li>\n  <li>\\( ϕ_{Ms} = \\frac{5 f_{yf}}{6 f_{uf}} \\) – capacity factor for steel failure in tension (Table&nbsp;3.2.4)</li>\n  <li><em>ϕ</em><sub>Ms</sub> = <em>f</em><sub>yf</sub> / <em>f</em><sub>uf</sub> ≤ 0.8 when <em>f</em><sub>uf</sub> ≤ 800&nbsp;MPa and <em>f</em><sub>yf</sub> / <em>f</em><sub>uf</sub> ≤ 0.8; <em>ϕ</em><sub>Ms</sub> = 2/3 otherwise – capacity factor for steel failure in shear (Table&nbsp;3.2.4)</li>\n  <li><em>ϕ</em><sub>Mc</sub> – capacity factor for anchor failure modes connected to concrete editable in code setup; recommended value is 1/1.5 (Table&nbsp;3.2.4)</li>\n</ul>\n<h2>Stand-off anchors</h2>\n<p>Anchors with stand-off are designed as beam member according to AS&nbsp;4100 with capacity factors of bolts. The assumed length of the member is the sum of the height of gap, half of nominal diameter thickness and half of the base plate thickness. Stand-off anchors are usually checked as a construction stage before grouting.</p>\n<h3>Bending capacity</h3>\n<p>Bending capacity is determined according to AS&nbsp;4100, Cl. 5.1.</p>\n<p><em>M*</em> ≤ <em>ϕ M</em><sub>s</sub></p>\n<p>where:</p>\n<ul>\n  <li><em>M*</em> – bending moment acting on anchor determined by finite element method</li>\n  <li><em>ϕ</em> = 0.8 – capacity factor for bolts</li>\n  <li><em>M</em><sub>s</sub> = <em>f</em><sub>y</sub> <em>Z</em><sub>e</sub> – section moment capacity for bending</li>\n  <li><em>f</em><sub>y</sub> – anchor yield strength</li>\n  <li><em>Z</em><sub>e</sub> = min {<em>S</em>, 1.5 · <em>Z</em>} – effective section modulus – Cl.&nbsp;5.2.3</li>\n  <li>\\( S = \\frac{d^3}{6} \\) – plastic section modulus; if Shear plane in thread is selected, nominal diameter <em>d</em> is replaced by diameter reduced by threads, <em>d</em><sub>s</sub></li>\n  <li>\\( Z = \\frac{1}{32} \\pi d^3 \\) – elastic section modulus; if Shear plane in thread is selected, nominal diameter <em>d</em> is replaced by diameter reduced by threads, <em>d</em><sub>s</sub></li>\n</ul>\n<h3>Shear capacity</h3>\n<p>Shear capacity is determined according to AS&nbsp;4100, Cl. 5.11.</p>\n<p><em>V*</em> ≤ <em>ϕ V</em><sub>w</sub></p>\n<p>where:</p>\n<ul>\n  <li><em>V*</em> – design shear force</li>\n  <li><em>ϕ</em> = 0.8 – capacity factor for bolts</li>\n  <li><em>V</em><sub>w</sub> = 0.6 <em>f</em><sub>y</sub> <em>A</em><sub>w</sub> – nominal shear yield capacity – Cl. 5.11.4</li>\n  <li><em>f</em><sub>y</sub> – anchor yield strength</li>\n  <li><em>A</em><sub>w</sub> = 0.844 <em>A</em><sub>s</sub> – shear area</li>\n  <li><em>A</em><sub>s</sub> – tensile stress area of a bolt as defined in AS 1275</li>\n</ul>\n<h3>Axial compression capacity</h3>\n<p>Axial compression capacity is determined according to AS&nbsp;4100, Cl. 6. Buckling is taken into account according to Cl. 6.3:</p>\n<p><em>N*</em> ≤ <em>ϕ N</em><sub>c</sub></p>\n<p>where:</p>\n<ul>\n  <li><em>N*</em> – design compressive force</li>\n  <li><em>ϕ</em> = 0.8 – capacity factor for bolts</li>\n  <li><em>N</em><sub>c</sub> = <em>α</em><sub>c</sub> <em>N</em><sub>s</sub> ≤ <em>N</em><sub>s</sub> – nominal member capacity – Cl. 6.3.3</li>\n  <li><em>N</em><sub>s</sub> = <em>k</em><sub>f</sub> <em>A</em><sub>s</sub> <em>f</em><sub>y</sub> – nominal section capacity – Cl. 6.2</li>\n  <li><em>f</em><sub>y</sub> – anchor yield strength</li>\n  <li><em>l</em><sub>e</sub> = <em>k</em><sub>e</sub> <em>l</em> – effective length – Cl. 6.3.2</li>\n  <li><em>k</em><sub>e</sub> = 2 – member effective length factor, it is assumed conservatively that the anchor is fixed and the bottom and pinned at the top as sway member</li>\n  <li><em>l</em> = <em>l</em><sub>gap</sub> + <em>d</em> / 2 + <em>t</em><sub>p</sub> / 2 – assumed length of the member</li>\n  <li><em>l</em><sub>gap</sub> – gap height</li>\n  <li><em>d</em> – nominal bolt diameter</li>\n  <li><em>t</em><sub>p</sub> – base plate thickness</li>\n  <li>\\( \\alpha_c = \\xi \\left \\{ 1 - \\sqrt{1- \\left ( \\frac{90}{\\xi \\lambda} \\right )^2 } \\right \\} \\) – compression member slenderness reduction factor – Cl. 6.3.3</li>\n  <li>\\( \\xi = \\frac{\\left( \\frac{\\lambda}{90} \\right)^2 + 1 + \\eta}{2 \\left( \\frac{\\lambda}{90} \\right)^2} \\) – compression member factor – Cl.&nbsp;6.3.3</li>\n  <li>\\( \\lambda = \\lambda_n + \\alpha_a \\alpha_b \\) – slenderness ratio – Cl.&nbsp;6.3.3</li>\n  <li>\\( \\eta = 0.00326 (\\lambda-13.5) \\) – compression member imperfection factor – Cl.&nbsp;6.3.3</li>\n  <li>\\( \\lambda_n = \\frac{l_e}{r} \\sqrt{k_f} \\sqrt{\\frac{f_y}{250}} \\) – modified compression member slenderness – Cl.&nbsp;6.3.3</li>\n  <li><em>k</em><sub>f</sub> = 1 – form factor – Cl.&nbsp;6.2.2</li>\n  <li>\\( r = \\sqrt{\\frac{I_s}{A_s}} \\) – radius of gyration</li>\n  <li>\\( I_s = \\frac{1}{64} \\pi d_s^4 \\) – moment of inertia</li>\n  <li><em>A</em><sub>s</sub> – tensile stress area of a bolt as defined in AS 1275</li>\n  <li>\\( d_s = \\sqrt{\\frac{4 A_s}{\\pi}} \\) – diameter reduced by threads</li>\n  <li>\\( \\alpha_a = \\frac{2100 (\\lambda_n - 13.5)}{\\lambda_n^2 - 15.3 \\lambda_n + 2050} \\) – compression member factor – Cl.&nbsp;6.3.3</li>\n  <li><em>α</em><sub>b</sub> = 0.5 – compression member section constant - Table 6.3.3</li>\n</ul>\n<h3>Axial tension capacity</h3>\n<p>Axial tension capacity is determined according to AS 4100, Cl. 7:</p>\n<p><em>N*</em> ≤ <em>ϕ N</em><sub>t</sub></p>\n<p>where:</p>\n<ul>\n  <li><em>N*</em> – design tensile force</li>\n  <li><em>ϕ</em> = 0.8 – capacity factor for bolts</li>\n  <li><em>N</em><sub>t</sub> = <em>A</em><sub>s</sub> <em>f</em><sub>y</sub> – nominal section capacity of a bolt in tension – Cl. 7.2</li>\n  <li><em>A</em><sub>s</sub> – tensile stress area of a bolt as specified in AS 1275</li>\n  <li><em>f</em><sub>y</sub> – anchor yield strength</li>\n</ul>\n<h3>Interaction of loading</h3>\n<p>If an anchor with stand-off is loaded by shear load and the compressive force, check of interaction of loading is performed:</p>\n<p>\\[ \\frac{N^*}{\\phi N_c} + \\frac{M^*}{\\phi M_s} \\le 1 \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>N*</em> – design compressive force</li>\n  <li><em>ϕ</em> = 0.8 – capacity factor for bolts</li>\n  <li><em>N</em><sub>c</sub> – compressive resistance</li>\n  <li><em>M*</em> – design bending moment due to shear on a lever arm</li>\n  <li><em>M</em><sub>s</sub> – bending resistance</li>\n</ul>\n<p>Additionally, the checks of steel shear failure and concrete shear failures (concrete edge failure, concrete pryout failure) are performed.</p>\n<p>If an anchor with stand-off is loaded by shear load and tensile force, check of interaction of loading is performed:</p>\n<p>\\[ \\frac{N_{tf}^*}{\\phi N_{t}} + \\frac{M^*}{\\phi M_s} \\le 1 \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>N*</em><sub>tf</sub> – design tensile force</li>\n  <li><em>ϕ</em> = 0.8 – capacity factor for bolts</li>\n  <li><em>N</em><sub>t</sub> – tensile resistance</li>\n  <li><em>M*</em> – design bending moment due to shear on a lever arm</li>\n  <li><em>M</em><sub>s</sub> – bending resistance</li>\n</ul>\n<p>Additionally, the checks of steel shear failure and concrete failures due to tension and shear are performed.</p>"
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                                                                                                    "value": "<h3>Bolts</h3>\n<p><strong>Minimum pitch</strong> (distance between centres of bolt holes) shall not be less than 2.5 times the nominal bolt diameter. The value is recommended in Clause 9.5.1 and is editable in Code setup.</p>\n<p><strong>Minimum edge distance</strong> (distance between centre of the bolt hole to the plate edge) shall not be less than 1.25 times the nominal bolt diameter. The value is recommended in Clause 9.5.2 for rolled edges and can be modified in Code setup.</p>\n<h3>Welds</h3>\n<p>Minimum size of a fillet weld is checked according to Clause 9.6.3.2 and should be the lesser of the thinner part joined thickness and the value in the following table:</p>\n<figure data-asset-id=\"5bdff1e1-d3dc-4667-b56b-68431db45358\" data-image-id=\"5bdff1e1-d3dc-4667-b56b-68431db45358\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6d5dd8d2-12c0-414d-8051-e1d6a4be15d6/weld%20detailing.PNG\" data-asset-id=\"5bdff1e1-d3dc-4667-b56b-68431db45358\" data-image-id=\"5bdff1e1-d3dc-4667-b56b-68431db45358\" alt=\"\"></figure>\n<p>The weld size is assumed as \\( \\sqrt{2} \\) times the weld throat thickness.</p>\n<h3>Anchors</h3>\n<p>Minimum spacing between anchors should be <em>s</em> ≥ 4<em>d</em> where <em>d</em> is nominal diameter of the anchor. The factor 4 is editable in Code setup.</p>\n<p>Minimum edge distance follows the rules for bolts, i.e. it shall not be less than 1.25 times the nominal bolt diameter. The value is recommended in Clause 9.5.2 for rolled edges and can be modified in Code setup.</p>"
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                                                                                                            "value": "<p>Joints are classified according to joint stiffness to:</p>\n<ul>\n  <li>Rigid – joints with insignificant change of original angles between members,</li>\n  <li>Semirigid – joints which are assumed to have the capacity to furnish a dependable and known degree of flexural restraint,</li>\n  <li>Simple – joints which do not develop bending moments.</li>\n</ul>\n<p>Australian standard AS&nbsp;4100, Cl.&nbsp;4.2 does not provide exact boundaries so the joints are classified according to the commentary in AISC&nbsp;360-16, Cl.&nbsp;B3.4.</p>\n<ul>\n  <li>Rigid – \\( \\frac{S_{j,ini} L_b}{E I_b} \\ge 20 \\)</li>\n  <li>Semirigid – \\( 2 &lt; \\frac{S_{j,ini} L_b}{E I_b} &lt; 20 \\)</li>\n  <li>Simple – \\( \\frac{S_{j,ini} L_b}{E I_b} \\le 2 \\)</li>\n</ul>\n<p>where:</p>\n<ul>\n  <li><em>S</em><sub>j,ini</sub> – initial stiffness of the joint; the joint stiffness is assumed linear up to the 2/3 of <em>M</em><sub>j,Rd</sub></li>\n  <li><em>L</em><sub>b</sub> – theoretical length of the analyzed member</li>\n  <li><em>E</em> – Young's modulus of elasticity</li>\n  <li><em>I</em><sub>b</sub> – moment of inertia of the analyzed member</li>\n  <li><em>M</em><sub>j,Rd</sub> – joint design moment resistance</li>\n</ul>"
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                                                                                                                    "value": "<p>Capacity design is a part of <a data-item-id=\"6e3266dc-9a87-43ba-963e-c835b1616942\" href=\"\">seismic</a> check and ensures that the joint has sufficient deformation capacity.</p>\n<p>The objective of capacity design is to confirm a building undergoes controlled ductile behavior in order to avoid collapse in a design-level earthquake. Capacity design is missing in Australian standard so New Zealand standard is used instead. Plastic hinge is expected to appear in dissipative item and all non-dissipative items of the joint must be able to safely transfer forces due to the yielding in the dissipative item. The dissipative item is usually a beam in moment resisting frame but it may also be e.g. an end plate. The safety factor is not used for dissipative items. The yield strength of the dissipative item is calculated as <em>F</em><sub>y,max</sub> = 0.9 <em>ϕ</em><sub>os</sub> <em>ϕ</em><sub>om</sub><em>f</em><sub>y</sub>, where:</p>\n<ul>\n  <li><em>ϕ</em><sub>os</sub> – strain-hardening factor; the recommended values are <em>ϕ</em><sub>os</sub> = 1.15 for beam in moment resisting frame, <em>γ</em><sub>sh</sub> = 1.0 otherwise; editable in operation</li>\n  <li><em>ϕ</em><sub>om</sub> – overstrength factor – EN 1998-1, Cl.&nbsp;6.2; the recommended value is <em>ϕ</em><sub>om</sub> = 1.3; editable in materials</li>\n</ul>\n<p>The material diagram is modified according to the following figure:</p>\n<figure data-asset-id=\"5933ab0d-9c8a-4f8c-920c-6f38f68ccea8\" data-image-id=\"5933ab0d-9c8a-4f8c-920c-6f38f68ccea8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c2d1b270-d2f2-46fd-ad58-dbd8122b9c17/Capacity_design.PNG\" data-asset-id=\"5933ab0d-9c8a-4f8c-920c-6f38f68ccea8\" data-image-id=\"5933ab0d-9c8a-4f8c-920c-6f38f68ccea8\" alt=\"\"></figure>\n<p>The increased strength of the dissipative item allows for the input of loads that cause the plastic hinge to appear in dissipative item. In the case of moment resisting frame and beam as the dissipative item, the beam should be loaded by <em>M</em><em><sub>y</sub></em> = <em>f</em><sub>y,max</sub><em>W</em><sub>pl,</sub><em><sub>y</sub></em> and corresponding shear force<em>V</em><em><sub>z</sub></em> = –2 <em>M</em><em><sub>y</sub></em> / <em>L</em><sub>h</sub>, where:</p>\n<ul>\n  <li><em>f</em><sub>y</sub> – characteristic yield strength</li>\n  <li><em>W</em><sub>pl,</sub><em><sub>y</sub></em> – plastic section modulus</li>\n  <li><em>L</em><sub>h</sub> – distance between plastic hinges on the beam</li>\n</ul>\n<p>In case of asymmetric joint, the beam should be loaded by both sagging and hogging bending moments and their corresponding shear forces.</p>\n<p>The plates of dissipative items are excluded from check.</p>"
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                                                                    "value": "<h3>Butt welds</h3>\n<p>The verification of full penetration butt welds is not carried out, as it is assumed to have the same resistance as that of profile, as long as the parent material for the butt weld is superior to that of the profile (IS 800:2007, 10.5.7.1.2).</p>\n<h3>Fillet welds</h3>\n<p>Fillet welds are checked according to IS 800, Cl. 10.5.10.1.1:</p>\n<p>\\[ f_e = \\sqrt{f_a^2 + 3q^2} \\le f_{wd} = \\frac{f_u}{\\sqrt{3} \\gamma_{mw}} \\]</p>\n<p>where:</p>\n<ul>\n  <li>\t\\( f_e \\) – equivalent stress in weld</li>\n  <li>\t\\( f_a&nbsp;\\) – normal stresses, compression or tension, due to axial force or bending moment</li>\n  <li>\t\\( q&nbsp;\\) – shear stress due to shear force or tension</li>\n  <li>\t\\(&nbsp;f_{wd}&nbsp;\\) – design strength of a fillet weld</li>\n  <li>\t\\(&nbsp;f_u&nbsp;\\) – smaller of the ultimate stress of the weld or of the parent metal; the ultimate strength of the weld electrode is assumed better than of the parent metal</li>\n  <li>\t\\(&nbsp;\\gamma_{mw}&nbsp;\\) – partial safety factor for welds – IS 800, Table 5; editable in Code setup</li>\n</ul>\n<p>The weld diagrams show stress according to the following formula:</p>\n<p>\\[ \\sigma = \\sqrt{\\sigma_{\\perp}^2 + \\tau_{\\perp}^2 + 3 \\tau_{\\parallel}^2 } \\]</p>\n<figure data-asset-id=\"ffed132b-d4b9-4dd3-a7f0-980232559f11\" data-image-id=\"ffed132b-d4b9-4dd3-a7f0-980232559f11\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a1a3ce82-7d5c-4c7f-8b04-bfd8b9be0390/weld.png\" data-asset-id=\"ffed132b-d4b9-4dd3-a7f0-980232559f11\" data-image-id=\"ffed132b-d4b9-4dd3-a7f0-980232559f11\" alt=\"\"></figure>"
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                                                                            "value": "<h3>Shear capacity of bolts</h3>\n<p>The design strength of the bolt, \\(V_{dsb}\\), as governed shear strength is given by IS 800, Cl. 10.3.3:</p>\n<p>\\[ V_{sb} \\le V_{dsb} \\]</p>\n<p>where:</p>\n<ul>\n  <li>\t\\(V_{dsb} = V_{nsb}/\\gamma_{mb}\\) – design shear capacity of a bolt</li>\n  <li>\t\\(V_{nsb} = \\frac{f_{ub}}{\\sqrt{3}} A_e\\) – nominal shear capacity of a bolt</li>\n  <li>\t\\(f_{ub}\\) – ultimate tensile strength of a bolt;</li>\n  <li>\t\\(A_e\\) – area for resisting shear; \\(A_e = A_n\\) for shear plane intercepted by the threads, \\(A_e = A_s\\) for the case where threads do not occur in shear plane</li>\n  <li>\t\\(A_n\\) – net tensile stress area of the bolt</li>\n  <li>\t\\(A_s\\) – cross-section area at the shank</li>\n  <li>\t\\(\\gamma_{mb} = 1.25\\) – partial safety factor for bolts – bearing type – IS 800, Table 5; editable in Code setup</li>\n</ul>\n<p>When the grip length of bolts \\(l_g\\) (equal to the total thickness of the connected plates) is higher than \\(5d\\), the design shear capacity \\(V_{dsb}\\) is reduced by a factor \\(\\beta_{lg}\\) – IS 800, Cl. 10.3.3.2:</p>\n<p>\\[ \\beta_{lg} = \\frac{8}{3+l_g/d} &nbsp;\\]</p>\n<p>According to IS 800, Cl. 10.3.3.3, the design shear capacity of bolts carrying shear through a packing plate with the thickness \\(t_{pk} \\ge 6\\) mm shall be decreased by a factor:</p>\n<p>\\[ \\beta_{pk} = (1-0.0125 t_{pk}) \\]</p>\n<p>Each shear plane is checked separately, and the worst result is shown.</p>\n<h3>Bearing capacity of bolts</h3>\n<p>The design bearing strength of a bolt on any plate, as governed by bearing is given by IS 800, Cl. 10.3.4:</p>\n<p>\\[ V_{sb} \\le V_{dpb} \\]</p>\n<p>where:</p>\n<ul>\n  <li>\\(V_{dpb} = V_{npb} / \\gamma_{mb}\\) – design bearing strength of a bolt</li>\n  <li>\\(V_{npb} = 2.5 k_b d t f_u\\) – nominal bearing strength of a bolt</li>\n  <li>\\(k_b = \\min \\left \\{ \\frac{e}{3d_0}, \\, \\frac{p}{3d_0}-0.25, \\, \\frac{f_{ub}}{f_u}, \\, 1.0 \\right \\}\\) – factor for joint geometry and material strength</li>\n  <li>\\(e\\) – end distance of the fastener along bearing direction</li>\n  <li>\\(p\\) – pitch distance of the fastener along bearing direction</li>\n  <li>\\(f_{ub}\\) – ultimate tensile strength of the bolt</li>\n  <li>\\(f_u\\) – ultimate tensile strength of the plate</li>\n  <li>\\(d\\) – nominal diameter of the bolt</li>\n  <li>\\(d_0\\) – diameter of bolt hole</li>\n  <li>\\(t\\) – plate thickness</li>\n  <li>\\(\\gamma_{mb} = 1.25\\) – partial safety factor for bolts – bearing type – IS 800, Table 5; editable in Code setup\t</li>\n</ul>\n<p>Bearing on each plate is checked separately and the worst result is shown.</p>\n<p><br></p>\n<p>The bearing resistance is reduced for oversized and slotted holes by a factor:</p>\n<ul>\n  <li>0.7 – for oversized and short slotted holes</li>\n  <li>0.5 – for long slotted holes</li>\n</ul>\n<p>Sizes of oversized, short slotted, and long slotted holes are determined according to IS 800, Table 19.</p>\n<h3>Tension capacity of bolts</h3>\n<p>A bolt subjected to a factored tensile force is checked according to IS 800, Cl. 10.3.5:</p>\n<p>\\[ T_b \\le T_{db} \\]</p>\n<p>where:</p>\n<ul>\n  <li>\\(T_{db} = T_{nb} / \\gamma_{mb}\\) – design tensile capacity of the bolt</li>\n  <li>\\(T_{nb} = \\min \\{ 0.9 f_{ub} A_n, \\, f_{yb} A_s (\\gamma_{mb} / \\gamma_{m0}) \\}\\) – nominal tensile capacity of the bolt</li>\n  <li>\\(f_{ub}\\) – ultimate tensile strength of the bolt</li>\n  <li>\\(f_{yb}\\) – yield strength of the bolt</li>\n  <li>\\(A_n\\) – net tensile stress area of the bolt</li>\n  <li>\\(A_s\\) – cross-section area at the shank</li>\n  <li>\\(\\gamma_{mb} = 1.25\\) – partial safety factor for bolts – bearing type – IS 800, Table 5; editable in Code setup</li>\n  <li>\\(\\gamma_{m0} = 1.1\\) – partial safety factor for resistance governed by yielding – IS 800, Table 5; editable in Code setup</li>\n</ul>\n<h3>Bolt subjected to combined shear and tension</h3>\n<p>A bolt required to resist both design shear force and design tensile force at the same time shall according to IS 800, Cl. 10.3.6 satisfy:</p>\n<p>\\[ \\left( \\frac{V_{sb}}{V_{db}} \\right)^2 + \\left( \\frac{T_{b}}{T_{db}} \\right)^2 \\le 1.0 \\]</p>\n<p>where:</p>\n<ul>\n  <li>\\(V_{sb}\\) – factored shear force</li>\n  <li>\\(V_{db} = \\min \\{ V_{dsb}, \\, V_{dpb} \\}\\) – design shear resistance of the bolt – IS 800, Cl. 10.3.2</li>\n  <li>\\(V_{dsb}\\) – design shear resistance</li>\n  <li>\\(V_{dpb}\\) – design bearing resistance</li>\n  <li>\\(T_b\\) – factored tensile force</li>\n  <li>\\(T_{db}\\) – design tensile capacity of the bolt</li>\n</ul>"
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                                                                                    "value": "<h3>Slip resistance</h3>\n<p>Slip resistance of preloaded bolt is checked according to IS 800, Cl. 10.4.3:</p>\n<p>\\[ V_{sf} \\le V_{dsf} \\]</p>\n<p>where:</p>\n<ul>\n  <li>\\(V_{dsf} = V_{nsf} / \\gamma_{mf}\\) – design shear capacity of a bolt as governed by slip for friction type connection</li>\n  <li>\\(V_{nsf} = \\mu_f n_e K_h F_0\\) – nominal shear capacity of a bolt as governed by slip for friction type connection</li>\n  <li>\\(\\mu_f\\) – coefficient of friction (slip factor) as specified in IS 800, Table 20; editable in Code setup</li>\n  <li>\\(n_e = 1\\) – number of effective interfaces offering frictional resistance to slip; each shear plane is checked separately</li>\n  <li>\\(K_h\\) – factor for bolt holes; \\(K_h = 1.0\\) for fasteners in standard holes, \\(K_h = 0.85\\) for fasteners in oversized and short slotted holes, \\(K_h = 0.7\\) for fasteners in long slotted holes</li>\n  <li>\\(\\gamma_{mf}\\) – partial safety factor for bolts – friction type – IS 800, Table 5, \\(\\gamma_{mf}=1.10\\) if slip resistance is designed at service load, \\(\\gamma_{mf}= 1.25\\) if slip resistance is designed at ultimate load; editable in Code setup</li>\n  <li>\\(F_0 = A_n f_0\\) – minimum bolt tension (proof load) at installation</li>\n  <li>\\(A_n\\) – net tensile stress area of the bolt</li>\n  <li>\\(f_0 = 0.7 f_{ub}\\) – proof stress</li>\n</ul>\n<p>Capacity after slipping (IS 800, Cl. 10.4.4) should be checked by switching bolt type from friction to bearing – tension/shear interaction for design capacity at ultimate load.</p>\n<h3>Tension capacity of bolts</h3>\n<p>A bolt subjected to a factored tensile force is checked according to IS 800, Cl. 10.3.5:</p>\n<p>\\[ T_f \\le T_{df} \\]</p>\n<p>where:</p>\n<ul>\n  <li>\\(T_{df} = T_{nf} / \\gamma_{mf}\\) – design tensile capacity of the friction bolt</li>\n  <li>\\(T_{nf} = \\min \\{ 0.9 f_{ub} A_n, \\, f_{yb} A_s (\\gamma_{mf} / \\gamma_{m0}) \\}\\) – nominal tensile capacity of the friction bolt</li>\n  <li>\\(f_{ub}\\) – ultimate tensile strength of the bolt</li>\n  <li>\\(f_{yb}\\) – yield strength of the bolt</li>\n  <li>\\(A_n\\) – net tensile stress area of the bolt</li>\n  <li>\\(A_s\\) – cross-section area at the shank</li>\n  <li>\\(\\gamma_{mf}\\) – partial safety factor for bolts – friction type – IS 800, Table 5, \\(\\gamma_{mf}=1.10\\) if slip resistance is designed at service load, \\(\\gamma_{mf}= 1.25\\) if slip resistance is designed at ultimate load; editable in Code setup</li>\n  <li>\\(\\gamma_{m0} = 1.1\\) – partial safety factor for resistance governed by yielding – IS 800, Table 5; editable in Code setup</li>\n</ul>\n<p>Prying forces are determined by finite element analysis and are included in the tensile force.</p>\n<h3>Friction bolt subjected to combined shear and tension</h3>\n<p>A bolt required to resist both design shear force and design tensile force at the same time shall according to IS 800, Cl. 10.3.6 satisfy:</p>\n<p>\\[ \\left( \\frac{V_{sf}}{V_{df}} \\right)^2 + \\left( \\frac{T_{f}}{T_{df}} \\right)^2 \\le 1.0 \\]</p>\n<p>where:</p>\n<ul>\n  <li>\\(V_{sf}\\) – applied factored shear at design load</li>\n  <li>\\(V_{df}\\) – design shear strength</li>\n  <li>\\(T_f\\) – externally applied factored tension at design load</li>\n  <li>\\(T_{df}\\) – design tension strength</li>\n</ul>"
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                                                                                            "value": "<h3>Concrete in bearing</h3>\n<p>Two options for checking of concrete in bearing are available:</p>\n<ol>\n  <li>&nbsp;According to IS 800, Cl. 7.4</li>\n  <li>&nbsp;According to IS 456, Cl. 34.4</li>\n</ol>\n<h4>Concrete in bearing checked according to IS 800, Cl. 7.4</h4>\n<p>The maximum bearing pressure should not exceed the bearing strength equal to \\(0.6 f_{ck}\\), where \\(f_{ck}\\) is the characteristic cube strength of concrete. The strength of grout is assumed to be higher than that of concrete foundation. Cl. 7.4.3.1 provides the formula for the minimum thickness of column bases:</p>\n<p>\\[ t_s = \\sqrt{2.5 w c^2 \\gamma_{m0} / f_y} &gt; t_f \\]</p>\n<p>where:</p>\n<ul>\n  <li>&nbsp;\\(w\\) – uniform pressure from below on the slab base under the factored load axial compression</li>\n  <li>&nbsp;\\(c\\) – overlap of the column base over the column</li>\n  <li>&nbsp;\\(f_y\\) – yield strength of the column base</li>\n  <li>&nbsp;\\(t_f\\) – column flange thickness</li>\n  <li>&nbsp;\\(\\gamma_{m0} = 1.1\\) – partial safety factor for resistance governed by yielding – IS 800, Table 5; editable in Code setup</li>\n</ul>\n<p>The formula can be rewritten to determine the overlap with the assumption that \\(w = 0.6 f_{ck}\\):</p>\n<p>\\[ c = t_s \\sqrt{\\frac{f_y}{1.5 f_{ck} \\gamma_{m0}}} \\]</p>\n<p>The area \\(A_{c,eff}\\) is determined by offsetting the column (with stiffeners) cross-sectional area intersecting the base plate by overlap \\(c\\). Another area, \\(A_{FEM,eff}\\) determining the area in contact between the base plate and concrete foundation (grout) by finite element analysis. The area resisting the compressive forces, \\(A_{eff}\\) is intersection of these two areas, \\(A_{c,eff}\\) and \\(A_{FEM,eff}\\). Bearing strength \\(0.6 f_{ck}\\) on this area \\(A_{eff}\\) is assumed at the ultimate limit state.</p>\n<p>The check of concrete in the bearing is performed in a form of stresses:</p>\n<p>\\[ \\sigma_c \\le w \\]</p>\n<p>where:</p>\n<ul>\n  <li>&nbsp;\\(\\sigma_c = \\frac{N_c}{A_{eff}}\\) – average bearing stress below the base plate</li>\n  <li>&nbsp;\\(N_c\\) – compressive force</li>\n  <li>&nbsp;\\(w = 0.6 f_{ck}\\) – bearing resistance of the concrete</li>\n</ul>\n<h4>Concrete in bearing checked according to IS 456, Cl. 34.4.</h4>\n<p>The maximum bearing pressure should not exceed the bearing strength equal to \\(0.45 f_{ck} \\cdot \\min \\left \\{ \\sqrt{\\frac{A_1}{A_2}}, \\, 2 \\right \\} \\), where:</p>\n<ul>\n  <li>&nbsp;\\(f_{ck}\\) – characteristic cube strength of concrete; strength of grout is assumed higher than that of concrete foundation</li>\n  <li>&nbsp;\\(A_1\\) – supporting area taken as the area of the lower base of the largest frustum of a pyramid or cone contained wholly within the footing and having for its upper base, the area actually loaded and having side slope of one vertical to two horizontal</li>\n  <li>&nbsp;\\(A_2\\) – bearing area determined by finite element analysis (equal to \\(A_{FEM,eff}\\))</li>\n</ul>\n<p>The check of concrete in the bearing is performed in a form of stresses:</p>\n<p>\\[ \\sigma_c \\le w \\]</p>\n<p>where:</p>\n<ul>\n  <li>&nbsp;\\(\\sigma_c = \\frac{N_c}{A_{2}}\\) – average bearing stress below the base plate</li>\n  <li>&nbsp;\\(N_c\\) – compressive force</li>\n  <li>&nbsp;\\(w = 0.45 f_{ck} \\cdot \\min \\left \\{ \\sqrt{\\frac{A_1}{A_2}}, \\, 2 \\right \\}\\) – bearing resistance of the concrete</li>\n</ul>\n<h2>Transfer of shear</h2>\n<p>The shear action at the base plate is assumed to be transferred from the column to the concrete foundation by:</p>\n<ol>\n  <li>Friction between base plate and concrete/grout</li>\n  <li>Shear lug</li>\n  <li>Anchor bolts</li>\n</ol>\n<h3>Anchors</h3>\n<p>The tensile forces in anchors include prying forces and are determined by finite element analysis.</p>\n<p>Anchors are not checked in the software.</p>"
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                                                                                                    "value": "<h3>Bolts</h3>\n<p>Bolt minimum spacing is according to IS 800, Cl. 10.2.2: Centre to centre of the bolt should be larger than \\(2.5 \\cdot d\\), where \\(d\\) is nominal bolt diameter.</p>\n<p>Minimum end and edge distances measured from the centreline of the bolt are taken according to IS 800, Cl. 10.2.4 as \\(1.5 \\cdot d_0\\), where \\(d_0\\) is the standard hole diameter according to IS 800, Table 19.</p>\n<p>The grip length of bolts should be limited to \\(8d\\) according to IS 800, Cl. 10.3.3.2.</p>\n<h3>Welds</h3>\n<p>Minimal size of welds is checked according to IS 800, Table 21:</p>\n<table><tbody>\n  <tr><td><strong>Thickness of thicker part [mm]</strong></td><td><strong>Minimal weld size [mm]</strong></td></tr>\n  <tr><td>\\(t \\le 10 \\)</td><td>3</td></tr>\n  <tr><td>\\( 10 &lt; t \\le 20 \\)</td><td>5</td></tr>\n  <tr><td>\\( 20 &lt; t \\le 32 \\)&nbsp;</td><td>6</td></tr>\n  <tr><td>\\( 32 &lt; t \\)</td><td>10</td></tr>\n</tbody></table>\n<p>Note that weld size is assumed as throat thickness multiplied by \\(\\sqrt{2}\\).</p>\n<h3>Column base</h3>\n<p>Column base thickness should be larger than the thickness of column flange according to IS 800, Cl. 7.4.3.1.</p>"
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                                                                                                            "value": "The objective of capacity design is to confirm a building undergoes controlled ductile behaviour in order to avoid collapse in a design-level earthquake. "
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                                                                                                            "value": "<p>Plastic hinge is expected to appear in dissipative item and all non-dissipative items of the joint must be able to safely transfer forces due to the yielding in the dissipative item. The dissipative item is usually a beam in moment resisting frame.&nbsp;The safety factor is not used for dissipative items:</p>\n<p>Two factors are assigned to the dissipative item:</p>\n<ul>\n  <li>\\(\\gamma_{ov}\\) – overstrength factor – IS 800, Cl. 12; the recommended value is \\(\\gamma_{ov} = 1.2\\); editable in materials</li>\n  <li>\\(\\gamma_{sh}\\) – strain-hardening factor; the recommended value is \\(\\gamma_{sh} = 1.0\\); editable in operation</li>\n</ul>\n<figure data-asset-id=\"ddc1fc96-f9c5-4d2d-9ca5-5150ad9bce19\" data-image-id=\"ddc1fc96-f9c5-4d2d-9ca5-5150ad9bce19\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/278940a1-f39c-4dc3-baa9-ee0915804701/Steel%20connection%20capacity%20design.png\" data-asset-id=\"ddc1fc96-f9c5-4d2d-9ca5-5150ad9bce19\" data-image-id=\"ddc1fc96-f9c5-4d2d-9ca5-5150ad9bce19\" alt=\"The objective of capacity design is to confirm a building undergoes controlled ductile behavior in order to avoid a collapse in a design-level earthquake. Structural design of welded and bolted connections. \"></figure>\n<p>The increased strength of the dissipative item allows for the input of loads that cause the plastic hinge to appear in the dissipative item. In the case of moment resisting frame and beam as the dissipative item, the beam should be loaded by \\(M_{y,Ed} = \\gamma_{ov} \\gamma_{sh} f_y W_{pl,y}\\) and corresponding shear force \\(V_{z,Ed} = -2 M_{y,Ed} / L_h\\), where:</p>\n<ul>\n  <li>\\(f_y\\) – characteristic yield strength</li>\n  <li>\\(W_{pl,y}\\) – plastic section modulus</li>\n  <li>\\(L_h\\) – distance between plastic hinges on the beam</li>\n</ul>\n<p>In the case of an asymmetric joint, the beam should be loaded by both sagging and hogging bending moments and their corresponding shear forces.</p>\n<p>The plates of dissipative items are excluded from the check.</p>"
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                                                                                                                    "value": "<p>Joints are classified according to joint stiffness to:</p>\n<ul>\n  <li>Rigid – joints with insignificant change of original angles between members,</li>\n  <li>Semirigid – joints which are assumed to have the capacity to furnish a dependable and known degree of flexural restraint,</li>\n  <li>Pinned – joints that do not develop bending moments.</li>\n</ul>\n<p>Joints are classified according to the EN&nbsp;1993-1-8 – Cl.&nbsp;5.2.2.</p>\n<ul>\n  <li>Rigid – \\( \\frac{S_{j,ini} L_b}{E I_b} \\ge k_b \\)</li>\n  <li>Semirigid – \\( 0.5 &lt; \\frac{S_{j,ini} L_b}{E I_b} &lt; k_b \\)</li>\n  <li>Pinned – \\( \\frac{S_{j,ini} L_b}{E I_b} \\le 0.5 \\)</li>\n</ul>\n<p>where:</p>\n<ul>\n  <li><em>S</em><sub>j,ini</sub> – initial stiffness of the joint; the joint stiffness is assumed linear up to the 2/3 of <em>M</em><sub>j,Rd</sub></li>\n  <li><em>L</em><sub>b</sub> – theoretical length of the analyzed member; set in member properties</li>\n  <li><em>E</em> – Young's modulus of elasticity</li>\n  <li><em>I</em><sub>b</sub> – moment of inertia of the analyzed member</li>\n  <li><em>k</em><sub>b</sub> = 8 for frames where the bracing system reduces the horizontal displacement by at least 80 %; <em>k</em><sub>b</sub> = 25 for other frames, provided that in every storey <em>K</em><sub>b</sub>/<em>K</em><sub>c</sub> ≥ 0.1. The value of <em>k</em><sub>b</sub> = 25 is used unless the user sets \"braced system\" in Code setup.</li>\n  <li><em>M</em><sub>j,Rd</sub> – joint design moment resistance</li>\n  <li><em>K</em><sub>b</sub> = <em>I</em><sub>b</sub> / <em>L</em><sub>b</sub></li>\n  <li><em>K</em><sub>c</sub> = <em>I</em><sub>c</sub> / <em>L</em><sub>c</sub></li>\n</ul>"
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                    "value": "<p><strong>Steel-to-timber connection&nbsp;</strong>design is another step of enabling users to design and code-check various types of connections and members from multiple materials.</p>\n<figure data-asset-id=\"adafd49a-b073-4d37-827c-2550757e2c6c\" data-image-id=\"adafd49a-b073-4d37-827c-2550757e2c6c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/83b44b4b-4e4c-4f03-896c-e25d2de684d2/Timber2.PNG\" data-asset-id=\"adafd49a-b073-4d37-827c-2550757e2c6c\" data-image-id=\"adafd49a-b073-4d37-827c-2550757e2c6c\" alt=\"\"></figure>\n<p><em>Example of steel-to-timber connections</em></p>\n<p>Results on the <strong>connecting steel plates</strong> can be obtained. Code checks for the steel plates are available according to the chosen code. Code checks of timber members, bolts, and dowels are not delivered and must be performed by a third-party application. On the other hand, IDEA StatiCa Connection application delivers acting shear and tension forces on each bolt or dowel for the precise manual code-check.</p>\n<p>See also the <a data-item-id=\"c16f8cbb-a469-4c46-ac70-2090e054fcf1\" href=\"\">Theoretical Background article about Steel-to-timber joints</a>.</p>\n<figure data-asset-id=\"e784745b-8e33-461b-b15b-dad47606d614\" data-image-id=\"e784745b-8e33-461b-b15b-dad47606d614\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/843342b7-3dce-40ad-8626-fea6ec896f60/steel-to-timber%20code-check.png\" data-asset-id=\"e784745b-8e33-461b-b15b-dad47606d614\" data-image-id=\"e784745b-8e33-461b-b15b-dad47606d614\" alt=\"\"></figure>\n<h3>Templates and manufacturing operations</h3>\n<p>Two new manufacturing operations were implemented for timber members – Gusset plate and Connecting plate. Users can make the selection in the Manufacturing operations menu.</p>\n<figure data-asset-id=\"cf705dff-df2c-4766-90a1-d6f330fe493a\" data-image-id=\"cf705dff-df2c-4766-90a1-d6f330fe493a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5f495321-54ef-48b6-9e81-a2dcce7139b6/TimberManufacturingOperations.png\" data-asset-id=\"cf705dff-df2c-4766-90a1-d6f330fe493a\" data-image-id=\"cf705dff-df2c-4766-90a1-d6f330fe493a\" alt=\"\"></figure>\n<p><em>Gusset plate and Connecting plate for timber members manufacturing operations</em></p>\n<p><br></p>\n<p>To help you with designing of steel-to-timber connections, new templates were added to the application wizard.</p>\n<figure data-asset-id=\"397dd720-98b3-479a-abe2-537b55c884e6\" data-image-id=\"397dd720-98b3-479a-abe2-537b55c884e6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dc200967-1222-4d39-a79e-0471b11b62a0/Timber_wizard.png\" data-asset-id=\"397dd720-98b3-479a-abe2-537b55c884e6\" data-image-id=\"397dd720-98b3-479a-abe2-537b55c884e6\" alt=\"\"></figure>\n<p><em>Steel-to-timber connection templates</em></p>\n<h3>Updates of the feature</h3>\n<p>Timber connections check was implemented in&nbsp;IDEA StatiCa version 20.0.</p>\n<p>Since 22.0.1 patch, it has been possible to see the resultant grain angle for the bolt check. See the dedicated <a data-item-id=\"eed5a14c-0581-42b1-8a67-7181fb8d4fdf\" href=\"\">Release Notes 22.1 article</a>.</p>\n<figure data-asset-id=\"1639c709-2c90-40ae-9dc9-099c244779aa\" data-image-id=\"1639c709-2c90-40ae-9dc9-099c244779aa\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bcb389d3-f3bc-44ad-a7b5-da46852c5f0a/TimberAngles.png\" data-asset-id=\"1639c709-2c90-40ae-9dc9-099c244779aa\" data-image-id=\"1639c709-2c90-40ae-9dc9-099c244779aa\" alt=\"\"></figure>\n<p>Since 23.0.1 patch, the warning has been displayed to emphasize that the bolts going through the timber member are not checked (in the 3D scene and in Report).</p>\n<figure data-asset-id=\"944f89ff-6de2-4ddd-a880-e000e29c0474\" data-image-id=\"944f89ff-6de2-4ddd-a880-e000e29c0474\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0774a5ce-0efc-491c-9bd6-b5e8d0e2a229/Timber%20warning%2023-0.png\" data-asset-id=\"944f89ff-6de2-4ddd-a880-e000e29c0474\" data-image-id=\"944f89ff-6de2-4ddd-a880-e000e29c0474\" alt=\"Timber warning in 23.0.1\"></figure>\n<p>This feature is available for the <strong>Enhanced</strong> version of IDEA StatiCa Steel.</p>\n<h3>Webinars and other resources</h3>\n<p>Check out the possibilities of the timber connections check in practice in the recording of the <a data-item-id=\"b57ff28d-bfd1-40a5-bd3a-081042f90081\" href=\"\">Connection Wednesdays - Optimization of timber column anchoring</a> webinar.</p>\n<figure data-asset-id=\"02008f76-2a47-4cbc-9d36-4b452d9939f5\" data-image-id=\"02008f76-2a47-4cbc-9d36-4b452d9939f5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bc92f8a6-c95d-4d5b-945a-4cad2c7f07c7/2020-09-09%20Connection%20Wednesdays%20-%20Optimization%20of%20timber%20column%20anchoring.png\" data-asset-id=\"02008f76-2a47-4cbc-9d36-4b452d9939f5\" data-image-id=\"02008f76-2a47-4cbc-9d36-4b452d9939f5\" alt=\"\"></figure>\n<p>In our blog, you can read an article about <a data-item-id=\"d8e3456b-1ac7-4a63-9eed-1a60eea8542e\" href=\"\">Designing steel-to-timber connections</a> from July 2020.</p>\n<p>Take a look at the case study of a <a data-item-id=\"b016f9ce-4868-4abd-be3e-8c94465267d0\" href=\"\">Family home in Massachusetts</a> done by our customer - the CRAFT Engineers.</p>\n<figure data-asset-id=\"65e75ec6-9518-4a30-bd03-0085c18b0f0f\" data-image-id=\"65e75ec6-9518-4a30-bd03-0085c18b0f0f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d77dda04-b786-40ad-8696-3b7b35eca684/Steel%20to%20timber%20connection.jpg\" data-asset-id=\"65e75ec6-9518-4a30-bd03-0085c18b0f0f\" data-image-id=\"65e75ec6-9518-4a30-bd03-0085c18b0f0f\" alt=\"Family home in Massachusetts\"></figure>\n<figure data-asset-id=\"d8a5ec60-001c-4cc5-85a4-a7a17f3fb457\" data-image-id=\"d8a5ec60-001c-4cc5-85a4-a7a17f3fb457\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e5e277b9-b347-4bbd-9c3c-04ae623d796f/Family%20Home%20in%20Massachusetts%204.jpg\" data-asset-id=\"d8a5ec60-001c-4cc5-85a4-a7a17f3fb457\" data-image-id=\"d8a5ec60-001c-4cc5-85a4-a7a17f3fb457\" alt=\"\"></figure>\n<p><br></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"eef2a0e0_b878_01b2_1668_5489fe50626f\"></object>"
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                    "value": "<p>Cleat connections are popular among designers and engineers for their versatility. The improvements in Cleat manufacturing operations lead to new possibilities in the design of connections and joints. Any two perpendicular general plates cut&nbsp;each other can be connected by cleat and as well as any general plate and member plate.</p>\n<figure data-asset-id=\"be24884e-304a-41f0-ab9f-7ea85617df21\" data-image-id=\"be24884e-304a-41f0-ab9f-7ea85617df21\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/65bdc71a-bc5d-43dc-8c68-56aee88719ae/CleatPlate.PNG\" data-asset-id=\"be24884e-304a-41f0-ab9f-7ea85617df21\" data-image-id=\"be24884e-304a-41f0-ab9f-7ea85617df21\" alt=\"Cleat\"></figure>\n<p><em>Cleat examples: General plate connected by cleats to member.</em></p>\n<figure data-asset-id=\"6a89e1f7-758d-498e-abd0-d2de59871dee\" data-image-id=\"6a89e1f7-758d-498e-abd0-d2de59871dee\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/28725b89-366e-4590-b71a-1631c33b52fd/CleatPerpendicularPlates.PNG\" data-asset-id=\"6a89e1f7-758d-498e-abd0-d2de59871dee\" data-image-id=\"6a89e1f7-758d-498e-abd0-d2de59871dee\" alt=\"Cleat\"></figure>\n<p><em>Cleat examples: Two perpendicular plates connected by cleat.</em></p>\n<p>T-stub cross-section can be used to replace L-shapes in the Cleat manufacturing operation or to connect flanges and webs. Thanks to this, bolted connection types (used mainly in the US) can now be designed faster.</p>\n<figure data-asset-id=\"25a95f57-c607-48b6-9353-f659066ad2ae\" data-image-id=\"25a95f57-c607-48b6-9353-f659066ad2ae\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f4dd09c3-ea06-4588-bd14-6a0a50e60303/CleatT.PNG\" data-asset-id=\"25a95f57-c607-48b6-9353-f659066ad2ae\" data-image-id=\"25a95f57-c607-48b6-9353-f659066ad2ae\" alt=\"Cleat\"></figure>\n<p><em>T-stub defined to flanges of the member.</em></p>\n<p>This feature is available for the <strong>Expert</strong> and <strong>Enhanced</strong> version of IDEA StatiCa Steel.</p>"
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                    "value": "<p>Contacts are defined automatically in case of a bolt group definition or manually by a manufacturing operation. From now on, the contact stress between the two plates can be displayed. This helps to better understand the connection behavior and better model validity control (prying actions, deformation, etc.).</p>\n<figure data-asset-id=\"ec50fef1-a68a-4606-86e9-b59923295b21\" data-image-id=\"ec50fef1-a68a-4606-86e9-b59923295b21\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/42f113c9-5091-4c9c-adfc-9bac3fdb7c22/ContactStress.png\" data-asset-id=\"ec50fef1-a68a-4606-86e9-b59923295b21\" data-image-id=\"ec50fef1-a68a-4606-86e9-b59923295b21\" alt=\"\"></figure>\n<p><em>Contact stress results between the end plate and the column flange.</em></p>\n<p>The values are shown in the check table of plates. However, the contact stresses are only informative and are not used in any check. Also, the through-thickness stress of shell elements is not considered.&nbsp;</p>\n<p>This feature is available for the <strong>Expert</strong> and <strong>Enhanced</strong> version of IDEA StatiCa Steel.</p>"
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                                            "value": "<p>The new IDEA StatiCa version 21.0 aspires to further streamline the engineering design process. We have improved the analytical model for more accurate results. We are speeding up designs by adjusting the position of members relative to each other. Engineers can now slash the time of defining simple and moderate connections because IDEA StatiCa will propose them automatically – a new design proposal feature. Release notes 21 also describe major AISC update with explanations and tips.&nbsp;&nbsp;</p>\n<p>The new 21.0 version of IDEA StatiCa brings another batch of enhancements in Concrete to the engineering community as well. Starting with IDEA StatiCa Member application to be thoroughly verified and taken from BETA, accompanied by a set of improvements to the RCS application, such as fire resistance, or the Detail application, where the main attention has been paid to the CSFM solver. This all helps our application to provide faster calculations while improving stability and reliability.</p>\n<p>Calculate yesterday’s estimates!</p>\n<h2>News for Steel</h2>\n<h3>Updated CBFEM solver</h3>\n<ul>\n  <li>30 % faster calculation times</li>\n  <li>More accurate modeling of hollow sections connection&nbsp;</li>\n  <li>A new set of verifications and guidelines to interpret results between versions</li>\n  <li><a data-item-id=\"521c376f-96f7-4217-b0ee-29cc1d404d34\" href=\"\">Find out more</a></li>\n</ul>\n<h3>Connection design improvements</h3>\n<ul>\n  <li><a data-item-id=\"ee6229e8-74a9-4d81-8885-1cff547e4ead\" href=\"\">Top of steel modeling options; the relative position of members</a></li>\n  <li><a data-item-id=\"b520bdb9-5eed-4c7c-8a85-c55747fe7d62\" href=\"\">Fatigue analysis: nominal stress</a></li>\n  <li><a data-item-id=\"78b4dbf9-2460-4648-91a2-a44c54525c78\" href=\"\">AISC code-compliance update, new seismic connection templates</a></li>\n  <li><a data-item-id=\"3ae00502-96d0-4d71-9d9e-89026f33e885\" href=\"\">Automated selection of connection design templates</a></li>\n  <li><a data-item-id=\"b1458c26-712b-4e35-a825-43f7991e6308\" href=\"\">Rotational capacity limited by bolt and weld failure</a></li>\n  <li><a data-item-id=\"70ea715a-9e1e-4832-b615-777d72cb930f\" href=\"\">Traffic-light results for forces in bolts</a></li>\n  <li><a data-item-id=\"10388a66-2e50-4cf3-86bf-8fd0ddab836f\" href=\"\">Extended anchorage formulas; specifics for Russian standard</a></li>\n  <li><a data-item-id=\"6ba36654-fe5a-4422-bd7a-0d62abcf2833\" href=\"\">Anchorage&nbsp;formulas, tooltips</a></li>\n</ul>\n<h3>Bulk selection with Viewer</h3>\n<ul>\n  <li><a data-item-id=\"4b50449e-978d-49d2-9340-066edf43e30e\" href=\"\">The Viewer can now export multiple connections</a> from CAD/BIM applications in one go</li>\n</ul>\n<h3>Steel member design without limits&nbsp;</h3>\n<ul>\n  <li>New application IDEA StatiCa Member is going LIVE: It designs general steel members including connections (the application Connection is embedded in it)</li>\n  <li>Structural engineer no longer has to estimate the effects of the boundary conditions and can analyze and check members of any topology and loading&nbsp;</li>\n  <li>Ability to analyze imperfections, large deformations (2nd order), non-linearities, torsion and warping</li>\n  <li><a data-item-id=\"6ae5ab82-3d6c-4c6c-a812-7f8f1ec7dc2d\" href=\"\">Find out more</a></li>\n</ul>\n<h2>News for Concrete and Prestressing</h2>\n<h3>Design enhancements in RCS and Detail</h3>\n<ul>\n  <li><a data-item-id=\"c9d4974e-2ae8-4f70-abc6-5f110e74c716\" href=\"\">Fire resistance of slender columns</a></li>\n  <li><a data-item-id=\"43496020-132d-4159-b31c-d1cd14198e4f\" href=\"\">Extension of stiffness calculation</a></li>\n  <li><a data-item-id=\"a460f91a-cd3b-420d-9369-6e4833befd6c\" href=\"\">Improvement of interaction check</a></li>\n  <li><a data-item-id=\"dc5cf57d-5669-49fb-bcd9-e83e32e2e425\" href=\"\">Updated crack width check</a></li>\n  <li><a data-item-id=\"e891a412-d4f5-4473-8e9c-bded813ee5e3\" href=\"\">CSFM analysis speed improvements</a></li>\n</ul>\n<h3>New concrete workflows with IDEA StatiCa Member</h3>\n<ul>\n  <li>The new application IDEA StatiCa Member is going LIVE: It designs concrete members with complex cross-sections and has the application RCS embedded in it</li>\n  <li>All ULS and SLS checks for critical beams and frames of varying topologies, including capacity, shear, torsion, interaction, stress limitation, and crack width</li>\n  <li><a data-item-id=\"879fe0ab-6957-40c6-934a-11dcc189ac84\" href=\"\">Find out more</a></li>\n</ul>\n<h2>BIM links</h2>\n<ul>\n  <li><a data-item-id=\"a2d8bf12-cff7-45ae-92c4-b1e7e75c95a2\" href=\"\">Update of the supported version of 3<sup>rd</sup> party software</a></li>\n</ul>\n<h2>User portal and Licensing&nbsp;</h2>\n<ul>\n  <li><a data-item-id=\"46cf750d-6c89-41af-bf0c-b32d12c6e186\" href=\"\">New portal to manage licenses and submit support cases</a></li>\n</ul>"
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                                                    "value": "<p><em>Note: Connection Browser was renamed to </em><em><strong>Connection Library</strong></em><em> with version 23.0 (April, 2023).</em></p>\n<p>IDEA StatiCa 21.1 is the second release of the year and brings more features than the spring one. What did we try to achieve with this version? We are pushing our BIM workflows to the next level, allowing engineers to design more in reinforced and prestressed concrete, and implement plenty of features for connection design we were asked to from around the world by you - our customers.</p>\n<p>Enjoy and Calculate yesterday's estimates!</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"d5d9c268_4f7b_01a7_be7e_4f1e14c6eb48\"></object>\n<h2>News for BIM</h2>\n<p>Reliable BIM workflows are key for effective project work. That is why we have invested in the massive upgrade of the \"Code-Check Manager\" application. We also gave it a better name: the <a data-item-id=\"4074acd5-0f5f-40f9-aa70-ac1ff373919d\" href=\"\">Checkbot</a>. This slick-looking application is the new hub of IDEA StatiCa workflows with 3<sup>rd</sup> party software boosting the productivity of engineers working with our <a data-item-id=\"c79ee572-70be-4d42-9755-82ca8d39b5cc\" href=\"\">BIM</a> links.</p>\n<h3>IDEA StatiCa Checkbot gives you:</h3>\n<ul>\n  <li>Complete control over your imported connections and members</li>\n  <li>Clear list of all imported items including status checked/not-checked</li>\n  <li>3D visualization of imported members and loads</li>\n  <li>Conversion table for materials &amp; cross-sections</li>\n  <li>Load combinations management</li>\n</ul>\n<p>The <a data-item-id=\"4074acd5-0f5f-40f9-aa70-ac1ff373919d\" href=\"\">Checkbot</a> can be started from your 3<sup>rd</sup> party application or as a&nbsp;standalone app and enables you to combine inputs from multiple sources. <a data-item-id=\"4074acd5-0f5f-40f9-aa70-ac1ff373919d\" href=\"\">Read more about the IDEA StatiCa Checkbot</a>.</p>\n<h2>News for Concrete and Prestressing</h2>\n<p>Slender reinforced concrete columns are very sensitive to imperfections which puts extra pressure on engineers during the whole design-build cycle. IDEA StatiCa Member, equipped with a new GMNIA solver in version 21.1, provides a reliable tool for engineers who need to deliver clear and comprehensive design reports of slender columns. <a data-item-id=\"87b9d2ac-7457-4179-b8ef-32ff8ec8f822\" href=\"\">Read more about slender column design.</a></p>\n<p>IDEA StatiCa Detail has proven to be a unique structural design tool for critical members and details in reinforced concrete structures. Version 21.1 expands IDEA StatiCa Detail to pre-stressed concrete as well. Engineers can now understand, design and code-check discontinuities in pre-cast members and details. This dramatically decreases the time needed to design pre-stressed beams, diaphragms, etc. <a data-item-id=\"0da35ada-445f-4099-85e6-95621c010fea\" href=\"\">Read more about designing prestressed discontinuity regions.</a></p>\n<p>Other improvements in concrete and pre-stressing include:</p>\n<ul>\n  <li><a data-item-id=\"35d89861-cb2d-4650-8b12-d26a4d5e3603\" href=\"\">Speeding up the solver of IDEA StatiCa for the design of concrete discontinuities by up to 30&nbsp;%</a></li>\n  <li><a data-item-id=\"754996ca-bca4-4953-aac7-de7b6aa4598a\" href=\"\">Enhanced crack width check of cross-sections with a large concrete cover</a></li>\n  <li><a data-item-id=\"11428b88-a3f6-4b73-8e0e-3080894c3633\" href=\"\">Bulk import from DXF drawing</a> to Detail (in patch&nbsp;21.1.1 and onwards)</li>\n  <li><a data-item-id=\"73df02c3-5ea5-460a-b0e2-0738bca2595f\" href=\"\">Ordering of load cases in Detail</a> (in patch&nbsp;21.1.1 and onwards)</li>\n</ul>\n<h2>News for Steel</h2>\n<p>IDEA StatiCa Connection is quickly becoming the standard choice for <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">connection design</a> worldwide. Version 21.1 brings various code-check and modeling improvements as well as a new approach to handle repetitive connection designs.</p>\n<p>Connection Browser is here! This unique tool will help you find a&nbsp;suitable design solution from a library of predefined designs and apply them right away. The Connection Browser will work with three databases of steel connections. The first is the set defined by IDEA StatiCa in every installation. The second is the set of connection designs created and saved by each user. The third will be a company set of connections each of our customers can create and maintain (this will be released in one of the patches of version 21.1. coming out in a couple of weeks). <a data-item-id=\"5e9b20d3-786d-429b-97aa-f2e8ada196b4\" href=\"\">Read more about the Connection Browser</a>.</p>\n<h3>Connection design and analysis improvements:</h3>\n<ul>\n  <li><a data-item-id=\"940e97db-790e-439d-95b7-c99b79c53c43\" href=\"\">Custom number of buckling modes</a> – you can now set up to 30 buckling modes</li>\n  <li><a data-item-id=\"5d9eadfb-a1b8-4e37-ad1f-d17a3287fcea\" href=\"\">European steels according to product sheets</a> – specifically for the UK market</li>\n  <li><a data-item-id=\"174db5ba-2d90-4846-b707-8c98bb6e6050\" href=\"\">3D visualization of deformations</a> of steel members</li>\n  <li><a data-item-id=\"287c55f9-dc18-4fff-a491-71a1641679f6\" href=\"\">Use global/local coordinates in supports settings</a></li>\n  <li><a data-item-id=\"6a1966e1-7905-4ced-a002-c8f568072d4c\" href=\"\">Improved code-check of welds</a> – as per Eurocode and Indian standard</li>\n  <li><a data-item-id=\"c3e0558d-c799-44e3-8961-57cdbc9434d9\" href=\"\">Bearing type options for bolts</a> now fully replaced</li>\n  <li><a data-item-id=\"1ecd38ea-c2c8-4753-9b2b-c6288be8d2b3\" href=\"\">Right-click mouse button design proposal</a> (in patch 21.1.2 and onwards)</li>\n  <li><a data-item-id=\"97f7c92f-a7e8-45a5-978b-3187a9925415\" href=\"\">Surface - all around new cutting method</a> (in patch&nbsp;21.1.2 and onwards)</li>\n  <li><a data-item-id=\"f89307a5-4bac-4632-bb5f-1a2586f199a3\" href=\"\">Through bolts for hollow sections warning</a> (in patch&nbsp;21.1.2 and onwards)</li>\n  <li><a data-item-id=\"7510a749-ad18-4a34-bacf-44b7b9647bde\" href=\"\">Slip resistance check update according to SP16</a> (in patch 21.1.4 and onwards)</li>\n  <li><a data-item-id=\"0f256907-a887-4488-93c1-a30f11220a33\" href=\"\">Baseplate connection without anchors</a> (in patch 21.1.4 and onwards)</li>\n</ul>\n<h2>Licensing</h2>\n<p>Some outdated applications will be removed from the 21.1 install file. See the <a data-item-id=\"91f72bc2-5d80-4dee-bcf9-b348e55493e9\" href=\"\">list of obsolete applications</a>.</p>\n<h2>Solved incidents</h2>\n<p>See the current <a data-item-id=\"26e29f8c-f439-430a-8ffd-f16af55d4c31\" href=\"\">list of solved incidents</a> reported by our customers.</p>\n<h2>Full Release notes</h2>\n<p>Below you can download the <strong>full version of Release notes </strong>for IDEA StatiCa version 21.1 in PDF.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n1a37204f_b370_01c0_16c9_3c313a68c96a\"></object>"
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                                                            "value": "<p><em>Note: Connection Browser was renamed to </em><em><strong>Connection Library</strong></em><em> with version 23.0 (April, 2023).</em></p>\n<p>What is new? Connection Browser can now create company sets of steel connections. Two new BIM links, improved imports to Checkbot for all existing links. New connections modeling tools, better concrete result analysis, improved UI of our applications, and much more.</p>\n<p>Discover all the improvements below and Calculate yesterday's estimates!</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n4b71ac16_e7a2_01eb_34ff_f0e3bb6951af\"></object>\n<h2>News for Steel</h2>\n<p>Although our steel applications for connection and member design are leading the market already, we keep improving them rapidly. Connection Browser now enables you to create and share your connection designs with colleagues in your company. This means your unique company set of connections, synced automatically to all users of your license, ready to be used!&nbsp;</p>\n<p>We have solved the challenging cutting and welding of members going through another member of a hollow section. Moreover, you will be able to simulate the connection of the member to, for example, a slab providing additional support against lateral-torsional buckling. This works both for IDEA StatiCa Connection and IDEA StatiCa Member.</p>\n<p>IDEA StatiCa Connection is now also able to check the contact between a baseplate and a concrete block even without installed anchors. Our focus was also on updating our material library and complementing the code checks based on your design code. We have specified the points of consideration when connecting hollow sections with long bolts going through.</p>\n<p>Analysis of fatigue was supplemented by the checks of the stress directly in the welds as well as in plates next to them. And for better safety, the setup of loads in equilibrium will be the default from now on.</p>\n<p>Last but not least, our Connection Lite free cloud service was updated to comply with the latest desktop application.</p>\n<h3>Enable your team to design thousands of connections:</h3>\n<ul>\n  <li>Connection Browser now creates company sets of your steel connection designs</li>\n  <li>Improved filters to find and save connections</li>\n  <li>Updated the default set of connections</li>\n</ul>\n<p>&nbsp;<a data-item-id=\"f15a7793-7b4f-4714-b8aa-13f6579d95e6\" href=\"\">Read about company sets &amp; Connection Browser</a></p>\n<h3>Connection design and analysis improvements:</h3>\n<ul>\n  <li><a data-item-id=\"97f7c92f-a7e8-45a5-978b-3187a9925415\" href=\"\">Surface - all around new cutting method</a> (since&nbsp;21.1.2 patch)</li>\n  <li><a data-item-id=\"3410fe73-5e05-4f0b-9e97-52c983c69bbd\" href=\"\">Lateral-Torsional Restraint at the member with defined stiffness</a></li>\n  <li><a data-item-id=\"a2f4a486-315f-4571-a9b3-abdcfff0b7a8\" href=\"\">Fatigue analysis improvements</a> (since 21.1.1 patch)</li>\n  <li><a data-item-id=\"f89307a5-4bac-4632-bb5f-1a2586f199a3\" href=\"\">Through bolts for hollow sections warning</a> (since&nbsp;21.1.2 patch)</li>\n  <li><a data-item-id=\"0f256907-a887-4488-93c1-a30f11220a33\" href=\"\">Baseplate connection without anchors</a> (since 21.1.4 patch)</li>\n  <li><a data-item-id=\"da6f80aa-abfd-4e64-b691-1dc7ea8e3d4c\" href=\"\">Loads in equilibrium as default</a></li>\n  <li><a data-item-id=\"e2d457a6-b2f9-4721-86be-c748df98ab24\" href=\"\">Material library and code checks update</a></li>\n  <li><a data-item-id=\"213a6cc5-7041-41ba-b802-0c36bd1d724f\" href=\"\">Curve export to DXF</a></li>\n  <li>Connection Lite update</li>\n</ul>\n<h2>News for Concrete and Prestressing</h2>\n<p>IDEA StatiCa Detail has earned a leading position in the design and assessment of concrete structures and details, especially in cases of difficult parts of the structures with openings or abrupt changes in geometry where classical beam theory cannot be applied. We have listened to your requests and developed frequently asked features to IDEA StatiCa Detail. Now engineers can minimize the errors and let IDEA StatiCa calculate the self-weight of the structure automatically. No matter how complex is the geometry, haunches, complex cross-sections, discontinuity regions with different thicknesses. We improved and speed up the CSFM solver and expanded the analysis results. IDEA StatiCa Detail is a powerful, fast, and safe tool for the structural design of concrete structures.</p>\n<p>IDEA StatiCa Member - in the previous version, we implemented the GMNIA nonlinear method. In version 22, we focused on user interface improvements, such as facilitating the input of geometry and loads, and especially on the interpretation of the outputs of the nonlinear analysis. These UI improvements speed up the process of modeling, facilitate the inputs and make your work in IDEA StatiCa Member even more efficient.</p>\n<p>The improvements in Concrete and Prestressing include:</p>\n<ul>\n  <li><a data-item-id=\"0e81f59d-e89c-424e-8e89-d2b86855097e\" href=\"\">Auto-calculation of self-weight of discontinuity regions</a></li>\n  <li><a data-item-id=\"e72403d0-17fe-4c34-9f4f-3efe4b71a8fc\" href=\"\">Up to 4-times faster CSFM solver</a></li>\n  <li><a data-item-id=\"c80ce766-75f2-407b-9dd0-6f06b8f0ee22\" href=\"\">Thorough CSFM results are available</a></li>\n  <li><a data-item-id=\"ba69d356-8ed7-4fe3-8f66-f74fd6d3a159\" href=\"\">Auto-calculation of short-term losses for post-tensioned tendons in IDEA StatiCa Detail</a>&nbsp;</li>\n  <li><a data-item-id=\"11428b88-a3f6-4b73-8e0e-3080894c3633\" href=\"\">Bulk import from DXF drawing to IDEA StatiCa Detail</a> (since&nbsp;21.1.1 patch)</li>\n  <li><a data-item-id=\"73df02c3-5ea5-460a-b0e2-0738bca2595f\" href=\"\">Ordering of load cases in IDEA StatiCa Detail</a> (since&nbsp;21.1.1 patch)</li>\n  <li><a data-item-id=\"48a5fe9b-d1ec-4d33-9c74-a5b65cb56026\" href=\"\">Improved result interpretation of concrete members</a> (since&nbsp;21.1.2 patch)</li>\n  <li><a data-item-id=\"bae25668-6a99-45be-955e-c380837b7dd2\" href=\"\">Model management improved, right-click actions and point loads in Member</a></li>\n  <li><a data-item-id=\"e6864600-b2e4-4368-865f-77dc7bec4f72\" href=\"\">Implementation of the Dutch Annex NEN 1992-1-1 NB 2020 for code-checks of reinforced and prestressed concrete sections</a></li>\n  <li><a data-item-id=\"293fcced-8994-4a81-a805-88267657c66a\" href=\"\">Update of an eccentricity definition of a normal force for concrete compressed columns</a></li>\n</ul>\n<h2>News for BIM links</h2>\n<p>Structural engineers use <a data-item-id=\"caeb1a6c-2621-446f-8005-4d2799496a39\" href=\"\">IDEA StatiCa Checkbot</a> a lot - on average, nearly 40,000 steel connections are imported every month worldwide. Version 22 makes this even more usable for the everyday design process, for all our supported <a data-item-id=\"48d2251b-1818-4c19-bfa8-f89955c2e64a\" href=\"\">BIM links</a>.&nbsp;</p>\n<p>IDEA StatiCa Checkbot version 22.0 brings you:</p>\n<ul>\n  <li><a data-item-id=\"dfb6df2c-37af-40e5-bd91-a601e1d445b4\" href=\"\">Enhanced management tools</a> for adding or merging nodes of imported connections and members</li>\n  <li><a data-item-id=\"3681c929-64b4-4975-b81b-16246c8e2ee1\" href=\"\">A wider range of connected 3rd party applications</a> - new link for RAM Structural system, STRAP and Tekla Structural Designer</li>\n  <li><a data-item-id=\"abb2c411-42f5-46ab-8c1c-2b9023e49492\" href=\"\">Export of editable connection projects</a> directly from Checkbot</li>\n  <li><a data-item-id=\"c13d1f3f-7f2a-456c-a43b-b403eb841e96\" href=\"\">Time savings on syncing</a> of already solved Connection models</li>\n  <li><a data-item-id=\"48cd8c65-3e86-41f5-8da5-7aab4ce5d232\" href=\"\">Sync all vs. Sync current item</a></li>\n  <li><a data-item-id=\"77759ee1-1027-4477-9142-647daf6cab7d\" href=\"\">Improved Cross-section Conversion</a></li>\n</ul>\n<p>The <a data-item-id=\"caeb1a6c-2621-446f-8005-4d2799496a39\" href=\"\">Checkbot</a> can be started from your <a data-item-id=\"4a9855d4-6081-4707-86d5-7f4ad2bb3a57\" href=\"\">3<sup>rd</sup> party application</a> or as a&nbsp;standalone app and enables you to combine inputs from multiple sources.</p>\n<p>If you want to check the compatibility with your particular application, just take a look at our list of actively <a data-item-id=\"6fe0ee48-06b6-4a1b-8949-43219506fa3e\" href=\"\">supported versions</a>.</p>\n<h2>Licensing &amp; All applications</h2>\n<p>We improved the way of reserving and releasing licenses seats in the license pool of your company. New dialogues make it easier to identify which seats are occupied/available. You can also easily define when your seat should return to the pool. Read more:</p>\n<ul>\n  <li><a data-item-id=\"92fb3b9d-2841-414f-9631-7f2e4f9ea57a\" href=\"\">Reserve/release seats from the license pool</a></li>\n</ul>\n<p>Other improvements:</p>\n<ul>\n  <li><a data-item-id=\"b2fe11d9-156c-4787-94ba-8bad31645d0e\" href=\"\">New version indicator</a> (since&nbsp;21.1.1 patch)</li>\n  <li><a data-item-id=\"3077c0e2-ee3e-45fd-8b47-343b3d1d941c\" href=\"\">Decimal separator and date format according to Windows Regional Settings</a> (since&nbsp;21.1.2 patch)</li>\n</ul>\n<h2>Solved incidents</h2>\n<p>See the current <a data-item-id=\"26e29f8c-f439-430a-8ffd-f16af55d4c31\" href=\"\">list of solved incidents</a> reported by our customers.</p>\n<h2>Full Release notes</h2>\n<p>Below you can download the <strong>full version of Release notes </strong>for IDEA StatiCa v22.0 in PDF.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n0764bec9_3925_010c_a9ee_d4e2b6d5788f\"></object>"
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                    "value": "<p>The new online licensing system of IDEA StatiCa was implemented. It is account-based, which means that all you need to start IDEA&nbsp;StatiCa&nbsp;20 is to insert your username (by default, an email) and password.</p>\n<p>Why?</p>\n<ul>\n  <li>Our customers struggled with logistics related to license codes, license files, and dongles.</li>\n  <li>IDEA StatiCa license could be fixed without the cooperation of the end-user (reactivation, etc.).</li>\n  <li>Our customers had to deploy the network license on their servers.</li>\n  <li>Company license could not be easily shared with employees on the road or on home-office</li>\n</ul>\n<p>The new online licensing system of IDEA StatiCa solves all these issues and much more. Everything is provided in a robust and secure IDEA StatiCa cloud for which users need only one thing to access – their username (by default, an email) and password.</p>\n<p>How does the online license work?</p>\n<ul>\n  <li>IDEA StatiCa installation regularly checks with IDEA StatiCa license server to update the license and verify product configuration.</li>\n  <li>IDEA StatiCa users do not have to be online all the time. The license will work for 72 hours without an internet connection. After that, connecting to the licensing server is necessary.</li>\n  <li>Admins, as well as end-users, can view/edit the license via IDEA StatiCa Customer portal, an online backend with their licensing data</li>\n</ul>\n<figure data-asset-id=\"c8f006aa-3cbf-49ef-805e-29bcb6893935\" data-image-id=\"c8f006aa-3cbf-49ef-805e-29bcb6893935\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d8b04196-671e-45f1-9afb-05c2873bc09b/Sign%20in%20box.jpg\" data-asset-id=\"c8f006aa-3cbf-49ef-805e-29bcb6893935\" data-image-id=\"c8f006aa-3cbf-49ef-805e-29bcb6893935\" alt=\"\"></figure>\n<h4>How to setup IDEA StatiCa version 20</h4>\n<ul>\n  <li>Every customer of IDEA StatiCa has a primary email address in our system (confirmed in a past order)</li>\n  <li>With the release of version 20, IDEA StatiCa will send Admin credentials to this email. The license will have entitlements based on purchased products and seats.</li>\n  <li>Admins can then add and remove other users in the organization</li>\n  <li>Every user in the organization can consume only selected type of IDEA StatiCa products</li>\n</ul>\n<figure data-asset-id=\"883b3bdf-6d94-49a8-9745-83c822e8a756\" data-image-id=\"883b3bdf-6d94-49a8-9745-83c822e8a756\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9fde4043-99d8-4344-8a4a-da9264ff87c5/License%20manager.jpg\" data-asset-id=\"883b3bdf-6d94-49a8-9745-83c822e8a756\" data-image-id=\"883b3bdf-6d94-49a8-9745-83c822e8a756\" alt=\"\"></figure>\n<p><em>IDEA StatiCa license manager</em></p>\n<h4>Migration disclaimer</h4>\n<ul>\n  <li>IDEA StatiCa 20 has only one way to license and launch – the new online licensing system.</li>\n  <li>The old licensing systems (Eleckey, HASP) of versions up to 10.1 remains unchanged and functional. Lifetime entitlements (now called \"Perpetual\") will work indefinitely, but their technical support will be terminated on <strong>30. 6. 2021</strong>. After this date, license resets, reactivations, and other licensing support will not be provided anymore. Kindly make sure that your organization migrates to version 20 as soon as possible.</li>\n</ul>"
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                                                    "value": "<h3>Introduction</h3>\n<p>Bar members are preferred by engineers when designing steel structures. However, there are many locations on the structure where the theory of members is not valid, e.g., welded joints, bolted connections, footing, holes in walls, the tapering height of cross-section and point loads. The structural analysis in such locations is difficult and it requires special attention. The behavior is non-linear and the nonlinearities must be respected, e.g., yielding of the material of plates, contact between end plates or base plate and concrete block, one-sided actions of bolts and anchors, welds. Design codes, e.g. EN1993-1-8, and also technical literature offer engineering solution methods. Their general feature is derivation for typical structural shapes and simple loadings. The method of components is used very often.</p>\n<h4>Component method</h4>\n<p>The component method (CM) solves the joint as a system of interconnected items – components. The corresponding model is built per each joint type to be able to determine forces and stresses in each component – see the following picture.</p>\n<figure data-asset-id=\"cedfb2e2-64f2-40c2-8fec-92c8ad55a3ed\" data-image-id=\"cedfb2e2-64f2-40c2-8fec-92c8ad55a3ed\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/46167222-5959-469c-8c60-8a14b0148787/General%20introduction%20for%20structural%20design%20of%20steel%20connections.png\" data-asset-id=\"cedfb2e2-64f2-40c2-8fec-92c8ad55a3ed\" data-image-id=\"cedfb2e2-64f2-40c2-8fec-92c8ad55a3ed\" alt=\"IDEA StatiCa Connection theoretical background for the advanced structural design of steel connections.  Structural design of welded and bolted steel connections using the Component Based Finite Element Model CBFEM).\"></figure>\n<p>The components of a joint with bolted end plates modeled by springs</p>\n<p>Each component is checked separately using corresponding formulas. As the proper model must be created for each joint type, the method usage has limits when solving joints of general shapes and general loads.</p>\n<p>IDEA StatiCa together with a project team of Department of Steel and Timber Structures of Faculty of Civil Engineering in Prague and Institute of Metal and Timber Structures of Faculty of Civil Engineering of the Brno University of Technology, developed a method for advanced design of steel structural joints.</p>\n<p><strong>Component Based Finite Element Model</strong> (<a href=\"https://www.cbfem.com/\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">CBFEM</a>) method is:</p>\n<ul>\n  <li><strong>General</strong> enough to be usable for most of the joints, footings, and details in engineering practice.</li>\n  <li><strong>Simple and fast</strong> enough in daily practice to provide results in a time comparable to current methods and tools.</li>\n  <li><strong>Comprehensive</strong> enough to provide structural engineer clear information about joint behavior, stress, strain, and reserves of individual components and about overall safety and reliability.</li>\n</ul>\n<p>The CBFEM method is based on the idea that most of the verified and very useful parts of CM should be kept. The weak point of CM – its generality when analyzing stresses of individual components – was replaced by modeling and analysis using the Finite Element Method (FEM).</p>\n<p>FEM is a general method commonly used for structural analysis. The usage of FEM for modeling of joints of any shapes seems to be ideal (Virdi, 1999). The elastic-plastic analysis is required, as the steel ordinarily yields in the structure. In fact, the results of the linear analysis are useless for joint design.</p>\n<p>FEM models are used for research purposes of joint behavior, which usually apply spatial elements and measured values of material properties.</p>\n<figure data-asset-id=\"ea4a8ae4-b44a-4176-a7df-1b27731870ab\" data-image-id=\"ea4a8ae4-b44a-4176-a7df-1b27731870ab\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f4350bd3-6406-41af-bb2b-ad67a241fade/T-stub-research.png\" data-asset-id=\"ea4a8ae4-b44a-4176-a7df-1b27731870ab\" data-image-id=\"ea4a8ae4-b44a-4176-a7df-1b27731870ab\" alt=\"\"></figure>\n<p><em>FEM model of a joint for research. It uses spatial 3D elements for both plates and bolts</em></p>\n<p>Both webs and flanges of connected members are modeled using shell elements in the CBFEM model for which the known and verified solution is available.</p>\n<p>The fasteners – bolts and welds – are the most difficult in the point of view of the analysis model. Modeling of such elements in general FEM programs is difficult because the programs do not offer the required properties. Thus, special FEM components had to be developed to model the welds and bolts behavior in a joint.</p>\n<figure data-asset-id=\"776fe656-ccd3-49b7-aa3f-db4d31162c9c\" data-image-id=\"776fe656-ccd3-49b7-aa3f-db4d31162c9c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c37c3b86-71aa-4dd2-9afe-58e25c224a25/CBFEM-bolted_connection.png\" data-asset-id=\"776fe656-ccd3-49b7-aa3f-db4d31162c9c\" data-image-id=\"776fe656-ccd3-49b7-aa3f-db4d31162c9c\" alt=\"\"></figure>\n<p><em>CBFEM model of bolted connection by end plates</em></p>\n<p>Joints of members are modeled as massless points when analyzing steel frame or girder structure. Equilibrium equations are assembled in joints and internal forces on the ends of beams are determined after solving the whole structure. In fact, the joint is loaded by those forces. The resultant of forces from all members in the joint is zero – the whole joint is in equilibrium.</p>\n<p>The real shape of a joint is not known in the structural model. The engineer only defines whether the joint is assumed to be rigid or hinged.</p>\n<p>It is necessary to create a trustworthy model of joint, which respect the real state, to design the joint properly. The ends of members with the length of a 2-3 multiple of maximal cross-section height are used in the CBFEM method. These segments are modeled using shell elements.</p>\n<figure data-asset-id=\"0b89c581-e70a-4ff4-bb77-7ba3289f5c31\" data-image-id=\"0b89c581-e70a-4ff4-bb77-7ba3289f5c31\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/63f85aa4-522f-4485-8a75-08c0e58c5788/Massless_joint.png\" data-asset-id=\"0b89c581-e70a-4ff4-bb77-7ba3289f5c31\" data-image-id=\"0b89c581-e70a-4ff4-bb77-7ba3289f5c31\" alt=\"\"></figure>\n<p><em>A theoretical (massless) joint and real shape of the joint without modified member ends</em></p>\n<p>For better precision of the CBFEM model, the end forces on 1D members are applied as loads on the segment ends. Sextuplets of forces from the theoretical joint are transferred to the end of the segment – the values of forces are kept, but the moments are modified by the actions of forces on corresponding arms.</p>\n<p>The segment ends at the joint are not connected. The connection must be modeled. So-called manufacturing operations are used in the CBFEM method to model the connection. Manufacturing operations are especially: cuts, offsets, holes, stiffeners, ribs, end plates and splices, cleats, gusset plates, and others. Fastening elements (welds and bolts) are also added.</p>\n<p><a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">IDEA StatiCa Connection</a> can perform two types of analysis:</p>\n<ol>\n  <li>Geometrically linear analysis with material and contact nonlinearities for stress and strain analysis,</li>\n  <li>Eigenvalue analysis to determine the possibility of buckling.</li>\n</ol>\n<p>In the case of connections, the geometrically nonlinear analysis is not necessary unless plates are very slender. Plate slenderness can be determined by eigenvalue (buckling) analysis. For the limit slenderness where geometrically linear analysis is still sufficient, see Chapter 3.9. 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                                                            "value": "<p>The most common material diagrams which are used in finite element modeling of structural steel are the ideal plastic or elastic model with strain hardening and the true stress-strain diagram. The true stress-strain diagram is calculated from the material properties of mild steels at an ambient temperature obtained in tensile tests. The true stress and strain may be obtained as follows:</p>\n<p>\\[ \\sigma_{true}=\\sigma (1 + \\varepsilon) \\]</p>\n<p>\\[ \\varepsilon_{true}=\\ln (1 + \\varepsilon) \\]</p>\n<p>where <em>σ</em><sub>true</sub> is true stress, <em>ε</em><sub>true</sub> true strain, <em>σ</em> engineering stress, and <em>ε</em> engineering strain.</p>\n<p>The plates in <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">IDEA StatiCa Connection</a> are modeled with elastic-plastic material with a nominal yielding plateau slope according to EN1993-1-5, Par. C.6, (2), tan<sup>-1</sup> (<em>E</em>/1000). The material behavior is based on the von Mises yield criterion. It is assumed to be elastic before reaching the design yield strength, <em>f</em><sub>yd</sub>.</p>\n<p>The ultimate limit state criterion for regions not susceptible to <a data-item-id=\"7264c6af-2992-4866-b1e4-b8ca79ab1c57\" href=\"\">buckling</a> is reaching the limiting value of the principal membrane strain. The value of 5&nbsp;% is recommended (e.g. EN1993-1-5, App. C, Par. C.8, Note 1).</p>\n<figure data-asset-id=\"717192f9-e565-4a12-883f-42d0072c19ea\" data-image-id=\"717192f9-e565-4a12-883f-42d0072c19ea\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7e614341-aaae-4910-8951-e06b88bee777/Structural%20design%20of%20a%20steel%20connection%20-%20Material%20diagrams%20of%20steel%20in%20numerical%20models.png\" data-asset-id=\"717192f9-e565-4a12-883f-42d0072c19ea\" data-image-id=\"717192f9-e565-4a12-883f-42d0072c19ea\" alt=\"IDEA StatiCa Connection theoretical background for the advanced structural design of steel connections.  Structural design of welded and bolted steel connections. The material model used in CBFEM.\"></figure>\n<p><em>Material diagrams of steel in numerical models</em></p>\n<p>The limit value of plastic strain is often discussed. In fact, the ultimate load has low sensitivity to the limit value of plastic strain when the ideal plastic model is used. It is demonstrated in the following example of a beam to a column joint. An open section beam IPE 180 is connected to an open section column HEB 300 and loaded by bending moment. The influence of the limit value of plastic strain on the resistance of the beam is shown in the following figure. The limit plastic strain changes from 2&nbsp;% to 8&nbsp;%, but the change in moment resistance is less than 4&nbsp;%.</p>\n<figure data-asset-id=\"dfd68e37-fcac-4680-bf75-311501445825\" data-image-id=\"dfd68e37-fcac-4680-bf75-311501445825\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a8534ead-a79c-483d-ae11-2d404c1d412a/Loads_Stress_Strain.png\" data-asset-id=\"dfd68e37-fcac-4680-bf75-311501445825\" data-image-id=\"dfd68e37-fcac-4680-bf75-311501445825\" alt=\"\"></figure>\n<p><em>An example of prediction of ultimate limit state of a beam to column joint</em></p>\n<figure data-asset-id=\"855c10c3-0722-42a1-9f3f-7db1f59f67c3\" data-image-id=\"855c10c3-0722-42a1-9f3f-7db1f59f67c3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/aed18cbc-9028-4cf1-bd0d-9b5ec0b036a0/plastic_strain-resistance.png\" data-asset-id=\"855c10c3-0722-42a1-9f3f-7db1f59f67c3\" data-image-id=\"855c10c3-0722-42a1-9f3f-7db1f59f67c3\" alt=\"\"></figure>\n<p><em>The influence of the limit value of plastic strain on the moment resistance</em></p>"
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                                                            "value": "<p>Increase in number of elements provides more precise results but at the cost of higher computational demand.</p>\n<h4>Plate model</h4>\n<p>Shell elements are recommended for modeling of plates in the FEA of structural connection. 4-node quadrangle shell elements with nodes at its corners are applied. Six degrees of freedom are considered in each node: 3 translations (<em>u</em><sub>x</sub>, <em>u</em><sub>y</sub>, <em>u</em><sub>z</sub>) and 3 rotations (<em>φ</em><sub>x</sub>, <em>φ</em><sub>y</sub>, <em>φ</em><sub>z</sub>). Deformations of the element are divided into the membrane and the flexural components.</p>\n<p>The formulation of the membrane behavior is based on the work by Ibrahimbegovic (1990). Rotations perpendicular to the plane of the element are considered. Complete 3D formulation of the element is provided. The out-of-plane shear deformations are considered in the formulation of the flexural behavior of an element based on Mindlin hypothesis. Our inhouse stabilised variant of Mindlin quad plate element with constat shear deforamtion along edge are applied. The elements are inspired by MITC4 elements; see Dvorkin (1984). The shell is divided into five integration layers through thickness of the plate at each integration point and plastic behavior is analyzed in each point. It is called Gauss–Lobatto integration. The nonlinear elastic-plastic stage of material is analyzed in each layer based on the known strains. Only the maximum stresses and strains of all layers are shown.</p>\n<h4>Mesh convergence</h4>\n<p>There are some criteria for the mesh generation in the connection model. The connection check should be independent of the element size. Mesh generation on a separate plate is problem-free. Attention should be paid to complex geometries such as stiffened panels, T-stubs, and base plates. The sensitivity analysis considering mesh discretization should be performed for complicated geometries.</p>\n<p>All plates of a beam cross-section have a common division into elements. The size of generated finite elements is limited. The minimal element size is set to 10 mm and the maximal element size to 50 mm (can be set in Code setup). Meshes on flanges and webs are independent of each other. The default number of finite elements is set to 8 elements per cross-section height as shown in the following figure. The user can modify the default values in Code setup.</p>\n<figure data-asset-id=\"56b04327-298f-4d82-9f7d-0c066664772c\" data-image-id=\"56b04327-298f-4d82-9f7d-0c066664772c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/82635179-c288-44ba-bf8d-c12b80a32766/Structural%20design%20of%20a%20steel%20connection%20-%20Plate%20model%20and%20mesh%20convergence.png\" data-asset-id=\"56b04327-298f-4d82-9f7d-0c066664772c\" data-image-id=\"56b04327-298f-4d82-9f7d-0c066664772c\" alt=\"IDEA StatiCa Connection theoretical background for the advanced structural design of steel connections. Structural design of welded and bolted steel connections. Description of shell elements used in CBFEM and mesh convergence.\"></figure>\n<p><em>The mesh on a beam with constraints between the web and the flange plate</em></p>\n<p>The mesh of the end plates is separate and independent of other connection parts. Default finite element size is set to 16 elements per cross-section height as shown in the figure.</p>\n<figure data-asset-id=\"8d24be01-1329-41ea-8233-9de761728436\" data-image-id=\"8d24be01-1329-41ea-8233-9de761728436\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7f71beb4-9fd6-4517-b069-6905b8176a8a/plate_mesh.png\" data-asset-id=\"8d24be01-1329-41ea-8233-9de761728436\" data-image-id=\"8d24be01-1329-41ea-8233-9de761728436\" alt=\"\"></figure>\n<p><em>The mesh on an end plate with 7 elements along its width</em></p>\n<p>The following example of a beam to column joint shows the influence of mesh size on the moment resistance. An open section beam IPE&nbsp;220 is connected to an open section column HEA&nbsp;200 and loaded by a bending moment as shown in the following figure. The critical component is the column panel in shear. The number of the finite elements along the cross-section height varies from 4 to 40 and the results are compared. Dashed lines are representing the 5%, 10%, and 15% difference. It is recommended to subdivide the cross-section height into 8 elements.</p>\n<figure data-asset-id=\"d7f4071e-0e80-460f-8d61-f7e271cbb6a0\" data-image-id=\"d7f4071e-0e80-460f-8d61-f7e271cbb6a0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d5bcfb21-1bf5-4c38-9d34-8e4ffe398738/beam_to_column.png\" data-asset-id=\"d7f4071e-0e80-460f-8d61-f7e271cbb6a0\" data-image-id=\"d7f4071e-0e80-460f-8d61-f7e271cbb6a0\" alt=\"\"></figure>\n<p><em>A beam to column joint model and plastic strains at ultimate limit state</em></p>\n<figure data-asset-id=\"80bf0274-5a14-4471-90af-93f56fc0a914\" data-image-id=\"80bf0274-5a14-4471-90af-93f56fc0a914\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/601738d5-2a76-4d40-97f7-722342d6d256/mesh_influence.png\" data-asset-id=\"80bf0274-5a14-4471-90af-93f56fc0a914\" data-image-id=\"80bf0274-5a14-4471-90af-93f56fc0a914\" alt=\"\"></figure>\n<p><em>The influence of the number of elements on the moment resistance</em></p>\n<p>The mesh sensitivity study of a slender compressed stiffener of column web panel is presented. The number of elements along the width of the stiffener varies from 4 to 20. The first buckling mode and the influence of a number of elements on the buckling resistance and critical load are shown in the following figure. The difference of 5% and 10% is displayed. It is recommended to use 8 elements along the stiffener width.</p>\n<figure data-asset-id=\"79630fed-3e60-44f9-bd9c-c9d2d47ffaf8\" data-image-id=\"79630fed-3e60-44f9-bd9c-c9d2d47ffaf8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c6c4099f-4691-4820-8691-8335303b111e/buckling_mesh.png\" data-asset-id=\"79630fed-3e60-44f9-bd9c-c9d2d47ffaf8\" data-image-id=\"79630fed-3e60-44f9-bd9c-c9d2d47ffaf8\" alt=\"\"></figure>\n<p><em>The first buckling mode and the influence of number of elements along the stiffener on the moment resistance</em></p>\n<p>The mesh sensitivity study of a T-stub in tension is presented. Half of the flange width is subdivided into 8 to 40 elements, and the minimal element size is set to 1&nbsp;mm. The influence of the number of elements on the T-stub resistance is shown in the following figure. The dashed lines are representing the 5%, 10%, and 15% difference. It is recommended to use 16 elements on the half of the flange width.</p>\n<figure data-asset-id=\"bd5d475b-5787-403f-886a-685e33f1be9d\" data-image-id=\"bd5d475b-5787-403f-886a-685e33f1be9d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/05531827-8853-4859-ac6a-0de511100185/T-stub-mesh.png\" data-asset-id=\"bd5d475b-5787-403f-886a-685e33f1be9d\" data-image-id=\"bd5d475b-5787-403f-886a-685e33f1be9d\" alt=\"\"></figure>\n<p><em>The influence of the number of elements on the T-stub resistance</em></p>"
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                                                                    "value": "<p>The standard penalty method is recommended for modeling contact between plates. If penetration of a node into an opposite contact surface is detected, penalty stiffness is added between the node and the opposite plate. The penalty stiffness is controlled by a heuristic algorithm during the nonlinear iteration to get a better convergence. The solver automatically detects the penetration point and solves the contact force distribution between the penetrated node and nodes on the opposite plate. It allows the creation of contact between different meshes, as shown. The advantage of the penalty method is the automatic assembly of the model. The contact between the plates has a major impact on the redistribution of forces in connection.</p>\n<figure data-asset-id=\"636a0d8a-150f-43a6-89a2-fc32d594385b\" data-image-id=\"636a0d8a-150f-43a6-89a2-fc32d594385b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c1c19e97-c73b-4e5c-b40e-1655f9e9d1d3/Structural%20design%20of%20a%20steel%20connection%20-%20Contacts%20between%20plates.png\" data-asset-id=\"636a0d8a-150f-43a6-89a2-fc32d594385b\" data-image-id=\"636a0d8a-150f-43a6-89a2-fc32d594385b\" alt=\"IDEA StatiCa Connection theoretical background for the advanced structural design of steel connections. Description of contacts and their application in CBFEM. Structural design of welded and bolted steel connections.\"></figure>\n<p><em>An example of separation of plates in contact between the web and flanges of two overlapped Z sections purlins</em></p>\n<p>It is possible to add contact between</p>\n<ul>\n  <li>two surfaces,</li>\n  <li>two edges,</li>\n  <li>edge and surface.</li>\n</ul>\n<figure data-asset-id=\"8ec0bea6-f990-4e43-81bf-a34c76e6dc74\" data-image-id=\"8ec0bea6-f990-4e43-81bf-a34c76e6dc74\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/02e3e1c2-223a-4a9f-800d-935e7b3dac76/edge-to-edge-contact.png\" data-asset-id=\"8ec0bea6-f990-4e43-81bf-a34c76e6dc74\" data-image-id=\"8ec0bea6-f990-4e43-81bf-a34c76e6dc74\" alt=\"\"></figure>\n<p><em>An example of edge-to-edge contact between the seat and the end plate</em></p>\n<figure data-asset-id=\"e47c299b-4acd-4b1f-bfa6-ef1fd1d972ca\" data-image-id=\"e47c299b-4acd-4b1f-bfa6-ef1fd1d972ca\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/02d6ce4a-86b1-4eac-9525-c59772b520e3/edge-to-surface-contact.png\" data-asset-id=\"e47c299b-4acd-4b1f-bfa6-ef1fd1d972ca\" data-image-id=\"e47c299b-4acd-4b1f-bfa6-ef1fd1d972ca\" alt=\"\"></figure>\n<p><em>An example of edge-to-surface contact between the lower flange of the beam and the column flange</em></p>\n<p>The <a data-item-id=\"22ff0f4a-a6f0-4086-bc4c-ed49f4aa86e2\" href=\"\">stresses in contacts</a> may be visualized, and the values are shown in the check table of plates. However, the contact stresses are only informative and are not used in any check. Also, the through-thickness stress of shell elements is not considered.&nbsp;</p>\n<figure data-asset-id=\"c159e0e3-13d4-46a1-8c23-e93ae0d81678\" data-image-id=\"c159e0e3-13d4-46a1-8c23-e93ae0d81678\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3762ca8b-a140-47c8-a32e-3e2db2d6ca4d/contacts.png\" data-asset-id=\"c159e0e3-13d4-46a1-8c23-e93ae0d81678\" data-image-id=\"c159e0e3-13d4-46a1-8c23-e93ae0d81678\" alt=\"\"></figure>"
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                                                                            "value": "<p>There exist several options for how to treat welds in numerical models. The large deformations make the mechanical analysis more complex, and it is possible to use different mesh descriptions, different kinetic and kinematic variables, and constitutive models. The different types of geometric 2D and 3D models and thereby finite elements with their applicability for different accuracy levels are generally used. The most often used material model is the common rate-independent plasticity model based on the von Mises yield criterion. Two approaches that are used for welds are described. Residual stress and deformation caused by welding are not assumed in the design model.</p>\n<p>The load is transmitted through force-deformation constraints based on the Lagrangian formulation to the opposite plate. The connection is called multi-point constraint (MPC) and relates the finite element nodes of one plate edge to another. The finite element nodes are not connected directly. The advantage of this approach is the ability to connect meshes with different densities. The constraint allows modeling the midline surface of the connected plates with the offset, which respects the real weld configuration and throat thickness. The load distribution in the weld is derived from the MPC, so the stresses are calculated in the throat section. This is important for the stress distribution in the plate under the weld and for modeling of T-stubs.</p>\n<h4>Plastic stress redistribution in welds</h4>\n<p>The model with only multi-point constraints does not respect the stiffness of the weld, and the stress distribution is conservative. Stress peaks that appear at the end of plate edges, in corners, and rounding, govern the resistance along the whole length of the weld. To eliminate the effect, a special elastoplastic element is added between the plates. The element respects the weld throat thickness, position, and orientation. The equivalent weld solid is inserted with the corresponding weld dimensions. The nonlinear material analysis is applied, and elastoplastic behavior in equivalent weld solid is determined. The plasticity state is controlled by stresses in the weld throat section. The stress peaks are redistributed along the longer part of the weld length.</p>\n<p>The elastoplastic model of welds gives real values of stress, and there is no need to average or interpolate the stress. Calculated values at the most stressed weld element are used directly for checks of the weld component. This way, there is no need to reduce the resistance of multi-oriented welds, welds to unstiffened flanges, or long welds.</p>\n<figure data-asset-id=\"4a260917-112f-4e2a-9d28-8da1b16a76df\" data-image-id=\"4a260917-112f-4e2a-9d28-8da1b16a76df\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0bd27c97-ebab-4887-9fc1-d9027cdf3df8/Structural%20design%20of%20a%20steel%20connection%20-%20Welds.png\" data-asset-id=\"4a260917-112f-4e2a-9d28-8da1b16a76df\" data-image-id=\"4a260917-112f-4e2a-9d28-8da1b16a76df\" alt=\"IDEA StatiCa Connection theoretical background for the advanced structural design of steel connections.  Description of weld finite element. Structural design of welded connection.\"></figure>\n<p><em>Constraint between weld element and mesh nodes</em></p>\n<p>General welds, while using plastic redistribution, can be set as continuous, partial, and intermittent. Continuous welds are over the whole length of the edge, partial allows users to set offsets from both sides of the edge, and intermittent welds can be additionally set with a set length and a gap.</p>"
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                                                                                                    "value": "<p>It's interesting how different approaches to the same structure we could find throughout the regions, companies, or even between different designers. While some would weld everything together without thinking about a single bolt, others would cut the structure into several parts and connect everything together with dozens of bolts. Both approaches to connecting the structural members have their pros and cons.&nbsp;</p>\n<p>Purely welded connections are stiffer than bolted connections and are thus considered to be safer or can reduce deflections. But then some experienced (meaning expensive) welder has to be somewhere on site, safely hanged in the space, often in inhospitable weather. The weld quality checks are sometimes not even possible, and the less precise work brings obviously higher material costs.</p>\n<p>The workshop welding on the other hand may be more precise, it also requires transporting to the site. And onsite welding is often expensive in implementation and over-usage of welding materials. Read on to learn which approach best suits your projects.</p>\n<p>You already know that IDEA StatiCa can help you calculate not only the stiffness of the weld connections but also estimate the costs of the connection depending on the weld type, etc. That is not something new under the sun. <a data-item-id=\"dc6882ef-317b-417a-b684-943901355f3d\" href=\"\">You can read one of our articles about the connection cost calculation</a>.&nbsp;</p>\n<p>But we also believe that connection designs should be as precise as possible while securing sufficient connection resistance. And one of our features can help you exactly with this.&nbsp;</p>\n<h2>Designing contact between column and base plate</h2>\n<p>Imagine you need to design a steel column welded to its base plate. The load must be transferred from the upper structure to the foundations. In certain countries, it is possible to include the contact between the column and its base plate when evaluating the compressive strength of the connection.</p>\n<p>In most standards, such as Eurocode, the load is assumed to flow through the welds only. Therefore, the welds must be designed so that they resist the full compressive force from the structure above. Nevertheless, you can imagine that there exists a certain contact between the base of the column and its baseplate even before these two are welded together.</p>\n<p>In some regions, the technical guides allow taking this contact into account when evaluating the compressive resistance. Of course, there are certain criteria to be fulfilled so that it is permitted to use this approach. Then, the contact brings an additional resistance to the compressive strength of the base weld which leads to a more economical design of the welds.</p>\n<figure data-asset-id=\"eb79d5c6-d879-4afb-a5c1-5df03982810a\" data-image-id=\"eb79d5c6-d879-4afb-a5c1-5df03982810a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2a16ecdf-f660-47b6-bb32-9b9aeecf3314/6.png\" data-asset-id=\"eb79d5c6-d879-4afb-a5c1-5df03982810a\" data-image-id=\"eb79d5c6-d879-4afb-a5c1-5df03982810a\" alt=\"\"></figure>\n<p>The <a data-item-id=\"68076977-c9aa-4fa5-b726-09433e204c2b\" href=\"\">model of the weld</a> will then be set to have high stiffness. Once it starts to yield (i.e. to deform plastically), the contact is activated and the compression is taken by the contact. This leads to significant values of the stress in the weld even if the contact is applied. However, importantly, the resistance of the weld in shear is not decreased. The weld is not checked in compression anymore as this is taken by the contact but the tension and shear are still assigned to the weld and the appropriate checks are conducted.</p>\n<p>Practically speaking, you will add a contact <strong>and</strong> a weld on the appropriate edges of the member (the column in this instance) at the same time. From the load transfer perspective, the contact will be effective in compression only while the welds will transfer shear and tension forces. Both operations are available under the “Weld or contact” manufacturing operation.</p>\n<figure data-asset-id=\"29614fc0-aa03-499c-b343-7c518253d397\" data-image-id=\"29614fc0-aa03-499c-b343-7c518253d397\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d7f5114a-1fcd-4da4-9496-44a11d412653/1.png\" data-asset-id=\"29614fc0-aa03-499c-b343-7c518253d397\" data-image-id=\"29614fc0-aa03-499c-b343-7c518253d397\" alt=\"\"></figure>\n<p>This is what you will see in IDEA StatiCa Connection:</p>\n<ul>\n  <li>A red line representing the compressive contact is combined with a yellow line used to indicate the welds (when the transparent view is activated)</li>\n</ul>\n<figure data-asset-id=\"9a6d9cfe-6a47-4004-ac16-16dc15eadf5d\" data-image-id=\"9a6d9cfe-6a47-4004-ac16-16dc15eadf5d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6af8d357-08a5-4696-bc89-3f5b3938463a/5.png\" data-asset-id=\"9a6d9cfe-6a47-4004-ac16-16dc15eadf5d\" data-image-id=\"9a6d9cfe-6a47-4004-ac16-16dc15eadf5d\" alt=\"\"></figure>\n<ul>\n  <li>In the results and reports, a down-facing arrow has been added next to the rectangle symbol of the fillet weld</li>\n</ul>\n<figure data-asset-id=\"49e646c3-621b-4946-98c5-3330d6b697dc\" data-image-id=\"49e646c3-621b-4946-98c5-3330d6b697dc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/40b0ff4a-152f-4245-af7e-7424793620db/7.png\" data-asset-id=\"49e646c3-621b-4946-98c5-3330d6b697dc\" data-image-id=\"49e646c3-621b-4946-98c5-3330d6b697dc\" alt=\"\"></figure>\n<p>You can apply any type of fillet weld in combination with the contact (i.e. continuous, partial, or intermittent). Butt welds are not combined by their very nature.</p>\n<figure data-asset-id=\"29ab325a-b8f5-4f92-93af-d4e9a10b81c8\" data-image-id=\"29ab325a-b8f5-4f92-93af-d4e9a10b81c8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d2b3e9c9-3586-4eeb-963a-70e24edca19c/4.png\" data-asset-id=\"29ab325a-b8f5-4f92-93af-d4e9a10b81c8\" data-image-id=\"29ab325a-b8f5-4f92-93af-d4e9a10b81c8\" alt=\"\"></figure>\n<h3>Procedure limitations</h3>\n<p>The presented approach can be applied when the actual manufacturing operations are guaranteed: the edges of the welded member must be <strong>precisely</strong> <strong>machined </strong>so that there is <strong>no</strong> <strong>gap </strong>between the welded items. Due to these strict criteria, this procedure is limited to certain countries such as <a href=\"https://www.steel.org.au/getattachment/f68b3f37-530a-4316-8c4e-e2617a95b7de/Detailing-considerations-Design-Guide-7_bk745.pdf\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">The Netherlands</a> and the United Kingdom. We cannot stress enough that the responsibility for this criteria to be fulfilled remains with the engineer.</p>\n<h3>Discover more&nbsp;</h3>\n<p><a data-item-id=\"ddfe7eda-4125-461a-b0f1-90de133d5cc6\" href=\"\">The combination of the contact in compression</a> and a weld on the same edge of the steel plate is one of the new features in IDEA StatiCa version 22.1 released in October this year. See the full list of the new functionality in our <a data-item-id=\"8136efc3-3a87-48df-9cb2-890edbe4cfb2\" href=\"\">Release notes of IDEA StatiCa 22.1</a> for steel and concrete or watch a live presentation in our <a data-item-id=\"16d6512d-82ee-4689-823f-5998c9421d66\" href=\"\">What's new in IDEA StatiCa 22.1</a> release webinar.</p>\n<p><br>\n</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n6926922d_e5b2_01a0_9cbf_12aabef97d08\"></object>"
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                                                                                                    "value": "<h2>Bolt model according to CBFEM</h2>\n<p>IDEA StatiCa has a unique method in its solver, the <a data-item-id=\"6e068636-6a02-5d0e-89ad-6dcff4e21151\" href=\"\">Component-based Finite Element Method (CBFEM)</a>. The bolt model used in&nbsp;CBFEM&nbsp;is described and verified to several steel design codes. The load resistance and deformation capacity are also compared to the main experimental research programs.</p>\n<p>In the Component-Based Finite Element Method (CBFEM), bolt with its behavior in tension, shear, and bearing is the component described by the dependent nonlinear springs. The bolt in tension is described by spring with its axial initial stiffness, design resistance, initialization of yielding, and deformation capacity. For the initialization of yielding and deformation capacity, it is assumed that plastic deformation occurs in the threaded part of the bolt shank only.</p>\n<p>In our Theoretical background, you can find <a data-item-id=\"c2cc67f3-4000-4959-a195-b28becf63f2a\" href=\"\">more information on how the CBFEM method describes and verifies bolts</a>. If you want to know a bit more about CBFEM in general, the full&nbsp;<a data-item-id=\"d4aa2923-a94a-4c40-8fd8-93608acbf893\" href=\"\">General theoretical background</a>&nbsp;is definitely the best place to start from.</p>\n<h2>Bolts according to design codes</h2>\n<p>Let's take a look at how CBFEM approaches bolts from the point of view of individual design codes. So far, IDEA StatiCa supports eight design codes where design and/or detailing of bolts and preloaded bolts are being solved.&nbsp;</p>\n<h3>Check of bolts and preloaded bolts according to Eurocode</h3>\n<p>The initial stiffness and design resistance of bolts in shear are in CBFEM modeled according to Cl.&nbsp;3.6 and 6.3.2 in EN 1993-1-8. The spring representing bearing and tension has a bi-linear force-deformation behavior with an initial stiffness and design resistance according to Cl. 3.6 and 6.3.2 in EN 1993-1-8.</p>\n<p><strong>Detailing&nbsp;</strong></p>\n<p>Checks of bolts is performed if the option is selected in Code setup. Dimensions from bolt center to plate edges and between bolts are checked. Edge distance&nbsp;<em>e</em>&nbsp;= 1.2 and spacing between bolts&nbsp;<em>p</em>&nbsp;= 2.2 are recommended in Table 3.3 in EN 1993-1-8. Users can modify both values in the Code setup.</p>\n<h3>Check of bolts and preloaded bolts according to AISC</h3>\n<p>The forces in bolts are determined by finite element analysis. The tensile forces include prying forces. The bolt resistances are checked according to AISC 360 - Chapter J3.</p>\n<p><strong>Detailing&nbsp;</strong></p>\n<p>The minimum spacing between bolts and distance to the bolt center to an edge of a connected part is checked. The minimum spacing 2.66 times (editable in Code setup) the nominal bolt diameter between centers of bolts is checked according to AISC 360-16 – J.3.3. The minimum distance to the bolt center to an edge of a connected part is checked according to AISC 360-16 – J.3.4; the values are in Table J3.4 and J3.4M.</p>\n<h3>Check of bolts and preloaded bolts according to other standards</h3>\n<ul>\n  <li><a href=\"https://www.ideastatica.com/support-center/check-of-bolts-and-preloaded-bolts-according-to-cisc\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">Check of bolts and preloaded bolts according to CISC (Canada)</a></li>\n  <li><a href=\"https://www.ideastatica.com/support-center/check-of-bolts-and-preloaded-bolts-according-to-chinese-standard\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">Check of bolts and preloaded bolts according to Chinese standard (GB)</a></li>\n  <li><a href=\"https://www.ideastatica.com/support-center/check-of-bolts-according-to-hong-kong-code\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">Check of bolts according to Hong Kong Code (HKG)</a></li>\n  <li><a href=\"https://www.ideastatica.com/support-center/check-of-bolts-according-to-is-800\">Check of preloaded bolts according to IS 800 (India)</a></li>\n  <li><a href=\"https://www.ideastatica.com/support-center/check-of-bolts-and-preloaded-bolts-according-to-sp\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">Check of bolts and preloaded bolts according to SP (Russia)</a></li>\n  <li><a href=\"https://www.ideastatica.com/support-center/check-of-bolts-and-preloaded-bolts-according-to-as\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">Check of bolts and preloaded bolts according to AS (Australia)</a></li>\n</ul>\n<h2>Bolt detailing&nbsp;</h2>\n<p><strong>How to set the distances</strong></p>\n<p>Edge distances used for bolt bearing resistance must be relevant for general plate geometries, plates with openings, cutouts, etc.</p>\n<p>The algorithm reads the real direction of the resulting shear force vector in a given bolt and then calculates the distances needed for the bearing check.</p>\n<p>The end (<em>e</em><sub>1</sub>) and edge (<em>e</em><sub>2</sub>) distances are determined by dividing the plate contour into three segments. The end segment is indicated by a 60° range in the direction of the force vector. The edge segments are defined by two 65° ranges perpendicular to the force vector. The shortest distance from a bolt to a relevant segment is then taken as an end, or an edge distance.</p>\n<figure data-asset-id=\"206cf95d-3010-4d11-ab8a-aceb3f62bdc6\" data-image-id=\"206cf95d-3010-4d11-ab8a-aceb3f62bdc6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c166c28a-3f8f-4d50-99ba-857ed9b01e6c/Bolt%20bearing%20distances%201.png\" data-asset-id=\"206cf95d-3010-4d11-ab8a-aceb3f62bdc6\" data-image-id=\"206cf95d-3010-4d11-ab8a-aceb3f62bdc6\" alt=\"Bolt bearing distances (EN)\"></figure>\n<p>The spacing distances between bolt holes (<em>p</em><sub>1</sub>; <em>p</em><sub>2</sub>) are determined by virtually enlarging the surrounding bolt holes by a half of their diameter, then drawing two lines in direction and perpendicular to the shear force vector. The distances to the enlarged bolt holes that are intersected by these lines are then considered as <em>p</em><sub>1</sub> and <em>p</em><sub>2</sub> in the calculation.</p>\n<figure data-asset-id=\"15a106be-af4c-4966-ac50-a889863e1a5c\" data-image-id=\"15a106be-af4c-4966-ac50-a889863e1a5c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b8152921-f220-412f-81de-8c8c83d7e2c2/Bolt%20bearing%20distances%202.png\" data-asset-id=\"15a106be-af4c-4966-ac50-a889863e1a5c\" data-image-id=\"15a106be-af4c-4966-ac50-a889863e1a5c\" alt=\"Bolt bearing distances (EN)\"></figure>\n<h2>Verification examples</h2>\n<p>We have prepared several verification examples to check the results in comparison with other computation methods.</p>\n<h4>EN</h4>\n<ul>\n  <li><a href=\"https://www.ideastatica.com/support-center/bolted-connection-splices-in-shear\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">Bolted&nbsp;connection - Splices in shear</a></li>\n  <li><a href=\"https://www.ideastatica.com/support-center/bolted-connection-interaction-of-shear-and-tension\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">Bolted&nbsp;connection - Interaction of shear and tension</a></li>\n  <li><a href=\"https://www.ideastatica.com/support-center/haunched-joint-capacity-design\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">Haunched joint – capacity design</a></li>\n</ul>\n<h4>AISC</h4>\n<ul>\n  <li><a href=\"https://www.ideastatica.com/support-center/bolted-splice-connection\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">Bolted&nbsp;splice connection</a></li>\n  <li><a href=\"https://www.ideastatica.com/support-center/bolted-flange-plate-moment-connection-lrfd\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">Bolted&nbsp;flange plate moment connection – LRFD</a></li>\n  <li><a href=\"https://www.ideastatica.com/support-center/extended-moment-end-plate-connection-asd\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">Extended moment end-plate connection – ASD</a></li>\n</ul>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n4ca72f7d_ade8_0141_ad6f_baebda5b563b\"></object>\n<h2>Patented technology for structural engineers</h2>\n<p>Do you know that our bolt model solution is a part of a U.S. patent? Read <a data-item-id=\"627bdc92-14f2-416a-b7ef-7df116ea3e73\" href=\"\">here</a> about our success story.&nbsp;</p>\n<figure data-asset-id=\"2546f7fb-18b9-4671-8e1b-238a6ec1b0e9\" data-image-id=\"2546f7fb-18b9-4671-8e1b-238a6ec1b0e9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a0abb5ad-7dba-4687-bfd8-e64fa9c03512/756213100-huge.jpg\" data-asset-id=\"2546f7fb-18b9-4671-8e1b-238a6ec1b0e9\" data-image-id=\"2546f7fb-18b9-4671-8e1b-238a6ec1b0e9\" alt=\"IDEA StatiCa Patent\"></figure>\n<h2>&nbsp;One bolt joint - our solution&nbsp;</h2>\n<p>Sometimes, the engineer needs to make a <strong>joint with one bolt only</strong>, especially if e.g. a hinge, a bracing, a rod, or a diagonal is expected. To model and calculate this kind of operation, you need to define a proper&nbsp;<strong>Model type</strong>&nbsp;of the member. More about it can be read <a href=\"https://www.ideastatica.com/support-center/how-to-model-one-bolt-connection\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">here</a>.&nbsp;</p>\n<figure data-asset-id=\"cca7ed64-cf29-48bd-bb61-96c49f4f1285\" data-image-id=\"cca7ed64-cf29-48bd-bb61-96c49f4f1285\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/edfb27a5-88b9-4f39-ac2b-bd319f37ee29/Model%20type%200.png\" data-asset-id=\"cca7ed64-cf29-48bd-bb61-96c49f4f1285\" data-image-id=\"cca7ed64-cf29-48bd-bb61-96c49f4f1285\" alt=\"How to model one bolt connection (Model type)\"></figure>\n<h2>Bolts, welds, and stiffness of a joint</h2>\n<p>Both bolts and welds have their advantages and disadvantages. One of the important aspects when choosing a joint is its planned stiffness. In general, a bolted joint is never as rigid as a welded joint. &nbsp;If you choose a bolt connection, we recommend calculating the stiffness of such a connection and taking into account the resulting stiffness in the overall structure. You can read what such a calculation looks like and what it entails <a data-item-id=\"6726bbc6-1826-4c43-9253-b8f6e0ab39a9\" href=\"\">here</a>, or watch this <a data-item-id=\"ab4c1281-d0ce-5c97-95ef-3c369206d272\" href=\"\">video</a>.</p>\n<figure data-asset-id=\"3ad5d43d-0568-4816-837a-543530a44c5c\" data-image-id=\"3ad5d43d-0568-4816-837a-543530a44c5c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d43f402a-8463-4e51-b040-bcbadaaab500/stiffness.png\" data-asset-id=\"3ad5d43d-0568-4816-837a-543530a44c5c\" data-image-id=\"3ad5d43d-0568-4816-837a-543530a44c5c\" alt=\"stiffness\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_a1697b4\"></object>"
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                                                                                                    "value": "Welded steel connections – to worry or not to worry?"
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                                                                                                    "value": "Welds and bolts are the most difficult elements in the design of steel connections. Excel spreadsheets very often simplify their calculation. Modeling them in general FEM programs is complicated because these programs do not offer the predefined sets of elements. That is why the CBFEM method was developed and implemented into IDEA StatiCa."
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                                                                                                    "value": "<h2>Weld model according to CBFEM</h2>\n<p>IDEA StatiCa has a unique method in its solver, the Component-based Finite Element Method (CBFEM). The weld model used in <a data-item-id=\"6e068636-6a02-5d0e-89ad-6dcff4e21151\" href=\"\">CBFEM</a> is described and verified to several steel design codes. The load resistance and deformation capacity are also compared to the main experimental research programs.</p>\n<p>There are several options on how to treat welds in numerical models. The large deformations make the mechanical analysis more complex and it is possible to use different mesh descriptions, different kinetic and kinematic variables, and constitutive models. Generally, different types of geometric 2D and 3D models and thereby finite elements with their applicability for different accuracy levels are used. The most often applied material model is the common rate-independent plasticity model based on <a href=\"https://en.wikipedia.org/wiki/Von_Mises_yield_criterion\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">von Mises yield criterion</a>. Residual stress and deformation caused by welding are not assumed in the design model.</p>\n<p>The load is transmitted through force-deformation constraints based on the Lagrangian formulation to the opposite plate. The connection is called multi-point constraint (MPC) and relates the finite element nodes of one plate edge to another edge or surface. The finite element nodes are not connected directly. The advantage of this approach is the ability to connect meshes with different densities. The constraint allows to model midline surface of the connected plates with the offset, which respects the real weld configuration and throat thickness. The load distribution in the weld is derived from the MPC, so the stresses are calculated in the throat section. This is important for the stress distribution in the plate under the weld and for modeling of T-stubs.</p>\n<figure data-asset-id=\"4a260917-112f-4e2a-9d28-8da1b16a76df\" data-image-id=\"4a260917-112f-4e2a-9d28-8da1b16a76df\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0bd27c97-ebab-4887-9fc1-d9027cdf3df8/Structural%20design%20of%20a%20steel%20connection%20-%20Welds.png\" data-asset-id=\"4a260917-112f-4e2a-9d28-8da1b16a76df\" data-image-id=\"4a260917-112f-4e2a-9d28-8da1b16a76df\" alt=\"IDEA StatiCa Connection theoretical background for the advanced structural design of steel connections.  Description of weld finite element. Structural design of welded connection.\"></figure>\n<p>In our Theoretical background, you can find <a data-item-id=\"68076977-c9aa-4fa5-b726-09433e204c2b\" href=\"\">more information on how the CBFEM method describes and verifies welds</a>.</p>\n<p>If you want to know a bit more about CBFEM in general, the full <a data-item-id=\"d4aa2923-a94a-4c40-8fd8-93608acbf893\" href=\"\">General theoretical background</a> is definitely the best place to start from.</p>\n<h2>Welds according to codes and standards</h2>\n<h3>Welds according to AISC</h3>\n<p>Fillet welds are checked according to AISC 360 - Chapter J2. The strength of CJP groove welds is assumed the same as the base metal and is not checked. As most of the IDEA Statica users are already used to, all values required for checks are printed in tables.</p>\n<figure data-asset-id=\"f9fa3bce-8f47-4f75-a081-ad507e953c2f\" data-image-id=\"f9fa3bce-8f47-4f75-a081-ad507e953c2f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d2437755-1175-479b-97e8-4b24262b7021/welds_check.png\" data-asset-id=\"f9fa3bce-8f47-4f75-a081-ad507e953c2f\" data-image-id=\"f9fa3bce-8f47-4f75-a081-ad507e953c2f\" alt=\"\"></figure>\n<p>When it comes to <strong>weld detailing</strong>, the minimal and maximal weld size and the sufficient length of the weld are checked. The maximal weld size is checked according to AISC 360-16 – J2. The minimal weld size is checked according to Table J2.4. &nbsp;A detailed description of the parameters can be found <a data-item-id=\"ffe45899-4875-4394-a9b5-bf87455fc52d\" href=\"\">in this article</a>.&nbsp;</p>\n<p>To give you peace of mind that your designs are complete and accurate, IDEA StatiCa results&nbsp;are being thoroughly tested and verified according to AISC requirements:&nbsp;</p>\n<ul>\n  <li><a data-item-id=\"1cfcffb1-e431-5b5b-8443-ee54c95352b1\" href=\"\">Welded splice</a></li>\n  <li><a data-item-id=\"1bd92fd0-aecf-58ba-88f1-818decf973c4\" href=\"\">All welded double-angle connection</a></li>\n  <li><a data-item-id=\"ed81d3c1-f275-5cda-a7c7-6449e5c30312\" href=\"\">Simple weld</a></li>\n  <li><a data-item-id=\"ee2fa588-af99-5602-a575-3e0bfd234c67\" href=\"\">Simple weld - LRFD</a>&nbsp;</li>\n  <li><a href=\"https://www.ideastatica.com/support-center/all?category=verification_example&amp;label=aisc\">and some more</a></li>\n</ul>\n<h3>Welds according to Eurocode</h3>\n<p>Fillet welds are checked according to EN 1993-1-8. In this case, the engineer's concern is the design resistance and weld utilization.&nbsp;</p>\n<p>The plastic redistribution in welds is used to automatically avoid the stress singularities in weld elements, to redistribute the stress further along the weld length.&nbsp;</p>\n<figure data-asset-id=\"6e157615-f2aa-4114-a7f9-b88331f68286\" data-image-id=\"6e157615-f2aa-4114-a7f9-b88331f68286\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a0f463d1-7875-431b-81ee-82ea9151b974/stress_in_weld.png\" data-asset-id=\"6e157615-f2aa-4114-a7f9-b88331f68286\" data-image-id=\"6e157615-f2aa-4114-a7f9-b88331f68286\" alt=\"\"></figure>\n<p>It is also important to be aware of the premise, the strength of butt welds is assumed the same as the base metal and is not checked.&nbsp;</p>\n<p>To read more about the <a data-item-id=\"df238e7d-f2f3-4b2a-beec-3b7e8f11651e\" href=\"\">weld check according to Eurocode</a>, our Theoretical background can be of help again.&nbsp;</p>\n<p><strong>Verifications of welded connections according to Eurocode</strong>:</p>\n<ul>\n  <li><a data-item-id=\"ebf3225a-7603-4d57-9370-040e27c3f66f\" href=\"\">Fillet weld in lap joint</a></li>\n  <li><a data-item-id=\"44fdfc71-52f9-459d-abb7-7fa4a9d7066d\" href=\"\">Fillet weld in fin plate joint</a></li>\n  <li><a data-item-id=\"104ffb3c-62ca-4dd9-8107-23b3fcc189e5\" href=\"\">Fillet weld in angle plate joint</a></li>\n  <li><a data-item-id=\"9452524f-95da-45b1-80ed-3494014278af\" href=\"\">Welded portal frame eaves moment connection</a></li>\n  <li><a href=\"https://www.ideastatica.com/support-center/search?q=weld&amp;category=verification_example&amp;label=eurocode\">and many more</a></li>\n</ul>\n<h3>Welds according to other codes</h3>\n<p>Most of you already know, IDEA Statica enables you to check steel connections according to eight national codes and standards so far. Except for the above-mentioned AISC and Eurocode, &nbsp;here is, how welds are treated by CBFEM &nbsp;in the remaining codes:&nbsp;</p>\n<ul>\n  <li><a data-item-id=\"cb00295b-bfcf-4c0f-8743-8532e311ca7b\" href=\"\">Weld check according to CISC (Canada)</a></li>\n  <li><a data-item-id=\"538b8bcb-f287-4259-b4e2-787c9792c367\" href=\"\">Weld check according to AS (Australia)</a> + <a data-item-id=\"0f650241-104b-4d76-acdc-d1c36de7aa20\" href=\"\">Weld detailing</a></li>\n  <li><a data-item-id=\"dad4f217-a192-41c1-bd71-6b540978346e\" href=\"\">Weld check according to SP (Russia)</a> + <a data-item-id=\"da3851cf-a0e4-4a56-a74e-92980edcb861\" href=\"\">Weld detailing</a></li>\n  <li><a data-item-id=\"0e848bd9-17f2-4448-83de-33c5b19bbde8\" href=\"\">Weld check according to GB (China)</a> + <a data-item-id=\"d3ac46ce-2b78-4cec-b1b5-ca4ef2fb51e7\" href=\"\">Weld detailing</a></li>\n  <li><a data-item-id=\"e301fcc8-cc43-42a4-8480-8a72357cd91f\" href=\"\">Weld check according to HKG (Hong Kong)</a> + <a data-item-id=\"749477a9-b9d6-4808-913c-21603f384d8e\" href=\"\">Weld detailing</a></li>\n  <li><a data-item-id=\"5d152fe4-3e0b-4905-b4d2-56dd1e255416\" href=\"\">Weld check according to IS (India)</a> + <a data-item-id=\"3a55bcb9-6742-4915-b914-65903449fa9d\" href=\"\">Weld detailing</a></li>\n</ul>\n<h2>Weld transmission in BIM links</h2>\n<p>When modeling a steel connection in CAD software with IDEA StatiCa BIM links, there used to be a few weak spots when it came to welds. The new IDEA StatiCa version 20.1, released in October 2020, brought several improvements to ease the engineer's life and speed up the design process.&nbsp;</p>\n<h3>Export of recommended welds</h3>\n<p>Sometimes, during the modeling process in CAD software, a few welds might be omitted or not imported correctly. For such situations, there is now an option to add recommended welds. When you choose this option, a check for potentially missing welds is performed. Such welds are then added and imported along with the rest of the components.&nbsp;</p>\n<figure data-asset-id=\"66cc6cf4-0454-4973-80d1-c036df7af58d\" data-image-id=\"66cc6cf4-0454-4973-80d1-c036df7af58d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e38caf39-0947-4aff-be81-7d3eb57ada99/Screenshot%202020-10-05%20122254.png\" data-asset-id=\"66cc6cf4-0454-4973-80d1-c036df7af58d\" data-image-id=\"66cc6cf4-0454-4973-80d1-c036df7af58d\" alt=\"Export of recommended welds\"></figure>\n<h3>Missing weld check</h3>\n<p>To avoid <a data-item-id=\"9831da0e-b8f1-415e-9654-03ffa0408086\" href=\"\">singularity on your connection</a>, once the connection is transferred to IDEA StatiCa, it is good to check if there are not any missing welds in the joint. For this purpose, we have added another useful tool to automatically help the user to find non-welded parts of the connection. This feature identifies and lists all the relevant plates and plate edges and allows the missing welds to be added.</p>\n<p>You can enter this functionality by the right-mouse click on Operations in the tree of entities on the right side of the scene.</p>\n<figure data-asset-id=\"450a4d6a-d571-4297-a195-63e33fdd30bc\" data-image-id=\"450a4d6a-d571-4297-a195-63e33fdd30bc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/12b10280-2125-44a3-b60e-6031f87a3e03/Missing%20welds.png\" data-asset-id=\"450a4d6a-d571-4297-a195-63e33fdd30bc\" data-image-id=\"450a4d6a-d571-4297-a195-63e33fdd30bc\" alt=\"Check of missing welds\"></figure>\n<h2>Summary</h2>\n<p>Connection design in IDEA StatiCa contains a verified CBFEM&nbsp;model of welds that allows code checks, realistic stress redistribution, and connecting plates with meshes of different densities. The validity of results is shown on a set of examples for each design code. The finite element model is being generated automatically, which is a great advantage to general FEM programs. Recently, several improvements were added to speed up the connection import process from CAD software.</p>\n<p>Welds are a great way to assemble steel connections but engineers need an accurate and fast tool for their design and code-check. That is why to use IDEA StatiCa in your projects.&nbsp;</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n2a3bd364_53ec_01d9_4480_103be7b196bf\"></object>\n<p>If you want to improve your connection design skills, why not try our <a data-item-id=\"3e6d7716-0c0c-4aa5-b3f1-bbc0bededcbc\" href=\"\">IDEA StatiCa Campus</a> online training?</p>"
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                                                                                    "value": "<h2>Theoretical Background</h2>\n<p>Read the essential information about the weld model in our Theoretical Background. The general part describes the computational model itself:</p>\n<p><a href=\"https://www.ideastatica.com/support-center/general-theoretical-background#Welded_connections_analysis\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">Theoretical Background: Welded connections analysis</a></p>\n<figure data-asset-id=\"455c8fb8-27c8-4c3e-ab28-341376c03fa3\" data-image-id=\"455c8fb8-27c8-4c3e-ab28-341376c03fa3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a62801a2-1d6a-4743-8627-e232e90e69d9/Structural%20design%20of%20a%20steel%20connection%20-%20Plate%20model%20and%20mesh%20convergence%201200%20x%20630.png\" data-asset-id=\"455c8fb8-27c8-4c3e-ab28-341376c03fa3\" data-image-id=\"455c8fb8-27c8-4c3e-ab28-341376c03fa3\" alt=\"IDEA StatiCa Connection theoretical background for the advanced structural design of steel connections.  Description of weld finite element. Structural design of welded connection.\"></figure>\n<p>Specific parts of the Theoretical Background for each of the supported national standards:</p>\n<ul>\n  <li><a data-item-id=\"df238e7d-f2f3-4b2a-beec-3b7e8f11651e\" href=\"\">Code-check of welds (EN)</a></li>\n  <li><a data-item-id=\"6a4c43f3-4910-44fa-9a88-a9f70967f647\" href=\"\">Code-check of welds (AISC)</a></li>\n  <li><a data-item-id=\"cb00295b-bfcf-4c0f-8743-8532e311ca7b\" href=\"\">Code-check of welds (CISC)</a></li>\n  <li><a data-item-id=\"538b8bcb-f287-4259-b4e2-787c9792c367\" href=\"\">Code-check of welds (AS)</a></li>\n  <li><a data-item-id=\"5d152fe4-3e0b-4905-b4d2-56dd1e255416\" href=\"\">Code-check of welds (IS)</a></li>\n  <li><a data-item-id=\"e301fcc8-cc43-42a4-8480-8a72357cd91f\" href=\"\">Code-check of welds (HKG)</a></li>\n  <li><a data-item-id=\"0e848bd9-17f2-4448-83de-33c5b19bbde8\" href=\"\">Code-check of welds (GB)</a></li>\n  <li><a data-item-id=\"dad4f217-a192-41c1-bd71-6b540978346e\" href=\"\">Code-check of welds (SP)</a></li>\n</ul>\n<p>You can find a clear demo of how the stress develops during the loading as well as the distribution of the stress along the long welds is discussed in the <a data-item-id=\"1bfd3251-61f8-5fec-b5a4-08d1a6fe5b5f\" href=\"\">How are welds modeled in IDEA StatiCa</a> article.</p>\n<figure data-asset-id=\"8c940183-360c-484a-ab14-dcfdcfbbd29b\" data-image-id=\"8c940183-360c-484a-ab14-dcfdcfbbd29b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9e3dc390-df9d-4ee5-a959-7c4cfa9aca3b/welds_distr.png\" data-asset-id=\"8c940183-360c-484a-ab14-dcfdcfbbd29b\" data-image-id=\"8c940183-360c-484a-ab14-dcfdcfbbd29b\" alt=\"\"></figure>\n<p>Also, the welds and welded connections are discussed in our blog post articles <a data-item-id=\"de840e15-4e8e-4a27-8715-b8f27e643682\" href=\"\">Welded steel connections – to worry or not to worry?</a> and <a data-item-id=\"3caa8db0-05d2-4ae4-9175-763a14f01252\" href=\"\">Reduce weld costs by enhanced fabrication</a> (where a combination of the load transfer through a weld and contact in compression is discussed).</p>\n<figure data-asset-id=\"eb79d5c6-d879-4afb-a5c1-5df03982810a\" data-image-id=\"eb79d5c6-d879-4afb-a5c1-5df03982810a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2a16ecdf-f660-47b6-bb32-9b9aeecf3314/6.png\" data-asset-id=\"eb79d5c6-d879-4afb-a5c1-5df03982810a\" data-image-id=\"eb79d5c6-d879-4afb-a5c1-5df03982810a\" alt=\"\"></figure>\n<h2>Weld size and length</h2>\n<p>There are different ways how the size of the weld is defined, depending on the region. Read the <a data-item-id=\"8af403c6-c098-56ce-96ee-3daaeaf4639e\" href=\"\">Weld size and length</a> article to find out, how IDEA StatiCa defines the weld size or in case you need to know the exact length of the weld:</p>\n<figure data-asset-id=\"291e03d6-32ca-40af-903f-3620de689301\" data-image-id=\"291e03d6-32ca-40af-903f-3620de689301\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/67cc32f0-0506-4cdf-9637-0bc86dfefa54/Weld%20size.png\" data-asset-id=\"291e03d6-32ca-40af-903f-3620de689301\" data-image-id=\"291e03d6-32ca-40af-903f-3620de689301\" alt=\"Weld size and length\"></figure>\n<h2>Verifications</h2>\n<p>In our Support Center, you can find many verification studies describing the performance of different welded connection models as well as comparisons to laboratory tests.</p>\n<p><a href=\"https://www.ideastatica.com/support-center/search?category=verification_example&amp;q=weld\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">Verification studies on models with welds</a></p>\n<figure data-asset-id=\"5acc5b19-3a08-4b30-8dca-6793bcfd19a7\" data-image-id=\"5acc5b19-3a08-4b30-8dca-6793bcfd19a7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/47ea3d3f-dff3-49c7-8e5f-5abab34e343d/04-1-fig7.png\" data-asset-id=\"5acc5b19-3a08-4b30-8dca-6793bcfd19a7\" data-image-id=\"5acc5b19-3a08-4b30-8dca-6793bcfd19a7\" alt=\"Fillet weld\"></figure>\n<h2>Updates in versions</h2>\n<p>The following features are part of our release notes of IDEA StatiCa and may be related to the welds. Read more about the features in the dedicated articles under the links:</p>\n<p><a data-item-id=\"c1adb56e-c715-4213-b637-bc94b8f84def\" href=\"\"><strong>Check of missing welds</strong></a><strong> </strong>(version 20.1)</p>\n<p>We have added another useful tool to automatically help the user to find non-welded parts of the connection: the utility to analyze a connection model for potentially missing welds.&nbsp;</p>\n<figure data-asset-id=\"450a4d6a-d571-4297-a195-63e33fdd30bc\" data-image-id=\"450a4d6a-d571-4297-a195-63e33fdd30bc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/12b10280-2125-44a3-b60e-6031f87a3e03/Missing%20welds.png\" data-asset-id=\"450a4d6a-d571-4297-a195-63e33fdd30bc\" data-image-id=\"450a4d6a-d571-4297-a195-63e33fdd30bc\" alt=\"Check of missing welds\"></figure>\n<p><a data-item-id=\"d38299a4-0ea1-44c0-bf31-c2b61ad0d63b\" href=\"\"><strong>Import of recommended welds</strong></a> (version 20.1)</p>\n<p>When importing a connection from CAD software, there is now an option to add recommended welds.&nbsp;</p>\n<figure data-asset-id=\"66cc6cf4-0454-4973-80d1-c036df7af58d\" data-image-id=\"66cc6cf4-0454-4973-80d1-c036df7af58d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e38caf39-0947-4aff-be81-7d3eb57ada99/Screenshot%202020-10-05%20122254.png\" data-asset-id=\"66cc6cf4-0454-4973-80d1-c036df7af58d\" data-image-id=\"66cc6cf4-0454-4973-80d1-c036df7af58d\" alt=\"Export of recommended welds\"></figure>\n<p><a data-item-id=\"040fcb75-d544-4d75-bc49-182d150177d7\" href=\"\"><strong>Upgraded model of butt welds</strong></a> (version 20.1)</p>\n<p>The size of butt welds was corrected for edge-to-surface butt welds.&nbsp;</p>\n<figure data-asset-id=\"401d916b-5fa2-4561-9051-9a6544652cea\" data-image-id=\"401d916b-5fa2-4561-9051-9a6544652cea\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/20b7b61e-2508-4f74-9c1e-355619627e82/Butt%20welds%20upgraded%20model.png\" data-asset-id=\"401d916b-5fa2-4561-9051-9a6544652cea\" data-image-id=\"401d916b-5fa2-4561-9051-9a6544652cea\" alt=\"Butt welds upgraded model\"></figure>\n<p><a data-item-id=\"6a1966e1-7905-4ced-a002-c8f568072d4c\" href=\"\"><strong>Weld checks specifics as per Eurocode (EN) and Indian Standard (IS)</strong></a><strong> </strong>(version 21.1)</p>\n<p>To comply with the standards and to provide safety of the design, the strength value considered in the code check of welds is newly calculated from the strength value of the parent steel for EN and IS standards and the weld material itself.</p>\n<figure data-asset-id=\"5062c6bd-0e2b-4f50-817b-0540cb5d686d\" data-image-id=\"5062c6bd-0e2b-4f50-817b-0540cb5d686d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/59c4504e-b3b9-4dc2-8b14-4f121a23e1c3/Welds1.png\" data-asset-id=\"5062c6bd-0e2b-4f50-817b-0540cb5d686d\" data-image-id=\"5062c6bd-0e2b-4f50-817b-0540cb5d686d\" alt=\"Weld checks specifics as per Eurocode (EN) and Indian Standard (IS)\"></figure>\n<p><a data-item-id=\"ddfe7eda-4125-461a-b0f1-90de133d5cc6\" href=\"\"><strong>Combining weld and contact operations</strong></a><strong>&nbsp;</strong>(version 22.1)</p>\n<p>Since version 22.1, the weld and contact operations can be combined.</p>\n<figure data-asset-id=\"e5be481f-5e66-43a8-8573-fdbc4d74a541\" data-image-id=\"e5be481f-5e66-43a8-8573-fdbc4d74a541\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4dd4d3e4-77f0-4c14-9801-e9183f26cca6/WaC.png\" data-asset-id=\"e5be481f-5e66-43a8-8573-fdbc4d74a541\" data-image-id=\"e5be481f-5e66-43a8-8573-fdbc4d74a541\" alt=\"\"></figure>\n<p><a data-item-id=\"102a323e-f663-4c3a-8a1e-1c95edec23c6\" href=\"\"><strong>Plate and weld clash check</strong></a><strong>&nbsp;</strong>(version 22.1)</p>\n<p>Plates, and parts of the model can be positioned in a way that collides with the other plates and members.&nbsp;</p>\n<figure data-asset-id=\"b2f8fc0a-893b-4d9a-8648-092ef3a5e88b\" data-image-id=\"b2f8fc0a-893b-4d9a-8648-092ef3a5e88b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d631a548-e7ca-4f84-a3c1-5c0207280cc0/clash3.png\" data-asset-id=\"b2f8fc0a-893b-4d9a-8648-092ef3a5e88b\" data-image-id=\"b2f8fc0a-893b-4d9a-8648-092ef3a5e88b\" alt=\"Plate clash warning\"></figure>\n<p><a data-item-id=\"d0b2eca2-e40d-4ac8-bf4e-d2d0f8e09fbf\" href=\"\"><strong>Check welds of welded sections</strong></a><strong> </strong>(version 23.0)</p>\n<p>IDEA StatiCa can check the longitudinal welds of members with welded cross-sections now.</p>\n<figure data-asset-id=\"388ba76a-be74-4fed-b0bb-9d7000ba1cad\" data-image-id=\"388ba76a-be74-4fed-b0bb-9d7000ba1cad\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b60903c8-dc26-4604-bc81-96d35d003afb/Welded-sections%200.png\" data-asset-id=\"388ba76a-be74-4fed-b0bb-9d7000ba1cad\" data-image-id=\"388ba76a-be74-4fed-b0bb-9d7000ba1cad\" alt=\"Check welds of welded sections\"></figure>\n<p><a data-item-id=\"b4706514-8348-4710-918e-fd6b6e80c5f5\" href=\"\"><strong>Improved weld check visualization</strong></a>&nbsp;(version 23.0)</p>\n<p>Weld checking using a finite element method differs from traditional design calculations. In traditional calculations, small eccentricities, deformations, torsions, Poisson coefficient, etc. may be neglected.</p>\n<figure data-asset-id=\"8f86157e-4555-4525-aff0-fb388b0d718f\" data-image-id=\"8f86157e-4555-4525-aff0-fb388b0d718f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/172ca452-c56d-40ca-afc4-9dc406734d70/weldchecktable.png\" data-asset-id=\"8f86157e-4555-4525-aff0-fb388b0d718f\" data-image-id=\"8f86157e-4555-4525-aff0-fb388b0d718f\" alt=\"Weld check table\"></figure>\n<p><a data-item-id=\"5f4c7d1f-5145-4fa0-a9bf-535808187857\" href=\"\"><strong>Detailing improvements for bolts and welds in Eurocode</strong></a>&nbsp;(version 23.0)</p>\n<p>The Detailing check in IDEA StatiCa Connection is improved. Engineers may have a better overview of the design and code-check of bolts and welds thanks to thorough information and recommendations according to Eurocode provided in Check tables as well as in the Report.</p>\n<figure data-asset-id=\"6dca1495-d3ba-4128-84fc-1b5d279d3440\" data-image-id=\"6dca1495-d3ba-4128-84fc-1b5d279d3440\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9e0a6490-1e33-44fa-ab30-1247a201de0f/Detailing%20improvements_main%20image.png\" data-asset-id=\"6dca1495-d3ba-4128-84fc-1b5d279d3440\" data-image-id=\"6dca1495-d3ba-4128-84fc-1b5d279d3440\" alt=\"Detailing improvements for bolts and welds in Eurocode\"></figure>\n<p><a data-item-id=\"b4706514-8348-4710-918e-fd6b6e80c5f5\" href=\"\"><strong>User-defined welding electrodes</strong></a>&nbsp;(version 23.1)</p>\n<p>Weld material is an editable item in the&nbsp;<a data-item-id=\"898f72ce-7360-54a8-95b1-9b26a8d16346\" href=\"\">MPRL (Material and Product Range Library)</a>. This means you can define the welding electrodes independently on a steel grade of connected plates.</p>\n<p>To add a user-defined welding material, go to the tab&nbsp;<strong>Materials</strong>, add a&nbsp;<strong>Weld&nbsp;</strong>material, and&nbsp;<strong>Edit</strong>&nbsp;its properties.</p>\n<figure data-asset-id=\"552c02a6-a54a-4149-83e2-d0c17d78561f\" data-image-id=\"552c02a6-a54a-4149-83e2-d0c17d78561f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/13eae981-ca17-401d-b1c8-7da0416d207e/Welds%20-%20autodesign%2C%20input%2C%20warnings%2C%20visualization1.png\" data-asset-id=\"552c02a6-a54a-4149-83e2-d0c17d78561f\" data-image-id=\"552c02a6-a54a-4149-83e2-d0c17d78561f\" alt=\"\"></figure>\n<p><a data-item-id=\"b4706514-8348-4710-918e-fd6b6e80c5f5\" href=\"\"><strong>General weld highlighted in the 3D scene</strong></a>&nbsp;(version 23.1)</p>\n<p>There is a simple improvement in the 3D scene of the Connection app for better orientation, especially in bigger connection models imported via BIM links from CAD applications.</p>\n<p>When a <strong>General weld or contact operation</strong> is selected, the weld in the 3D scene is highlighted in orange (by default).</p>\n<figure data-asset-id=\"c1e8146a-47c2-4147-9c75-5ae4e738622d\" data-image-id=\"c1e8146a-47c2-4147-9c75-5ae4e738622d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ae2aa532-e36b-4125-a8b6-80015ebb8df3/Welds%20-%20autodesign%2C%20input%2C%20warnings%2C%20visualization10.png\" data-asset-id=\"c1e8146a-47c2-4147-9c75-5ae4e738622d\" data-image-id=\"c1e8146a-47c2-4147-9c75-5ae4e738622d\" alt=\"\"></figure>\n<p><a data-item-id=\"b4706514-8348-4710-918e-fd6b6e80c5f5\" href=\"\"><strong>Warning for electrodes stronger than plates</strong></a>&nbsp;(version 23.1)</p>\n<p>When the <a data-item-id=\"5f4c7d1f-5145-4fa0-a9bf-535808187857\" href=\"\"><strong>Detailing</strong> <strong>check</strong></a><strong> </strong>is activated in the <strong>Code setup</strong> of the Connection app, users get a warning if a welding electrode material is stronger than the welded plates. This helps to ensure design safety standards.</p>\n<p>This applies to Eurocode (EN) and Indian standard (IS), which contain clauses defining that weld strength is determined by the smaller ultimate strength of connected plates and requirements that the added material of welding electrodes must be stronger than the parent material (EN 1993-1-8 – 4.5.3.2 and IS 800:2007 - 10.5.7.1.1).</p>\n<figure data-asset-id=\"bab985b6-6e6b-48eb-bff9-63acd1d8f859\" data-image-id=\"bab985b6-6e6b-48eb-bff9-63acd1d8f859\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e467c86d-22ea-47de-b048-7c2265a63cda/Welds%20-%20autodesign%2C%20input%2C%20warnings%2C%20visualization11.png\" data-asset-id=\"bab985b6-6e6b-48eb-bff9-63acd1d8f859\" data-image-id=\"bab985b6-6e6b-48eb-bff9-63acd1d8f859\" alt=\"\"></figure>\n<p><a data-item-id=\"139d124d-d3e0-463d-979a-86ae271d3e81\" href=\"\"><strong>Warnings for welds and bolts connecting the same plates</strong></a>&nbsp;(version 23.1)</p>\n<p>Connection design combining welds and bolts or bolts and preloaded bolts is unsafe and not allowed by codes. The Connection application automatically informs you if such a workflow is used in a project to ensure proper, safe design.</p>\n<figure data-asset-id=\"1cbe1a11-db46-4da7-ab2b-2f541984db0a\" data-image-id=\"1cbe1a11-db46-4da7-ab2b-2f541984db0a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f7b68cff-d260-4f8a-8ab2-048893e63b39/Bolts%20and%20welds_warning%20message.png\" data-asset-id=\"1cbe1a11-db46-4da7-ab2b-2f541984db0a\" data-image-id=\"1cbe1a11-db46-4da7-ab2b-2f541984db0a\" alt=\"\"></figure>\n<p><a data-item-id=\"0248496a-4acc-4b33-8842-4afe0bd9e802\" href=\"\"><strong>Autodesign of welds to ductility/full-strength/overstrength</strong></a>&nbsp;(version 24.0)</p>\n<p>Automatic weld sizing removes the tedious and time-consuming manual input and check of each weld. With the automating algorithm, IDEA StatiCa provides faster modeling and absolutely safe design of welded connections.</p>\n<figure data-asset-id=\"69d70cd1-f9f7-47d5-8b4d-8226620d5ec9\" data-image-id=\"69d70cd1-f9f7-47d5-8b4d-8226620d5ec9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/202ed4a2-278b-466c-b2d2-47023adfa727/Weld%20sizing%20to%20ductility1.png\" data-asset-id=\"69d70cd1-f9f7-47d5-8b4d-8226620d5ec9\" data-image-id=\"69d70cd1-f9f7-47d5-8b4d-8226620d5ec9\" alt=\"Weld sizing to ductility\"></figure>\n<p><a data-item-id=\"b5fdc985-c8bd-41af-abf8-d6722fc84d43\" href=\"\"><strong>Automatic weld sizing to capacity estimation</strong></a>&nbsp;(version 24.0)</p>\n<p>Automatic weld sizing addresses the challenge of manually adjusting each weld size, which is both tedious and time-consuming. By automating this, IDEA StatiCa significantly helps you speed up the design process and fosters more consistent weld designs across projects.</p>\n<figure data-asset-id=\"0b97f49e-f205-43ee-b5de-00b203e18a3a\" data-image-id=\"0b97f49e-f205-43ee-b5de-00b203e18a3a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/139beb9e-2e4e-4581-8a6b-e076578371d0/Weld%20sizing%20to%20capacity%20estimation1.png\" data-asset-id=\"0b97f49e-f205-43ee-b5de-00b203e18a3a\" data-image-id=\"0b97f49e-f205-43ee-b5de-00b203e18a3a\" alt=\"Weld sizing to capacity estimation\"></figure>\n<p><a data-item-id=\"d65d8320-3860-4fbc-984c-a73163766798\" href=\"\"><strong>Partial Joint Penetration (PJP) groove welds</strong></a><strong> </strong>(version 24.0, 24.1, 25.0)</p>\n<p>The integration of partial joint penetration groove welds, or partial joint penetration butt welds, or simply PJP welds in IDEA StatiCa Connection addresses the specific requirements set for PJP butt welds, distinct from those for fillet welds.</p>\n<figure data-asset-id=\"d6fde932-e78a-4406-835a-8ff0ea82666c\" data-image-id=\"d6fde932-e78a-4406-835a-8ff0ea82666c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d8a95f95-4aa5-4b9e-9b51-d58130c4afab/Partial%20Joint%20Penetration%20%28PJP%29%20groove%20weld.png\" data-asset-id=\"d6fde932-e78a-4406-835a-8ff0ea82666c\" data-image-id=\"d6fde932-e78a-4406-835a-8ff0ea82666c\" alt=\"Partial Joint Penetration (PJP) groove weld\"></figure>\n<p>The size of a partial penetration weld is taken into analysis with the same value as inputted. IDEA StatiCa applies no adjustments, such as reduction of the nominal weld size - this is on the user side before the input.</p>\n<figure data-asset-id=\"4a731e96-e34c-4966-ad18-956f693bdf7d\" data-image-id=\"4a731e96-e34c-4966-ad18-956f693bdf7d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1dd7c48e-f81a-4570-a239-8aa1a096c24d/Partial%20Joint%20Penetration%20%28PJP%29%20groove%20welds%2018.png\" data-asset-id=\"4a731e96-e34c-4966-ad18-956f693bdf7d\" data-image-id=\"4a731e96-e34c-4966-ad18-956f693bdf7d\" alt=\"\"></figure>\n<p><strong>Warnings related to weld elements (version 24.1)</strong></p>\n<p>There are two types of warnings embedded:</p>\n<ul>\n  <li>'Weld type changed to Butt weld due to edge-to-edge connection' (change of weld type caused by modeling action)</li>\n  <li>'Weld was not created due to geometry restrictions' (covering situations when inaccuracies in geometry cause unsuccessful weld creation)</li>\n</ul>\n<p><a data-item-id=\"b69964d5-581d-4184-bddd-80b58f80a902\" href=\"\"><strong>Regional improvements (version 25.0)</strong></a></p>\n<p>For local engineers, version 25.0 offers several improvements like PJP welds in Eurocode, implementation of the new ACI and not just for US engineers, anchoring checks for Chinese standard, differentiation of UK and US terminology, and more.</p>\n<p><a data-item-id=\"39838f72-2f1e-4385-9393-952efa63dc20\" href=\"\"><strong>Weld spreading area (version 25.0)</strong></a></p>\n<p>The weld spreading area is slightly changed in version 25.0. In the following article, it is clearly explained how the distribution of forces works from one plate to another through welds now.</p>\n<p>The weld spreading area differs greatly between butt welds and fillet welds. The spreading area from the plate edge to another plate surface is defined according to the following figure:</p>\n<figure data-asset-id=\"c98458a8-ce28-4e04-b397-4caa3bbe7d66\" data-image-id=\"c98458a8-ce28-4e04-b397-4caa3bbe7d66\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c15a1435-db8f-4d2a-84e1-51a0e516a84b/Weld%20spreading%20area%20v25.png\" data-asset-id=\"c98458a8-ce28-4e04-b397-4caa3bbe7d66\" data-image-id=\"c98458a8-ce28-4e04-b397-4caa3bbe7d66\" alt=\"\"></figure>\n<p>The force coming from the edge plate is then distributed into the nodes of the surface plate based on the vicinity of the node to the weld spreading area.</p>\n<figure data-asset-id=\"99fa11e5-36be-46c2-9621-b7f333b81639\" data-image-id=\"99fa11e5-36be-46c2-9621-b7f333b81639\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7ab584c9-fd6e-4489-969d-fd851e41008e/Weld%20spreading%20area%20-%20nodal%20forces.png\" data-asset-id=\"99fa11e5-36be-46c2-9621-b7f333b81639\" data-image-id=\"99fa11e5-36be-46c2-9621-b7f333b81639\" alt=\"\"></figure>\n<p>What does the change in version 25.0 entail?</p>\n<ul>\n  <li>The spreading area was decreased for butt welds</li>\n  <li>The spreading area of fillet welds now more accurately reflects the fillet weld size</li>\n  <li>The thickness of the surface plate is now irrelevant for the weld spreading area</li>\n</ul>\n<p>Why were the changes made?</p>\n<ul>\n  <li>Recently, we ran a <a data-item-id=\"7f29d59b-f37a-45fe-abf2-4bc19bc48be4\" href=\"\">joint project</a> with <a href=\"https://www.uc.pt/en/\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">University of Coimbra</a> and <a href=\"https://isise.net/\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">ISISE</a>. The project goal was to create a series of numerical models in <a href=\"https://www.3ds.com/products/simulia/abaqus\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">Abaqus</a> (general finite element software package with solid finite elements) and compare the results to IDEA StatiCa Connection (shell finite elements). The focus is on welded beam-to-column moment connections. The comparison shows that:\n    <ul>\n      <li>The results of rolled columns without a significant compressive force in the column are in good agreement&nbsp;</li>\n      <li>The results of butt-welded columns are slightly unconservative (by 5.8 %). This is why this change – reduction of weld spreading area for butt welds – is made.</li>\n    </ul>\n  </li>\n</ul>\n<figure data-asset-id=\"5de940cd-26fb-4fb3-893d-5ed36e92b164\" data-image-id=\"5de940cd-26fb-4fb3-893d-5ed36e92b164\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/577d9983-9802-49ac-b805-f267c33c2280/AbaqusCoimbra.png\" data-asset-id=\"5de940cd-26fb-4fb3-893d-5ed36e92b164\" data-image-id=\"5de940cd-26fb-4fb3-893d-5ed36e92b164\" alt=\"\"></figure>\n<figure data-asset-id=\"39492685-bd8a-4093-b540-660750c99c2f\" data-image-id=\"39492685-bd8a-4093-b540-660750c99c2f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/66a85600-5ee6-4108-8dc2-36a915e7e09f/Contemplated%20geometries.png\" data-asset-id=\"39492685-bd8a-4093-b540-660750c99c2f\" data-image-id=\"39492685-bd8a-4093-b540-660750c99c2f\" alt=\"\"></figure>\n<h2>Webinars and videos</h2>\n<p>In the past, we have held several webinars on the modeling of welded connections. You can find inspiration in the following recordings:</p>\n<h4>Welds &amp; Bolts in IDEA StatiCa (AISC)</h4>\n<p>The <a data-item-id=\"b8ee28ec-bc18-4a92-8c48-5e922b160899\" href=\"\">webinar session</a> covers the theory behind bolts and welds and how they are modeled in IDEA StatiCa. Also, the operations of these two components will be detailed and some tips. Finally, the interpretation of the results will be explained and the formulas used to check that they meet AISC requirements.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n638c5345_fccd_016e_9e22_78511c4aee78\"></object>\n<h4>Understanding the weld results for Eurocode</h4>\n<p>The detailed table with results can be seen in all formulas, even with values. Directional stresses are provided too. The utilization of the weld is eminent. But overall utilization Utc is calculated from the capacity of the whole weld. Check how it’s working.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"db27997f_5f2c_0190_f326_366390069bd6\"></object>\n<h4>Can we find a match in weld stress to my hand calculations?</h4>\n<p>The stress in a weld is calculated in the main directions according to the EC and the results are provided in the results tabs. Though the analysis in IDEA StatiCa Connection is based on CBFEM, in simple cases, the stress can be compared to hand calculations to verify the resulting values.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n63023176_3295_0199_0aee_b79c4f0acd2d\"></object>\n<h4>Setting fillet welds along with an SHS web and a plate surface</h4>\n<p>Hollow sections and mainly the curved corners of their cross-sections are sometimes tricky to deal with regarding welding etc. See how to properly set a simple fillet weld on both sides of an SHS member, along with its corners that have to be connected to a surface of a plate.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n7dd0835d_34ec_0188_3513_fe397f6f40a8\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n05147820_d01e_015e_f3ca_579309c85ef7\"></object>"
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                                                                                    "value": "<h3>Bolts</h3>\n<p>In the Component-Based Finite Element Method (CBFEM), the bolt with its behavior in tension, shear, and bearing is the component described by the dependent nonlinear springs. Bolt assembly consists of bolt, washer, and nut and is simulated by a nonlinear spring, rigid body elements and gap elements.</p>\n<h4>Bolt in tension</h4>\n<p>The bolt in tension is described by spring with its initial axial stiffness, design resistance, initialization of yielding, and deformation capacity. The initial axial stiffness is derived analytically in the guideline VDI2230 and in Agerskov (1976).</p>\n<p>\\[D_{Lb} =\\frac{L_s+0.4d_b}{EA_{s}}+ \\frac{0.85d_b}{EA_{t}}\\]</p>\n<p>\\[A_{pp}=\\frac{0.75D_H(L_w-D_H)}{D_{W1}^2-D_{W2}^2}\\]</p>\n<p>\\[A_{P1}=\\frac{\\pi}{4}(D_H^2-D_{W1}^2)\\]</p>\n<p>\\[A_{P2}=\\frac{1}{2}(D_{W2}^2-D_H^2)\\tan^{-1}A_{pp}\\]</p>\n<p>\\[A_P=A_{P1}+A_{P2}\\]</p>\n<p>\\[D_{LW}=\\frac{L_W}{EA_P}\\]</p>\n<p>\\[k=\\frac{1}{D_{LB}+D_{LW}}\\]</p>\n<p>where:</p>\n<ul>\n  <li>\\(d_b\\) – bolt diameter</li>\n  <li>\\(D_H\\) – bolt head diameter</li>\n  <li>\\(D_{W1}\\) – washer inner diameter</li>\n  <li>\\(D_{W2}\\) – washer outer diameter</li>\n  <li>\\(L_W\\) – sum of washer thicknesses</li>\n  <li>\\(L_s\\) – bolt grip length</li>\n  <li>\\(A_{s}\\) – bolt gross area</li>\n  <li>\\(A_{t}\\) – bolt tensile stress area</li>\n  <li>\\(E\\) – Young's modulus of elasticity</li>\n</ul>\n<p>The model corresponds to experimental data; see Gödrich et al. (2014). For the initialization of yielding and deformation capacity, it is assumed that plastic deformation occurs in the threaded part of the bolt shank only.</p>\n<figure data-asset-id=\"acc623fd-ee60-4959-8227-ec855f72a150\" data-image-id=\"acc623fd-ee60-4959-8227-ec855f72a150\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6984c02e-b380-4b92-aca1-9712291cf94b/Structural%20design%20of%20a%20steel%20connection%20-%20Bolts%20and%20preloaded%20bolts.png\" data-asset-id=\"acc623fd-ee60-4959-8227-ec855f72a150\" data-image-id=\"acc623fd-ee60-4959-8227-ec855f72a150\" alt=\"IDEA StatiCa Connection theoretical background for the structural design of steel connections. Bolts and preloaded bolts, shear resistance, and behavior in tensile-shear interaction. Structural design of welded and bolted connections.\"></figure>\n<p><em>Force-deformation diagram for the bearing of the plate</em></p>\n<p>The force-deformation diagram is constructed using the following equations:</p>\n<p>Plastic stiffness:</p>\n<p>\\[ k_t = c_1 k \\]</p>\n<p>Force at the elastic limit:</p>\n<p>\\[ F_{t,el} = \\frac{F_{t,Rd}}{c_1 c_2 - c_1 +1} \\]</p>\n<p>Deformation at elastic limit:</p>\n<p>\\[ u_{el} = \\frac{ F_{t,el} }{k} \\]</p>\n<p>Deformation at plastic limit:</p>\n<p>\\[ u_{t,Rd} = c_2 u_{el} \\]</p>\n<p>\\[ c_1 = \\frac{f_{ub} - f_{yb}}{\\frac{1}{4} A E - f_{yb}} \\]</p>\n<p>\\[ c_2 = \\frac{AE}{4 f_{yb}} \\]</p>\n<p>where:</p>\n<ul>\n  <li>\\(F_{t,Rd}\\) – bolt design resistance in tension</li>\n  <li>\\(f_{yb}\\) – bolt yield strength</li>\n  <li>\\(f_{ub}\\) – bolt ultimate strength</li>\n  <li>\\(A\\) – elongation after fracture</li>\n</ul>\n<h4>Bolt in shear</h4>\n<p>Only the compression force is transferred from the bolt shank to the plate in the bolt hole. It is modeled by interpolation links between the shank nodes and holes edge nodes. The deformation stiffness of the shell element modeling the plates distributes the forces between the bolts and simulates the adequate bearing of the plate.</p>\n<p>Bolt holes are considered as standard (default) or slotted (can be set in plate editor). Bolts in standard holes can transfer shear force in all directions, bolts in slotted holes have one direction excluded and can move in this selected direction freely.</p>\n<p>The initial stiffness and the design resistance of a bolt in shear is defined by following formulas:</p>\n<p>\\[k_{el}=\\frac{1}{\\frac{1}{k_{11}}+\\frac{1}{k_{12}}}\\]</p>\n<p>\\[k_{11} = \\frac{8d_b^2f_{ub}}{d_{M16}}\\]</p>\n<p>\\[k_{12}=12k_td_bf_{up}\\]</p>\n<p>\\[k_t=\\min \\left ( 2.5,\\, \\frac{1.5t_{min}}{d_{M16}} \\right ) \\]</p>\n<p>\\[k_{pl}=\\frac{k_{el}}{1000}\\]</p>\n<p>where:</p>\n<ul>\n  <li>\\(d_b\\) – bolt diameter</li>\n  <li>\\(f_{ub}\\) – bolt ultimate strength</li>\n  <li>\\(d_{M16}=16 \\textrm{ mm}\\) – diameter of the reference bolt M16</li>\n  <li>\\(f_{up}\\) – ultimate strength of the connected plate</li>\n  <li>\\(t_{min}\\) – minimum thickness of the connected plate&nbsp;</li>\n</ul>\n<p>The spring representing the bolt in shear has bi-linear force deformation behavior. Initialization of yielding is expected at:</p>\n<p>\\[F_{V,el}=0.999 F_{V,Rd}\\]</p>\n<p>Deformation capacity is considered as:</p>\n<p>\\[\\delta_{pl}=\\delta_{el}\\]</p>\n<p>where:</p>\n<ul>\n  <li>\\(F_{V,el}\\) – bolt in shear elastic resistance</li>\n  <li>\\(F_{V,Rd}\\) – bolt in shear resistance</li>\n  <li>\\(\\delta_{el}\\) – bolt in shear elastic deformation</li>\n</ul>\n<h4>Interaction between tension and shear</h4>\n<p>Interaction of the axial and the shear force can be introduced directly in the analysis model. The distribution of forces reflects the reality better (see enclosed diagram). Bolts with a high tensile force take less shear force and vice versa.</p>\n<figure data-asset-id=\"ee6f8f98-26d7-46f8-9051-4032b2a043c8\" data-image-id=\"ee6f8f98-26d7-46f8-9051-4032b2a043c8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8137accf-c8f2-4c63-8715-52ef53e2748f/EC-bolt_interaction.png\" data-asset-id=\"ee6f8f98-26d7-46f8-9051-4032b2a043c8\" data-image-id=\"ee6f8f98-26d7-46f8-9051-4032b2a043c8\" alt=\"\"></figure>\n<p><em>Example of the interaction of axial and shear force (EC)</em></p>\n<h3>Preloaded bolts</h3>\n<p>Preloaded bolts are used in cases when minimization of deformation is needed. The tension model of a bolt is the same as for standard bolts. The shear force is not transferred via bearing but via friction between gripped plates.</p>\n<p>The design slip resistance of a preloaded bolt is affected by an applied tensile force.</p>\n<p><a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">IDEA StatiCa Connection</a> checks the pre-slipping limit state of preloaded bolts. If there is a slipping effect, bolts do not satisfy the check. Then the post-slipping limit state should be checked as a standard bearing check of bolts where bolt holes are loaded in bearing and bolts in shear.</p>\n<p>The user can decide which limit state will be checked. Either it is resistance to major slip or post-slipping state in shear of bolts. Both checks on one bolt are not combined in one solution. It is assumed that the bolt has a standard behavior after a major slip and can be checked by the standard bearing procedure.</p>\n<p>The moment load of connection has a small influence on the shear capacity. Nevertheless, a friction check on each bolt simply is solved separately. This check is implemented in FEM component of the bolt. There is no information in a general way on whether the external tension load of each bolt is from the bending moment or from the tension load of the connection.</p>\n<figure data-asset-id=\"2bfd95f4-5286-4ebc-9b3d-8e0fd58a01d4\" data-image-id=\"2bfd95f4-5286-4ebc-9b3d-8e0fd58a01d4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/944820ec-480b-40ff-a171-0a4df2168b13/bolts_bearing.png\" data-asset-id=\"2bfd95f4-5286-4ebc-9b3d-8e0fd58a01d4\" data-image-id=\"2bfd95f4-5286-4ebc-9b3d-8e0fd58a01d4\" alt=\"\"></figure>\n<p><em>Stress distribution in standard shear bolt connection</em></p>\n<figure data-asset-id=\"cd47edfc-388b-4726-bf51-d1061e981840\" data-image-id=\"cd47edfc-388b-4726-bf51-d1061e981840\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ccb7c437-2a67-438e-978c-310f790b5abc/bolts_friction.png\" data-asset-id=\"cd47edfc-388b-4726-bf51-d1061e981840\" data-image-id=\"cd47edfc-388b-4726-bf51-d1061e981840\" alt=\"\"></figure>\n<p><em>Stress distribution in slip-resistant shear bolt connection</em></p>"
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                                                                                            "value": "<p>The anchor bolt is modeled with similar procedures as the structural bolts. The bolt is fixed on one side of the concrete block. Its length, <em>L</em><sub>b</sub>, used for bolt stiffness calculation, is taken as a sum of half of the nut thickness, washer thickness, <em>t</em><sub>w</sub>, base plate thickness, <em>t</em><sub>bp</sub>, grout or gap thickness, <em>t</em><sub>g</sub>, and free the length embedded in concrete which is expected as 8<em>d</em> where <em>d</em> is a bolt diameter. Factor 8 is editable in the Code setup. This value is in accordance with the Component Method (EN1993-1-8); the free length embedded in concrete can be modified in Code setup. The stiffness in tension is calculated as <em>k</em> = <em>E</em> <em>A</em><sub>s</sub> / <em>L</em><sub>b</sub>. The load-deformation diagram of the anchor bolt is shown in the following figure. The values according to ISO 898:2009 are summarized in the table and in the formulas below.</p>\n<figure data-asset-id=\"170f71ad-dae9-42f3-b349-cd42b4df4e08\" data-image-id=\"170f71ad-dae9-42f3-b349-cd42b4df4e08\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/10228509-19b1-4d24-993c-c16c2bbc1f1b/anchor_stiffness.png\" data-asset-id=\"170f71ad-dae9-42f3-b349-cd42b4df4e08\" data-image-id=\"170f71ad-dae9-42f3-b349-cd42b4df4e08\" alt=\"IDEA StatiCa Connection theoretical background for the advanced structural design of steel connections. Description of anchor bolts and their stiffness including anchors with stand-off. Structural design of welded and bolted connections.\"></figure>\n<p><em>Load–deformation diagram of the anchor bolt</em></p>\n<p>\\[ F_{t,el}=\\frac{F_{t,Rd}}{c_1 c_2 - c_1 + 1} \\]</p>\n<p>\\[ k_t = c_1 k; \\qquad c_1 = \\frac{R_m - R_e}{\\left ( \\frac{1}{4} A - \\frac{R_e}{E} \\right )E} \\]</p>\n<p>\\[ u_{el} = \\frac{F_{t,el}}{k}; \\qquad u_{t,Rd} = c_2 u_{el}; \\qquad c_2 = \\frac{AE}{4R_e} \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>A</em> – elongation</li>\n  <li><em>E</em> – Young's modulus of elasticity</li>\n  <li><em>F</em><sub>t,Rd</sub> – steel tensile resistance of the anchor</li>\n  <li><em>R</em><sub>m</sub> – ultimate (tensile) strength</li>\n  <li><em>R</em><sub>e</sub> – yield strength</li>\n</ul>\n<p>The stiffness of the anchor bolt in shear is taken as the stiffness of the structural bolt in shear.</p>\n<h4>Anchor bolts with stand-off</h4>\n<p>Anchors with stand-off can be checked as a construction stage before the column base is grouted or as a permanent state. Anchor with stand-off is designed as a bar element loaded by shear force, bending moment, and compressive or tensile force. The anchor is fixed on both sides; one side is 0.5×<em>d</em> below the concrete level, the other side is in the middle of the thickness of the plate. The buckling length is conservatively assumed as twice the length of the bar element. Plastic section modulus is used. The forces in anchor with stand-off are determined using finite element analysis. The bending moment is dependent on the stiffness ratio of anchors and base plate.</p>\n<figure data-asset-id=\"ce23a6f9-f3d2-4a77-98b6-4da922746e32\" data-image-id=\"ce23a6f9-f3d2-4a77-98b6-4da922746e32\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b9b077b4-3ece-4813-9fc1-7d46a2814653/stand-off_anchors.png\" data-asset-id=\"ce23a6f9-f3d2-4a77-98b6-4da922746e32\" data-image-id=\"ce23a6f9-f3d2-4a77-98b6-4da922746e32\" alt=\"\"></figure>\n<p><em>Anchors with stand-off – determination of lever arm and buckling lengths; stiff anchors are safe assumption</em></p>"
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                                                                                                    "value": "<h4>Design model</h4>\n<p>In CBFEM, it is convenient to simplify the concrete block as 2D contact elements. The connection between the concrete and the base plate resists in compression only. Compression is transferred via the Winkler-Pasternak subsoil model, representing deformations of the concrete block. The tension force between the base plate and concrete block is carried by the anchor bolts. The shear force is transferred by friction between a base plate and a concrete block, by shear key and by bending of anchor bolts and friction. The resistance of bolts in shear is assessed analytically. Friction and shear key are modeled as a full single point constraint in the plane of the base plate – concrete contact.</p>\n<h4>Deformation stiffness</h4>\n<p>The stiffness of the concrete block may be predicted for the design of column bases as an elastic hemisphere. A Winkler-Pasternak subsoil model is commonly used for a simplified calculation of foundations. The stiffness of subsoil is determined using modulus of elasticity of concrete and the effective height of a subsoil as:</p>\n<p>\\[ k = \\frac{E_c}{(\\alpha_1 + \\upsilon) \\sqrt{\\frac{A_{eff}}{A_{ref}}}} \\left( \\frac{1}{\\frac{h}{a_2 d} + a_3}+a_4 \\right) \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>k</em> – stiffness of concrete subsoil in compression</li>\n  <li><em>E</em><sub>c</sub> – modulus of elasticity of concrete</li>\n  <li><em>υ</em> – Poisson's coefficient of the concrete block</li>\n  <li><em>A</em><sub>eff</sub> – effective area in compression</li>\n  <li><em>A</em><sub>ref</sub> = 1 m<sup>2</sup> – reference area</li>\n  <li><em>d</em> – base plate width</li>\n  <li><em>h</em> – concrete block height</li>\n  <li><em>a</em><sub>1</sub> = 1.65; <em>a</em><sub>2</sub> = 0.5; <em>a</em><sub>3</sub> = 0.3; <em>a</em><sub>4</sub> = 1.0 – coefficients</li>\n</ul>\n<p>SI units must be used in the formula, the resulting unit is N/m<sup>3</sup>.</p>\n<h3>Transfer of shear load at the base plate</h3>\n<p>The shear load at the base plate can be transferred by three means:</p>\n<ul>\n  <li>Friction</li>\n  <li>Shear lug</li>\n  <li>Anchors</li>\n</ul>\n<p>Users can choose the mean by editing the base plate operation. No combination of means is allowed in the software, however, EN&nbsp;1993-1-8 – Cl.&nbsp;6.2.2 and Fib&nbsp;58 – Chapter&nbsp;4.2 allows for the combination of shear transfer by anchors and friction under certain conditions. In general, it is conservative to neglect friction in the anchorage design, although it may in some cases lead to an underestimation of concrete cracking at the serviceability level. As a rule, frictional resistance should be neglected if:</p>\n<ul>\n  <li>the thickness of the grout layer exceeds one-half the anchor diameter,</li>\n  <li>the anchorage capacity is governed by a near-edge condition,</li>\n  <li>the anchorage is intended to resist earthquake loads.</li>\n</ul>\n<p>The combination with a shear lug should never be allowed due to the deformation compatibility.</p>\n<h4>Transfer of shear load by friction</h4>\n<p>The shear resistance equals the resistance safety factor multiplied by friction coefficient editable in Code setup and compressive load. The compressive load includes all forces, e.g. in case of a column base loaded by compressive force and bending moment, the compressive load used for frictional shear resistance might be higher than the applied compressive force.</p>\n<h4>Transfer of shear load by shear lug</h4>\n<p>The shear lug is simulated as a stub encased in concrete under the base plate. The shear load is estimated to be transferred by uniform load distribution acting on the whole portion of the shear lug embedded in the concrete block, i.e. all nodes of the shear lug below the concrete surface are uniformly loaded. The portion of the shear lug above the concrete surface in grout is not assumed to transfer the shear load.</p>\n<p>Be aware that the lever arm between the applied shear load (at the base plate) and the shear resistance (half-height of the shear lug embedded in concrete) causes a bending moment which must be transferred by compressive force in concrete and tensile forces in anchors.</p>\n<p>The shear lug consists of shell finite elements and is checked as regular plates. Also, the welds of the shear lug to the base plate are checked using standard procedures in <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">IDEA StatiCa&nbsp;Connection</a>. Manual calculation usually assumes beam theory for the shear lug, although it is not accurate because the length to width ratio is very small for shear lug. Therefore, there might be a significant difference between IDEA&nbsp;StatiCa Connection and manual calculation.</p>\n<h4>Transfer of shear load by anchors</h4>\n<p>The shear resistance is determined by the shear resistance of anchors. The steel resistance of anchors have elastoplastic load-deformation curve, but the concrete failure modes are considered as perfectly brittle.</p>"
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                                                                                                            "value": "<ul>\n  <li>How to quickly use IDEA StatiCa to design and check footing/anchoring</li>\n  <li>Dealing with balustrade anchoring to a concrete slab</li>\n  <li>Definition of the anchors for multiple parts anchoring</li>\n  <li>How to deliver clear results for verification</li>\n</ul>"
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                                                                                                            "value": "<p>We want to invite you to IDEA StatiCa Connection webinar focused on anchoring. This time we will take a very close look on the design and code-check of where the steel and concrete meet – footing, anchoring. We will go through the possibilities of the model definition and checks. We will show three new code checks for the shear iron, check of concrete resistance based on EN 1993-1-8 with the influence of an effective area of the base plate, check of concrete cone failure resistance and concrete edge failure of anchors based on ETAG-001 and much more.</p>\n<figure data-asset-id=\"9093f779-c5e4-4812-8544-ba075f4abb09\" data-image-id=\"9093f779-c5e4-4812-8544-ba075f4abb09\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/55d5a29e-b561-48d0-a2d0-6c7352cb2b93/Zabradli-800x675.png\" data-asset-id=\"9093f779-c5e4-4812-8544-ba075f4abb09\" data-image-id=\"9093f779-c5e4-4812-8544-ba075f4abb09\" alt=\"Connection Wednesdays – Focus on anchoring\"></figure>\n<p><strong>Webinar agenda:</strong></p>\n<ul>\n  <li>Theoretical intro – dive into the code, basic examples in practice</li>\n  <li>Balustrade anchoring – design and code check of balustrade anchoring, stiffening member definition and anchor input</li>\n  <li>Steel column anchoring – input of the shear iron, different ways how to transfer the shear force</li>\n  <li>Rod anchoring – design of general anchoring, connection by one bolt</li>\n</ul>\n<h3>Watch webinar recording</h3>"
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                                                                                                            "value": "<h3>How to model steel-to-concrete connection</h3>\n<p>The first option is modeling the anchoring using our connection wizard offering options of moment and shear connection, footings with or without bracing.&nbsp;</p>\n<figure data-asset-id=\"bfb97b36-b50b-4e6f-9933-392e2cb7533d\" data-image-id=\"bfb97b36-b50b-4e6f-9933-392e2cb7533d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/eb214dd8-4902-45c8-903e-62784598656e/Starting%20from%20Wizard.png\" data-asset-id=\"bfb97b36-b50b-4e6f-9933-392e2cb7533d\" data-image-id=\"bfb97b36-b50b-4e6f-9933-392e2cb7533d\" alt=\"\"></figure>\n<p>The second approach for modeling a footing is through the <strong>Base Plate</strong> operation. This approach is specifically intended for scenarios where the base plate is perpendicular to the anchored member. When using this operation, anchors are generated automatically. Additionally, the shape of the base plate can be customized in the <strong>Editor</strong>, allowing modifications such as creating base plates with <strong>round edges</strong> to suit specific design needs and specifying <strong>slotted holes</strong> for anchors.&nbsp;</p>\n<figure data-asset-id=\"4fcf31c7-5a06-4d65-a726-5c9dba9ae6ac\" data-image-id=\"4fcf31c7-5a06-4d65-a726-5c9dba9ae6ac\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/cbe53c8a-1766-48c4-985f-cb88e9baa492/Base%20plate%20operation.png\" data-asset-id=\"4fcf31c7-5a06-4d65-a726-5c9dba9ae6ac\" data-image-id=\"4fcf31c7-5a06-4d65-a726-5c9dba9ae6ac\" alt=\"\"></figure>\n<figure data-asset-id=\"292edc1f-9da4-421d-bf45-904209180666\" data-image-id=\"292edc1f-9da4-421d-bf45-904209180666\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8bc894ba-a42e-4cbc-926a-88e8e59ac46b/Slotted%20holes.png\" data-asset-id=\"292edc1f-9da4-421d-bf45-904209180666\" data-image-id=\"292edc1f-9da4-421d-bf45-904209180666\" alt=\"\"></figure>\n<p>For situations where the base plate is not perpendicular to the anchored member, the modeling process requires a different approach. In these cases, you must use the <strong>Stiffening plate</strong> operation to model the base plate and the <strong>Fastener grid</strong> <strong>or Contact</strong> operation to define the anchors. The stiffening plate is positioned in the required angle and location, and the fastener grid must be adjusted to the <strong>Anchor</strong> type. Then the number of connected items is changed to one and the the stiffening plate is defined as the selected item.&nbsp;</p>\n<figure data-asset-id=\"1ad41d64-a5d9-4feb-92dc-c5fa82b12301\" data-image-id=\"1ad41d64-a5d9-4feb-92dc-c5fa82b12301\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/baf203cd-0ec4-4252-92cf-bb4fb347eaf5/Stiffening%20plate%20as%20base%20plate.png\" data-asset-id=\"1ad41d64-a5d9-4feb-92dc-c5fa82b12301\" data-image-id=\"1ad41d64-a5d9-4feb-92dc-c5fa82b12301\" alt=\"\"></figure>\n<p>In cases when the connection is already modeled in CAD software, you can import anchoring design using <a data-item-id=\"48d2251b-1818-4c19-bfa8-f89955c2e64a\" href=\"\">BIM links</a>.</p>\n<h4>Example of general anchoring using the stiffening plate</h4>\n<p>Watch the recording to learn how to design a custom vertical base plate of balcony railing into a concrete slab.&nbsp;</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n9981410d_1a2b_012c_bc0e_923bc19fa0fb\"></object>\n<h3>Concrete block</h3>\n<p>The <a data-item-id=\"f697f64f-a1d7-4bce-8b21-0e61ad5c4abe\" href=\"\">concrete foundation</a> is limited to a rectangular shape, but its dimensions can be adjusted using offset values for each edge. Entering a single value creates a uniform offset around the anchored cross-section outline. Inputting two values applies symmetrical offsets in two directions. Providing four values applies offsets to each edge individually to easily achieve <a data-item-id=\"9c2ef6ff-c731-41b1-b5b9-b2c8891bfc13\" href=\"\"><strong>asymmetrical anchoring</strong></a>.&nbsp;</p>\n<figure data-asset-id=\"d81a1ef7-5965-429e-92de-3e4a5f3b92db\" data-image-id=\"d81a1ef7-5965-429e-92de-3e4a5f3b92db\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6ddeadbd-2020-488c-8546-ec3983541b7f/Anchor%20block%20edge%20offset.png\" data-asset-id=\"d81a1ef7-5965-429e-92de-3e4a5f3b92db\" data-image-id=\"d81a1ef7-5965-429e-92de-3e4a5f3b92db\" alt=\"\"></figure>\n<p>The offset parameter allows you to create a rectangular concrete block, a foundation belt, a concrete wall, a beam, a column, a ceiling, or an inclined member.</p>\n<figure data-asset-id=\"3110e607-6495-4c01-bfc6-4497b4a176b9\" data-image-id=\"3110e607-6495-4c01-bfc6-4497b4a176b9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5e2adbae-be5f-4295-9146-9c51afe1f089/Options%20of%20anchoring.png\" data-asset-id=\"3110e607-6495-4c01-bfc6-4497b4a176b9\" data-image-id=\"3110e607-6495-4c01-bfc6-4497b4a176b9\" alt=\"\"></figure>\n<p>You can also create a<a data-item-id=\"fdcfbf7c-a479-4997-bed2-4aca1b7bc280\" href=\"\"><strong> partially supported base plate</strong></a> by entering negative (-) offset values. For instance, inputting a minus value for one edge offset allows you to create a <a data-item-id=\"1007c4e1-c23d-4ea6-b3a6-6e7f0c62f107\" href=\"\">base plate extended over a concrete block</a> or model a steel beam resting on a concrete block with only part of its flange in contact.</p>\n<figure data-asset-id=\"fd586d25-4894-4969-9112-35b1e6d7ed18\" data-image-id=\"fd586d25-4894-4969-9112-35b1e6d7ed18\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/da2da59b-df70-4bb3-aedf-4f9040360765/Base%20plate%20extended%20over%20concrete%20block.png\" data-asset-id=\"fd586d25-4894-4969-9112-35b1e6d7ed18\" data-image-id=\"fd586d25-4894-4969-9112-35b1e6d7ed18\" alt=\"Base plate extended over concrete block\"></figure>\n<p>Watch modeling of several variants of concrete block and anchoring configurations.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n4cb95114_19d4_01f6_4613_380d88b48b1b\"></object>\n<h3>Anchor types</h3>\n<p>Various types of <a data-item-id=\"0f627d74-37d9-4298-b983-90465a94c17e\" href=\"\">anchor bolts</a> can be designed in IDEA StatiCa. You can select from <strong>straight anchors</strong>, <strong>headed anchors</strong> (circular or rectangular washer plates), and <strong>hooked anchor bolts</strong>. The length, diameter, and material of the fasteners can be modified.&nbsp;</p>\n<p>Straight anchors are automatically assumed post-installed, and anchors with washer plates and hooks are considered cast-in, which differentiates required code-checks.&nbsp;</p>\n<figure data-asset-id=\"c0f6b947-91fb-43ee-ab73-699de451c545\" data-image-id=\"c0f6b947-91fb-43ee-ab73-699de451c545\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8bc67215-ae11-49eb-ab28-4488c2e35ed9/Anchor%20types.png\" data-asset-id=\"c0f6b947-91fb-43ee-ab73-699de451c545\" data-image-id=\"c0f6b947-91fb-43ee-ab73-699de451c545\" alt=\"\"></figure>\n<p>To design anchors from <strong>Hilti's hardware</strong> you can use <a data-item-id=\"9a784358-0e6c-4525-8a9c-b675bd76931e\" href=\"\">Hilti PROFIS plugin in Checkbot</a>. This enables data transfer from supported third-party FEA and CAD software to <a href=\"https://www.hilti.group/content/hilti/CP/XX/en/services/engineering/design-software.html\">Hilti PROFIS Engineering Suite</a> via using free <a data-item-id=\"5a0ac0f1-75d0-4c0e-9938-0c570d4addcc\" href=\"\">Checkbot</a>. Learn <a data-item-id=\"1b83d6d4-4559-40fc-b497-383d3a74494d\" href=\"\">how to use the Hilti PROFIS Engineering Suite plugin.</a></p>\n<figure data-asset-id=\"434710a5-44eb-48cb-b6ab-0238385232b1\" data-image-id=\"434710a5-44eb-48cb-b6ab-0238385232b1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b3e6b115-3ff9-407b-b953-973d9da305c5/HILTI%20PROFIS%20plugin%20in%20Checkbot_cover.png\" data-asset-id=\"434710a5-44eb-48cb-b6ab-0238385232b1\" data-image-id=\"434710a5-44eb-48cb-b6ab-0238385232b1\" alt=\"\"></figure>\n<h3>Shear transfer</h3>\n<p>There are three options for <a data-item-id=\"95aac2ff-1e49-586a-af70-31c1d9c56d12\" href=\"\">transferring the shear</a> from the anchored member into the foundation block: friction, shear lug, or anchors. The shear transfer is always transmitted exclusively through one of the options, cannot be combined.</p>\n<p>The default option is transferring shear <strong>via friction </strong>between the base plate and the grout layer represented by the <a data-item-id=\"1888aa0e-7c44-4445-ab26-f637ace17a10\" href=\"\">friction coefficient</a> which can be modified according to the type of grout in Project settings. Coefficient affects design friction resistance.&nbsp;</p>\n<figure data-asset-id=\"442a511e-a111-4f6f-925f-108268c53994\" data-image-id=\"442a511e-a111-4f6f-925f-108268c53994\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/012e5ee4-297b-41aa-b73d-c6c3001129ec/Friction%20coefficient.png\" data-asset-id=\"442a511e-a111-4f6f-925f-108268c53994\" data-image-id=\"442a511e-a111-4f6f-925f-108268c53994\" alt=\"\"></figure>\n<p>Another option of shear transfer is <strong>via shear lug. </strong>This element consists of a general steel member welded to the bottom of the base plate. The shear lug is defined via length, the steel embedment might be positioned exocentrically and also rotated. The code check of the shear lug is carried out by shear lug steel resistance and concrete bearing resistance.&nbsp;</p>\n<figure data-asset-id=\"0027bb13-44c9-4dcd-8ad4-71d4b23416f9\" data-image-id=\"0027bb13-44c9-4dcd-8ad4-71d4b23416f9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/50f51eca-28d1-464e-bcc2-bd080825d884/Shear%20lug.png\" data-asset-id=\"0027bb13-44c9-4dcd-8ad4-71d4b23416f9\" data-image-id=\"0027bb13-44c9-4dcd-8ad4-71d4b23416f9\" alt=\"\"></figure>\n<p>Another option for transferring shear in the IDEA StatiCa Connection is <strong>via anchors.</strong></p>\n<p>The last option is <a data-item-id=\"5e75040c-50fe-4c63-9b78-57ae7396de1d\" href=\"\">Sliding</a> representing a <strong>sliding hinge </strong>(roller) implemented only for analysis in <a data-item-id=\"bd46bb0f-2c06-4ed8-b4fd-eac4aea178d4\" href=\"\">IDEA StatiCa Member</a>. For modeling only in Connection the option should not be used.</p>\n<h3>Stand-off</h3>\n<p>There are 3 ways to model the connection of a base plate with a foundation block. The first and also default option is a <strong>direct </strong>with no space between two elements. Another option is a<strong> mortar joint</strong> (grout) with adjustable thickness. In these cases, you have to be careful to set up the real value of a friction coefficient between the base plate, grout, and concrete footing in Project settings. The default value is 0,25. The last option is a <strong>gap </strong>to prevent direct contact between the base plate and the concrete block to avoid corrosion.</p>\n<figure data-asset-id=\"0f16146b-2b71-4e72-802d-7a6c4b68b4e2\" data-image-id=\"0f16146b-2b71-4e72-802d-7a6c4b68b4e2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/45e23d57-c0af-4b88-affb-67bd96dbed31/Stand-off.png\" data-asset-id=\"0f16146b-2b71-4e72-802d-7a6c4b68b4e2\" data-image-id=\"0f16146b-2b71-4e72-802d-7a6c4b68b4e2\" alt=\"\"></figure>\n<p>The forces are determined using finite element analysis. The bending moment of anchors with stand-off is dependent on the <a data-item-id=\"0f627d74-37d9-4298-b983-90465a94c17e\" href=\"\">stiffness ratio of the anchors and base plate</a>.</p>\n<h3>Anchoring to multiple concrete block surfaces</h3>\n<p>IDEA StatiCa Connection supports <strong>anchoring to multiple concrete block surfaces</strong>, significantly extending modeling capabilities for complex base plate configurations. Designers can now define anchors on two planes of a single concrete block, enabling accurate representation of real-world connection details such as members anchored at both horizontal and vertical faces.&nbsp;</p>\n<figure data-asset-id=\"b7b07b01-2476-47bc-8c21-2f39b4f69442\" data-image-id=\"b7b07b01-2476-47bc-8c21-2f39b4f69442\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d2953d8e-03ee-4061-ac54-5df43ab47efb/Anchoring%20at%20concrete%20edge5.png\" data-asset-id=\"b7b07b01-2476-47bc-8c21-2f39b4f69442\" data-image-id=\"b7b07b01-2476-47bc-8c21-2f39b4f69442\" alt=\"\"></figure>\n<p>This removes the need for time-consuming workarounds involving stiffening plates, manual cuts, or multiple block simulations, and ensures consistent, traceable anchoring behavior across design codes.&nbsp;</p>\n<h3>Define the base plate on a given surface</h3>\n<p>In the <em>Base Plate</em> operation, you can <strong>choose between creating a new block or selecting an existing one</strong>. In case of an existing block, there is a new option for specifying the surface. Surfaces are numbered in the same way as in the Detail app.</p>\n<figure data-asset-id=\"b3ae833f-b01c-4ac7-b920-9e28b5d469d0\" data-image-id=\"b3ae833f-b01c-4ac7-b920-9e28b5d469d0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3bc2c477-f89f-431e-87e4-7682ec6d828b/Anchoring%20at%20concrete%20edge2.png\" data-asset-id=\"b3ae833f-b01c-4ac7-b920-9e28b5d469d0\" data-image-id=\"b3ae833f-b01c-4ac7-b920-9e28b5d469d0\" alt=\"\"></figure>\n<p>For the <em>Fastener grid or Contact</em> operation, a new logic has been implemented. When the referenced plate is located on the face of the concrete block, and the operation is set to <em>Anchors</em>, the surface is automatically recognized and used for the creation of the subsoil model.</p>\n<figure data-asset-id=\"26e694b7-c5ff-4f3f-be12-c045e5ea0b90\" data-image-id=\"26e694b7-c5ff-4f3f-be12-c045e5ea0b90\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9f01a616-f75e-41d2-b560-b1e6e4378900/Anchoring%20at%20concrete%20edge3.png\" data-asset-id=\"26e694b7-c5ff-4f3f-be12-c045e5ea0b90\" data-image-id=\"26e694b7-c5ff-4f3f-be12-c045e5ea0b90\" alt=\"\"></figure>\n<p>When an existing block is selected, the anchor properties (Offset, Depth, Shear force transfer, Stand-off) are automatically reused.</p>\n<h3>Locate the stiffening plate on the surface</h3>\n<p>There is also a new option for the Stiffening plate – its <em>Origin</em> can now be defined on the <em>Existing block</em> of concrete. When selected, the stiffening plate is automatically placed on the selected concrete block and its surface. Location is in the middle of the surface.</p>\n<figure data-asset-id=\"422cfc00-5307-4ec7-a43b-e158021edd06\" data-image-id=\"422cfc00-5307-4ec7-a43b-e158021edd06\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3db487f6-2d6c-4a09-b8cb-7ae895dc2255/Anchoring%20at%20concrete%20edge4.png\" data-asset-id=\"422cfc00-5307-4ec7-a43b-e158021edd06\" data-image-id=\"422cfc00-5307-4ec7-a43b-e158021edd06\" alt=\"\"></figure>\n<p>By default, the anchor checks are marked as failed due to the interaction of the base plates, which is not checked in the Connection app.</p>\n<figure data-asset-id=\"32480489-40ec-4cab-b3bb-fbcc2397d200\" data-image-id=\"32480489-40ec-4cab-b3bb-fbcc2397d200\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/221a0899-1431-4949-88f6-92f37e248369/Anchoring%20at%20concrete%20edge6.png\" data-asset-id=\"32480489-40ec-4cab-b3bb-fbcc2397d200\" data-image-id=\"32480489-40ec-4cab-b3bb-fbcc2397d200\" alt=\"\"></figure>\n<p>You can change this status in the <a data-item-id=\"e19f7ee2-b429-4cc4-9879-5c9bb8e42a1f\" href=\"\">Project settings</a> and modify the <em>Concrete breakout resistance</em> to <strong>None</strong>. In this case, both tension and shear reinforcement in the concrete block are assumed, and the concrete checks are not performed.</p>\n<figure data-asset-id=\"2dee08a2-0039-4e5e-96f0-213864ed6dd2\" data-image-id=\"2dee08a2-0039-4e5e-96f0-213864ed6dd2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7d55c258-ffe4-42a6-b84d-51065b28643e/Anchoring%20at%20concrete%20edge7.png\" data-asset-id=\"2dee08a2-0039-4e5e-96f0-213864ed6dd2\" data-image-id=\"2dee08a2-0039-4e5e-96f0-213864ed6dd2\" alt=\"\"></figure>\n<p>The steel code checks remain valid, and users can <a data-item-id=\"1190e6ba-03b2-47f6-a6a6-b210b8f84b24\" href=\"\"><strong>export the model to Detail</strong></a> for advanced concrete verification. The software automatically redistributes forces according to anchor stiffness, compression subsoil stiffness, and load paths, allowing engineers to investigate and validate critical load transfer conditions manually.</p>\n<h3>Stiffeners</h3>\n<p>To provide additional strength, stiffeners can be added to the connected member. This can be achieved using the <strong>Rib </strong>operation<strong> </strong>which is suitable for cases when stiffeners are applied to a single plate (web/flange). Alternatively, the <strong>Widener </strong>operation allows you to assign stiffeners to multiple parts of cross-section.</p>\n<figure data-asset-id=\"6317002b-28cf-4eb7-8b16-e7ecde0ea3f8\" data-image-id=\"6317002b-28cf-4eb7-8b16-e7ecde0ea3f8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/cb5128c9-34c7-4ec0-bb45-fa7cf5d138a8/Stiffeners%20for%20anchoring.png\" data-asset-id=\"6317002b-28cf-4eb7-8b16-e7ecde0ea3f8\" data-image-id=\"6317002b-28cf-4eb7-8b16-e7ecde0ea3f8\" alt=\"\"></figure>\n<h3>Code-check anchors</h3>\n<p>Further details of the code-check of anchors can be found below:</p>\n<ul>\n  <li><a data-item-id=\"c57cf277-3f01-4ec8-82bc-470f3f631a73\" href=\"\">Code-check of anchors - Eurocode</a></li>\n  <li><a data-item-id=\"7a7d73b3-8194-41fd-b23e-91f68234ae85\" href=\"\">Code-check of anchors - AISC</a></li>\n  <li><a data-item-id=\"a6259b0a-c457-44ca-a1c6-83966f185a91\" href=\"\">Code-check of anchors - Australian standards</a></li>\n  <li><a data-item-id=\"6d103b45-4653-4458-a972-ffff3f4d52b0\" href=\"\">Code-check of anchors - Canadian standards</a></li>\n</ul>\n<p>Not all code checks of anchors are performed in the IDEA StatiCa Connection application due to <a data-item-id=\"26962c6a-7395-4994-b91c-2f02923d157f\" href=\"\">limitations</a> arising from the configuration of the anchors.&nbsp;</p>\n<h3>Code-check of concrete blocks</h3>\n<p>Further details of the code-check of concrete block can be found below:</p>\n<ul>\n  <li><a data-item-id=\"28992afa-3044-47f1-be8d-ad2a00d75f7a\" href=\"\">Code-check of concrete blocks - Eurocode</a></li>\n  <li><a data-item-id=\"6a38bc4c-6bc7-4524-8c9a-0be6f5b4c3b5\" href=\"\">Code-check of concrete blocks - AISC</a></li>\n  <li><a data-item-id=\"ff093af7-42c8-41cf-a383-c932957da52f\" href=\"\">Code-check of concrete block - Australian standards</a></li>\n  <li><a data-item-id=\"2da79a62-639a-456d-9cbd-d705047df475\" href=\"\">Code-check of concrete block - Canadian standards</a></li>\n</ul>\n<h4>Code-check cracked concrete or uncracked concrete</h4>\n<p>In the <strong>Code setup</strong>, you can switch the concrete setting to <strong>uncracked</strong>, which increases the capacity for anchor code checks. For EN standards, this affects the Concrete blowout resistance as parameter k<sub>5 </sub>and Concrete cone resistance as parameter k<sub>1</sub>. While for AISC standards, it influences the Concrete breakout strength and parameter Ψ<sub>c,N</sub>. By default, the concrete is set to cracked but can be changed to uncracked in Project settings.</p>\n<figure data-asset-id=\"ee38e2ef-0ad9-4321-ac69-aeb8edf61667\" data-image-id=\"ee38e2ef-0ad9-4321-ac69-aeb8edf61667\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/fbccdd09-6781-4bd0-b09d-cef79df68884/Cracked%20concrete.png\" data-asset-id=\"ee38e2ef-0ad9-4321-ac69-aeb8edf61667\" data-image-id=\"ee38e2ef-0ad9-4321-ac69-aeb8edf61667\" alt=\"\"></figure>\n<h4>Disable the concrete cone breakout (pull-out) check</h4>\n<p>Special cases of anchoring steel beams or columns to slender concrete blocks, such as near concrete wall edges, present challenges primarily in the assessment of concrete cone pull-out. In these scenarios, the concrete cone is insufficient, requiring an alternative approach to be employed.</p>\n<figure data-asset-id=\"1d5deb73-261a-4793-abcc-7f86ce6cbce1\" data-image-id=\"1d5deb73-261a-4793-abcc-7f86ce6cbce1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8c890417-d4e9-414d-abab-8bdac15662e6/Anchoring%20of%20steel%20beam%20to%20thin%20concrete%20block.png\" data-asset-id=\"1d5deb73-261a-4793-abcc-7f86ce6cbce1\" data-image-id=\"1d5deb73-261a-4793-abcc-7f86ce6cbce1\" alt=\"\"></figure>\n<p>In IDEA StatiCa Connection, you can disable the <strong>concrete breakout resistance</strong> check in the <strong>Code setup</strong> and choose from the following options:</p>\n<ul>\n  <li><strong>Both</strong> - Both tension and shear forces are considered in the code-check.</li>\n  <li><strong>Tension </strong>- Only tension forces are considered, with shear forces assumed to be carried by reinforcement.</li>\n  <li><strong>Shear</strong> - Only shear forces are considered, with tension forces assumed to be carried by reinforcement.</li>\n  <li><strong>None</strong> - All forces are assumed to be carried by reinforcement.</li>\n</ul>\n<p>For all options except <strong>Both</strong>, the report explicitly specifies the forces that must be carried by the concrete block's reinforcement to achieve a satisfactory design.</p>\n<h4>Concrete check - advanced method</h4>\n<p>According to the previous setting, the checks for the concrete block may be unsatisfactory without reinforcement. In such cases, you have the option to <a data-item-id=\"1190e6ba-03b2-47f6-a6a6-b210b8f84b24\" href=\"\">export the entire anchoring</a> to the <a data-item-id=\"28aef793-fefb-4b04-aca5-0c334a7585f7\" href=\"\"><strong>Detail application</strong></a> for further analysis and design adjustments. The <strong>3D </strong>module enables precise analysis of both the supplementary reinforcement and the concrete block.&nbsp;</p>\n<figure data-asset-id=\"71ccb9c4-bacd-46c7-a6df-5277005d40e4\" data-image-id=\"71ccb9c4-bacd-46c7-a6df-5277005d40e4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/fa57007d-3aef-4922-b133-a596dddab959/release%20note%20intro%20slide%20import.png\" data-asset-id=\"71ccb9c4-bacd-46c7-a6df-5277005d40e4\" data-image-id=\"71ccb9c4-bacd-46c7-a6df-5277005d40e4\" alt=\"Import of anchoring from Connection to Detail \"></figure>\n<p>More general information about Detail as a solution for anchoring can be found in the article&nbsp;<a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\">3D Detail out of Beta</a>.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n2071c165_2e0b_012a_f0d0_1e2c7f4f5e1f\"></object>"
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                                                                                                                    "value": "<p>Concrete below the base plate is simulated by the Winkler subsoil with uniform stiffness, which provides the contact stresses. The average stress at the effective area determined by EN 1993-1-8 is used for compressive check.</p>\n<p>The resistance of concrete in 3D compression is determined based on EN 1993-1-8 by calculating the design bearing strength of concrete in the joint, <em>f</em><sub>jd</sub>, under the effective area, <em>A</em><sub>eff</sub>, of the base plate. The design bearing strength of the joint, <em>f</em><sub>jd</sub>, is evaluated according to Cl. 6.2.5 in EN 1993-1-8 and Cl. 6.7 in EN 1992-1-1. The grout quality and thickness is introduced by the joint coefficient, <em>β</em><sub>jd</sub>. For grout quality equal or better than the quality of the concrete block, <em>β</em><sub>jd</sub>&nbsp;=&nbsp;1.0 is expected, EN&nbsp;1993-1-8 recommends value <em>β</em><sub>jd</sub>&nbsp;= 0.67. The effective area, <em>A</em><sub>eff,cm</sub> under the base plate is estimated to be of the shape of the column cross-section increased by additional bearing width, <em>c</em>.</p>\n<p>\\[ c = t \\sqrt{\\frac{f_y}{3 f_{jd} \\gamma_{M0}}} \\]</p>\n<p>where <em>t</em> is the thickness of the base plate, <em>f</em><sub>y</sub> is the base plate yield strength, and <em>γ</em><sub>M0</sub> is the partial safety factor for steel.</p>\n<p>The effective area is calculated by iteration until the difference between the additional bearing widths of current and previous iteration |<em>c</em><sub>i</sub> – <em>c</em><sub>i–1</sub> | is less than 1&nbsp;mm. For the first iteration, the area of the base plate is assumed as a bearing area, <em>A</em><sub>c0</sub>.</p>\n<p>The area where the concrete is in compression is taken from results of FEA. This area in compression, <em>A</em><sub>eff,FEM</sub>, allows determining the position of the neutral axis. The user can modify this area by editing “Effective area – influence of mesh size” in Code setup. The default value is 0.1 for which the verification studies were made. It is not recommended to decrease this value. Increasing this value makes the assessment of concrete bearing resistance safer. The value in Code setup determines the boundary of the area, <em>A</em><sub>eff,FEM</sub>, e.g. the value of 0.1 takes into account only areas where stress in concrete is higher than 0.1 times the maximum stress in concrete, <em>σ</em><sub>c,max</sub>. The intersection of the area in compression, <em>A</em><sub>eff,FEM</sub>, and the effective area, <em>A</em><sub>eff,cm</sub>, allows to assess the resistance for generally loaded column base of any column shape with any stiffeners and is labeled <em>A</em><sub>eff</sub>. The average stress <em>σ</em> on the effective area, <em>A</em><sub>eff</sub>, is determined as the compression force divided by the effective area. Check of the component is in stresses <em>σ</em>&nbsp;≤&nbsp;<em>f</em><sub>jd</sub>.</p>\n<p>Concrete resistance at concentrated compression:</p>\n<p>\\[ f_{jd}= \\beta_j k_j \\frac{f_{ck}}{\\gamma_c} \\]</p>\n<p>Concentration factor taking into account increase in concrete compressive resistance due to triaxial stress:</p>\n<p>\\[ k_j=\\sqrt{\\frac{A_{c1}}{A_{eff}}} \\le 3.0 \\]</p>\n<p>where <em>A</em><sub>c1</sub> is the supporting area determined according to EN&nbsp;1992-1-1 – Cl.&nbsp;6.7. The area must be concentric and geometrically similar to the bearing area <em>A</em><sub>eff</sub>.</p>\n<p>Average stress under the base plate:</p>\n<p>\\[ \\sigma = \\frac{N}{A_{eff}} \\]</p>\n<p>Utilization in compression [%]:</p>\n<p>\\[ Ut = \\frac{\\sigma}{f_{jd}} \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>f</em><sub>ck</sub> – characteristic compressive concrete strength</li>\n  <li><em>β</em><sub>j</sub>&nbsp;= 0.67 – factor of grout quality editable in Code setup</li>\n  <li><em>γ</em><sub>c</sub> – safety factor for concrete</li>\n  <li><em>A</em><sub>eff</sub> – effective area on which the column normal force <em>N</em> is distributed</li>\n</ul>\n<figure data-asset-id=\"3d2fa770-8190-4956-b4c1-1944703eb56d\" data-image-id=\"3d2fa770-8190-4956-b4c1-1944703eb56d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bc19f6f0-49ee-49b5-8b17-6d457c8a1973/concrete_check.png\" data-asset-id=\"3d2fa770-8190-4956-b4c1-1944703eb56d\" data-image-id=\"3d2fa770-8190-4956-b4c1-1944703eb56d\" alt=\"\"></figure>\n<p>Effective area, <em>A</em><sub>eff,cm</sub>, as calculated according to EC for pure compression, is marked with a dashed line. The graphical representation shows the way of checking. Calculated effective area, <em>A</em><sub>eff,fem</sub>, is marked as green. The final effective area, <em>A</em><sub>eff</sub>, for contact stress check is highlighted as hatched.</p>\n<figure data-asset-id=\"2bd7b832-413a-4eab-a6f2-2473016242d8\" data-image-id=\"2bd7b832-413a-4eab-a6f2-2473016242d8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d1dfa07b-af9b-4cbb-b905-71f99a5191c5/stress_in_concrete.png\" data-asset-id=\"2bd7b832-413a-4eab-a6f2-2473016242d8\" data-image-id=\"2bd7b832-413a-4eab-a6f2-2473016242d8\" alt=\"\"></figure>\n<p>For rare occasions, especially for column base loaded by tensile force only (compression in concrete is caused by prying forces) or tensile force and bending moment, the intersection of areas <em>A</em><sub>eff,cm</sub> and <em>A</em><sub>eff,fem</sub> is extremely small or none at all. For such cases, the compressive forces are generally very small, the check is outside of the scope of Eurocode, and the concrete in compression is not checked.</p>\n<h4>Mesh sensitivity</h4>\n<p>This procedure of assessing the resistance of the concrete in compression is independent on the mesh of the base plate as can be seen in the figures below. It is shown in the example of concrete in compression assessment according to EC. Two cases were investigated: loading by pure compression of 1200 kN and loading by a combination of compressive force 1200 kN and bending moment 90 kN.</p>\n<figure data-asset-id=\"75114ca0-12af-4844-bcda-f05fe639a353\" data-image-id=\"75114ca0-12af-4844-bcda-f05fe639a353\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/38a09e02-a691-4fe5-99eb-1cc15a9cc073/mesh_sensitivity_concrete.png\" data-asset-id=\"75114ca0-12af-4844-bcda-f05fe639a353\" data-image-id=\"75114ca0-12af-4844-bcda-f05fe639a353\" alt=\"\"></figure>\n<p>Influence of number of elements on prediction of resistance of concrete in compression in case of pure compression</p>\n<figure data-asset-id=\"78420fb2-f963-4c23-8c23-b147155bfcd9\" data-image-id=\"78420fb2-f963-4c23-8c23-b147155bfcd9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/46779b83-660f-4f35-911d-eb614c7659af/mesh_sensitivity_bending.png\" data-asset-id=\"78420fb2-f963-4c23-8c23-b147155bfcd9\" data-image-id=\"78420fb2-f963-4c23-8c23-b147155bfcd9\" alt=\"\"></figure>\n<p>The influence of the number of elements on the prediction of resistance of concrete in compression in case of compression and bending</p>\n<h3>Shear in concrete block</h3>\n<p>Shear in the concrete block can be transferred via one of the three means:</p>\n<ol>\n  <li>Friction<br>\n\\( Ut = \\frac{V}{V_{Rd}} \\)<br>\n <em>V</em><sub>rd</sub> = <em>N</em> <em>C</em><sub>f</sub><br>\n</li>\n  <li>Shear lug<br>\n\\( Ut = \\max \\left ( \\frac{V_y}{V_{Rd,y}}, \\, \\frac{V_z}{V_{Rd,z}}, \\, \\frac{V}{V_{c,Rd}} \\right ) \\) \\(V_{Rd,y} = \\frac{A_{Vy} f_y}{\\sqrt{3} \\gamma_{M0}} \\)<br>\n\\( V_{Rd,z} = \\frac{A_{Vz} f_y}{\\sqrt{3} \\gamma_{M0}} \\)<br>\n\\( V_{c,Rd} = A \\sigma_{Rd,max} \\)<br>\nShear iron and welds are also checked by FEM.<br>\n</li>\n  <li>Anchors<br>\nCheck is provided according to ETAG 001 – Annex C</li>\n</ol>\n<p>where:</p>\n<ul>\n  <li><em>A</em><sub>V,</sub><em><sub>y</sub></em>, <em>A</em><sub>V,</sub><em><sub>z</sub></em> – shear areas of shear iron cross-section in the direction of axes <em>y</em> and <em>z</em></li>\n  <li><em>f</em><sub>y</sub> – yield strength</li>\n  <li><em>γ</em><sub>M0</sub> – safety factor</li>\n  <li><em>V</em><em><sub>y</sub></em> – shear force component in the base plate plane in y-direction</li>\n  <li><em>V</em><em><sub>z</sub></em> – shear force component in the base plate plane in z-direction</li>\n  <li><em>V</em> – shear force (vector sum of both shear forces components)</li>\n  <li><em>N</em> – force perpendicular to the base plate</li>\n  <li><em>C</em><sub>f</sub> – friction coefficient between steel and concrete/grout; editable in Code setup</li>\n  <li><em>A</em> = <em>l b</em> – projected area of the shear lug excluding the portion above concrete surface</li>\n  <li><em>l</em> – length of the shear lug excluding the portion above concrete surface</li>\n  <li><em>b</em> – projected width of the shear lug in the direction of the shear load</li>\n  <li><em>σ</em><sub>Rd,max</sub> = <em>k</em><sub>1</sub> <em>v'</em> <em>f</em><sub>cd</sub> – maximum stress which can be applied at the edges of the node</li>\n  <li><em>k</em><sub>1</sub> = 1 – factor (EN&nbsp;1992-1-1 – Equation (6.60))</li>\n  <li><em>v'</em> = 1 – <em>f</em><sub>ck</sub> / 250– factor (EN 1992-1-1 – Equation (6.57N))</li>\n  <li>\\( f_{cd} = \\alpha_{cc} \\frac{f_{ck}} {\\gamma_c} \\) – design compressive strength of concrete</li>\n  <li><em>α</em><sub>cc</sub> – coefficient for long term effects on compressive strength of concrete</li>\n  <li><em>f</em><sub>ck</sub> – characteristic compressive strength of concrete</li>\n  <li><em>γ</em><sub>c</sub> – safety factor for concrete</li>\n</ul>\n<figure data-asset-id=\"df915d61-5a23-4387-a2e1-5b6bf7f43a7a\" data-image-id=\"df915d61-5a23-4387-a2e1-5b6bf7f43a7a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ea8ecf81-5d19-4da7-8db6-a77e20996d21/shear_check.png\" data-asset-id=\"df915d61-5a23-4387-a2e1-5b6bf7f43a7a\" data-image-id=\"df915d61-5a23-4387-a2e1-5b6bf7f43a7a\" alt=\"\"></figure>\n<h3><br></h3>"
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                                                                                                                            "value": "<p>Four <a data-item-id=\"0f627d74-37d9-4298-b983-90465a94c17e\" href=\"\">anchor bolt</a> types are available:</p>\n<ul>\n  <li>Straight (assumed post-installed)</li>\n  <li>Washer plate - Circular (assumed cast-in)</li>\n  <li>Washer plate - Rectangle (assumed cast-in)</li>\n  <li>Hook (assumed cast-in)</li>\n</ul>\n<p>The steel resistances are determined according to EN 1993-1-8 and EN 1992-4 for cast-in anchors and post-installed fasteners, respectively.</p>\n<p>The concrete resistances are determined according to EN 1992-4.</p>\n<p>In case of post-installed (straight) fasteners, pull-out failure, combined pull-out and concrete failure of bonded anchors, and concrete splitting failure are not checked due to missing information available only for the particular anchor and glue type from the anchor manufacturer.</p>\n<p>In the Project settings, settings are available to activate/deactivate concrete cone breakout checks in tension and shear. If the concrete cone breakout check is not activated, it is assumed that the dedicated reinforcement is designed to resist the force. The magnitude of the force is provided in formulas. User may use link to Detail application to perform the checks of reinforced concrete.</p>\n<p>Furthermore, the concrete can be set as cracked or uncracked. Uncracked concrete should be in permanent compression that prevents shrinkage cracks. The resistances of uncracked concrete are higher.&nbsp;</p>\n<p>FYI:</p>\n<p><em>The Eurocode in its current form does not provide a clear and unambiguous answer as to when cast-in-place anchors should be designed according to EN 1993-1-8 or EN 1992-4. A useful guideline is the governing failure mode. If the dominant failure mode is tensile rupture of the steel anchor, EN 1993-1-8 should be applied. This typically concerns anchors with sufficient embedment length, such as anchor bolts. Conversely, where other failure modes govern (e.g. concrete-related failures), EN 1992-4 should be used. This applies primarily to fasteners.</em></p>\n<p><em>In IDEA StatiCa:</em></p>\n<ul>\n  <li><em>Cast-in-place anchors with washer plates and hooked anchors are designed according to EN 1993-1-8.</em></li>\n  <li><em>Other anchor types are designed according to EN 1992-4 / EN 1992-1-1.</em></li>\n</ul>\n<p><em>Some countries address this ambiguity through national provisions (e.g. the Netherlands), in line with the approach adopted in IDEA StatiCa. The reason is the difference in publication dates of the standards:<br>\nEN 1993-1-8 (2005) vs. EN 1992-4 (2018).</em></p>\n<p><em>The new generation of Eurocodes adopts a clearer and better-explained approach to this issue.</em></p>\n<h4>Tensile steel resistance (EN 1993-1-8, Table 3.4)</h4>\n<p><strong>Cast-in anchors</strong> are checked according to steel design code.</p>\n<p>\\[ F_{t,Rd} = \\frac{c \\cdot k_2 \\cdot f_{ub} \\cdot A_s}{\\gamma_{M2}} \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>c </em>– decrease in tensile resistance of bolts with cut thread according to EN 1993-1-8 – Cl. 3.6.1. (3) editable in Project Settings</li>\n  <li><em>k</em><sub>2</sub> = 0.9 – factor for non-countersunk anchors&nbsp;</li>\n  <li><em>f</em><sub>ub</sub> – anchor bolt ultimate tensile strength&nbsp;</li>\n  <li><em>A</em><sub>s</sub> – anchor bolt tensile stress area</li>\n  <li>\\(\\gamma_{M2}=1.25\\) – partial safety factor for bolts (EN 1993-1-8, Table 2.1) editable in Project Settings</li>\n</ul>\n<h4>Tensile steel resistance (EN 1992-4, Cl.&nbsp;7.2.1.3)</h4>\n<p><strong>Post-installed fasteners</strong> are checked according to concrete design code</p>\n<p>\\[ N_{Rd,s} = \\frac{N_{Rk,s}}{\\gamma_{Ms}} \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>N</em><sub>Rk,s</sub> = <em>c </em>∙ <em>A</em><sub>s</sub> ∙ <em>f</em><sub>uk</sub> – characteristic resistance of a fastener in case of steel failure</li>\n  <li><em>c </em>\t– decrease in tensile resistance of bolts with cut thread according to EN 1993-1-8 – Cl. 3.6.1. (3) editable in Code setup</li>\n  <li><em>A</em><sub>s</sub>\t– anchor bolt tensile stress area</li>\n  <li><em>f</em><sub>uk</sub>\t– anchor bolt characteristic ultimate tensile strength&nbsp;</li>\n  <li>\\(\\gamma_{Ms}=1.2 \\cdot \\frac{f_{uk}}{f_{yk}} \\ge 1.4\\) – partial safety factor for steel failure in tension (EN 1992-4, Table 4.1)</li>\n  <li><em>f</em><sub>yk</sub>\t– anchor bolt characteristic yield strength</li>\n</ul>\n<h4>Concrete cone failure resistance of anchor or group of anchors (EN 1992-4, Cl. 7.2.1.4):</h4>\n<p>\\[ N_{Rd,c} = \\frac{N_{Rk,c}}{\\gamma_{Mc}} \\]</p>\n<p>where:</p>\n<ul>\n  <li>\\(N_{Rk,c}=N_{Rk,c}^0 \\cdot \\frac{A_{c,N}}{A_{c,N}^0} \\cdot \\psi_{s,N} \\cdot \\psi_{re,N} \\cdot \\psi_{ec,N} \\cdot \\psi_{M,N}\\) – characteristic resistance of a fastener, a group of fasteners and the tensioned fasteners of a group of fasteners in case of concrete cone failure</li>\n  <li>\\(N_{Rk,c}^0 = k_1 \\sqrt{f_{ck}} h_{ef}^{1.5}\\) – characteristic resistance of a single fastener placed in concrete and not influenced by adjacent fasteners or edges of the concrete member</li>\n  <li><em>k</em><sub>1</sub> – factor taking into account concrete condition and anchor type; for cast-in headed anchors (with washer plates) <em>k</em><sub>1</sub> = 8.9 for cracked concrete and <em>k</em><sub>1</sub> = 12.7 for non-cracked concrete; for post-installed fasteners (straight anchors) <em>k</em><sub>1</sub> = 7.7 for cracked concrete and <em>k</em><sub>1</sub> = 11.0 for non-cracked concrete</li>\n  <li><em>f</em><sub>ck </sub>– characteristic concrete compressive cylinder strength</li>\n  <li><em>h</em><sub>ef </sub>– embedment depth of the anchor in concrete; for three or more close edges, EN&nbsp;1992-4, Cl.&nbsp;7.2.1.4&nbsp;(8) applies and effective \\(h'_{ef} = \\max \\left \\{ \\frac{c_{max}}{c_{cr,N}} \\cdot h_{ef}, \\, \\frac{s_{max}}{s_{cr,N}} \\cdot h_{ef} \\right \\}\\) is used instead in formulas for <em>N</em><sub>Rk,c</sub><sup>0</sup>, <em>c</em><sub>cr,N</sub>, <em>s</em><sub>cr,N</sub>, <em>A</em><sub>c,N</sub>, <em>A</em><sub>c,N</sub><sup>0</sup>, <em>ψ</em><sub>s,N</sub>, and <em>ψ</em><sub>ec,N</sub></li>\n  <li><em>A</em><sub>c,N</sub> – actual projected area, limited by overlapping concrete cones of adjacent fasteners as well as by edges of the concrete member</li>\n  <li><em>A</em><sub>c,N</sub><sup>0</sup> = <em>s</em><sub>cr,N</sub><sup>2</sup> – reference projected area, i.e. area of concrete of an individual anchor with large spacing and edge distance at the concrete surface&nbsp;</li>\n  <li>\\(\\psi_{s,N}=0.7+0.3 \\cdot \\frac{c}{c_{cr,N}} \\le 1\\) – factor taking into account disturbance of the distribution of stresses in the concrete due to the proximity of an edge of the concrete member</li>\n  <li><em>c</em> – smallest edge distance</li>\n  <li><em>c</em><sub>cr,N</sub> = 1.5 ∙ <em>h</em><sub>ef</sub> – characteristic edge distance for ensuring the transmission of the characteristic resistance of &nbsp;an anchor in case of concrete break-out under tension loading</li>\n  <li>\\(\\psi_{re,N}=0.5+\\frac{h_{ef}}{200} \\le 1\\) – shell spalling factor</li>\n  <li>\\(\\psi_{ec,N}=\\frac{1}{1+2 \\cdot (e_N / s_{cr,N})} \\le 1\\) – factor taking into account group effect when different tension loads are acting on the individual fasteners of a group; <em>ψ</em><sub>ec,N</sub> is determined separately for each direction and the product of both factors is used</li>\n  <li><em>e</em><sub>N</sub> – eccentricity of resultant tension force of tensioned fasteners in respect to the center of gravity of the tensioned fasteners</li>\n  <li><em>s</em><sub>cr,N</sub> = 2 ∙ <em>c</em><sub>cr,N</sub> – characteristic spacing of &nbsp;anchors to ensure the characteristic resistance of the anchors &nbsp;in case of concrete cone failure under tension load</li>\n  <li>\\(\\psi_{M,N} = 2- \\frac{z}{1.5 \\cdot h_{ef}} \\ge 1\\) – factor taking into account effect of a compression force between fixture and concrete in cases of bending moments with or without axial force; &nbsp;this parameter is equal to 1 if <em>c</em> &lt; 1.5 <em>h</em><sub>ef</sub> or the ratio of the compressive force (including the compression due to bending) to the sum of tensile forces in anchors is smaller than 0.8 or <em>z</em> / <em>h</em><sub>ef</sub> ≥ 1.5&nbsp;</li>\n  <li><em>z</em> – internal lever arm of a fastening</li>\n  <li><em>γ</em><sub>Mc</sub> = <em>γ</em><sub>c</sub> ∙ <em>γ</em><sub>inst </sub>– partial safety factor (EN&nbsp;1992-4, Table&nbsp;4.1)</li>\n  <li><em>γ</em><sub>c</sub> – partial safety factor for concrete (editable in Code setup)</li>\n  <li><em>γ</em><sub>inst</sub> – partial safety factor taking account of the installation safety of an anchor system (editable in Code setup)</li>\n</ul>\n<p>The concrete breakout cone area for a group of anchors loaded by tension that creates a common concrete cone, <em>A</em><sub>c,N</sub>, is shown by the red dashed line.</p>\n<figure data-asset-id=\"0618ccf0-0c5d-47e2-b8c3-c2f0539ab219\" data-image-id=\"0618ccf0-0c5d-47e2-b8c3-c2f0539ab219\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/98effa12-7603-4f61-96c1-3589a051ad77/AcN.png\" data-asset-id=\"0618ccf0-0c5d-47e2-b8c3-c2f0539ab219\" data-image-id=\"0618ccf0-0c5d-47e2-b8c3-c2f0539ab219\" alt=\"\"></figure>\n<h4>Pull-out resistance (EN&nbsp;1992-4, Cl.&nbsp;7.2.1.5)</h4>\n<p>Pull-out resistance is checked for <strong>cast-in anchors with washer plates</strong> according to EN&nbsp;1992-4, Cl.&nbsp;7.2.1.5:</p>\n<p>\\[ N_{Rd,p}=\\frac{N_{Rk,p}}{\\gamma_{Mc}} \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>N</em><sub>Rk,p</sub> = <em>k</em><sub>2</sub> ∙ <em>A</em><sub>h</sub> ∙ <em>f</em><sub>ck</sub> – characteristic resistance in case of pull-out failure</li>\n  <li><em>k</em><sub>2</sub> – coefficient dependent on concrete condition, <em>k</em><sub>2</sub> = 7.5 for cracked concrete, <em>k</em><sub>2</sub> = 10.5 for non-cracked concrete</li>\n  <li><em>A</em><sub>h</sub> – bearing area of head of anchor; for circular washer plate \\(A_h = \\frac{\\pi}{4} \\left ( d_h^2 - d^2 \\right )\\), for rectangular washer plate \\(A_h = a_{wp}^2 - \\frac{\\pi}{4} d^2\\)</li>\n  <li><em>d</em><sub>h</sub> ≤ 6 <em>t</em><sub>h</sub> + <em>d</em> – diameter of the head of the fastener</li>\n  <li><em>t</em><sub>h</sub> – thickness of the head of the headed fastener</li>\n  <li><em>d</em> – diameter of the shank of the fastener</li>\n  <li><em>f</em><sub>ck</sub> – characteristic concrete compressive cylinder strength</li>\n  <li><em>γ</em><sub>Mc</sub> = <em>γ</em><sub>c</sub> ∙ <em>γ</em><sub>inst</sub> – partial safety factor (EN&nbsp;1992-4, Table&nbsp;4.1)</li>\n  <li><em>γ</em><sub>c</sub> – partial safety factor for concrete (editable in Code setup)</li>\n  <li><em>γ</em><sub>inst</sub> – partial safety factor taking account of the installation safety of an anchor system (editable in Code setup)</li>\n</ul>\n<h4>Pull-out resistance (EN&nbsp;1992-1-1, Cl.&nbsp;8.4.4)</h4>\n<p>Pull-out resistance is checked for <strong>cast-in anchors with hook</strong> according to EN&nbsp;1992-1-1, Cl.&nbsp;8.4.4. Plain rods are assumed that require double anchorage length than ribbed reinforcement (Table 3.26 in BS 8110-1).</p>\n<p>\\[N_{Rd,p}=A_a \\cdot f_{ya} \\cdot \\frac{l_b}{l_{bd}}\\]</p>\n<p>where:</p>\n<ul>\n  <li><em>A</em><sub>a</sub> – tensile stress area of an anchor</li>\n  <li><em>f</em><sub>ya</sub> – anchor yield strength</li>\n  <li><em>l</em><sub>b</sub> – anchor length embedded in concrete</li>\n  <li>\\(l_{bd} = \\alpha_1 \\cdot \\alpha_2 \\cdot \\alpha_3 \\cdot \\alpha_4 \\cdot \\alpha_5 \\cdot l_{b,rqd}\\) – design anchorage length</li>\n  <li>\\(\\alpha_1\\) – factor for the effect of the shape of the bars assuming adequate cover\n    <ul>\n      <li>\\(\\alpha_1 = 0.7\\) for \\(c_d &gt; 3 \\phi\\)</li>\n      <li>\\(\\alpha_1 = 1.0\\) for \\(c_d \\le 3 \\phi\\)</li>\n    </ul>\n  </li>\n  <li>\\(c_d = \\min \\{a/2, c_1\\}\\) – adequate cover</li>\n  <li><em>a</em> – clear distance between anchors</li>\n  <li><em>c</em><sub>1</sub> – clear distance to concrete block edge</li>\n  <li>\\(\\phi\\) – anchor diameter</li>\n  <li>\\(\\alpha_2 = 1.0 - 0.15 \\frac{c_d - \\phi}{\\phi}\\) – factor for the effect of concrete minimum cover; \\(0.7 \\le \\alpha_2 \\le 1.0\\)</li>\n  <li>\\(\\alpha_3 = 1.0\\) – factor for the effect of confinement by transverse reinforcement</li>\n  <li>\\(\\alpha_4 = 1.0 \\) – factor for the influence of one or more welded transverse bars along the design anchorage length</li>\n  <li>\\(\\alpha_5=1.0\\) – factor for the effect of the pressure transverse to the plane of splitting along the design anchorage length</li>\n  <li>\\(l_{b,rqd} = \\frac{\\phi}{4} \\frac{f_{ya}}{f_{bd}}\\) – required anchorage length</li>\n  <li>\\(f_{bd} = \\frac{2.25 \\cdot \\eta_1 \\cdot \\eta_2 f_{ctd}}{2}\\) – design value of the ultimate bond stress (assumed half that of ribbed reinforcement)</li>\n  <li>\\(\\eta_1=1.0\\) – coefficient related to the quality of the bond condition and the position of the bar during concreting; good conditions are assumed, which may be dangerous for the rare case of horizontal anchors placed at the top of the concrete</li>\n  <li>\\(\\eta_2=\\min \\{1.0, \\frac{132-\\phi}{100}\\) – coefficient related to the bar diameter</li>\n  <li>\\(f_{ctd}=\\frac{\\alpha_{ct} \\cdot f_{ctk,0.05}}{\\gamma_c}\\) – design value of concrete tensile strength</li>\n  <li>\\(\\alpha_{ct}=1.0\\) – coefficient taking account of long term effects on the tensile strength and of unfavourable effects</li>\n  <li>\\(f_{ctk,0.05}\\) – characteristic axial tensile strength of concrete (5% quantile)</li>\n  <li>\\(\\gamma_c\\) – safety factor for concrete editable in Project Settings</li>\n</ul>\n<p>Several <strong>detailing rules</strong> are added:</p>\n<ul>\n  <li>Anchor yield strength must not be higher than 300 MPa (EN 1993-1-8 – 6.2.6.12 (5))</li>\n  <li>Minimum anchorage length \\(l_{b,min}\\) must be kept (EN 1992-1-1 – Equation (8.6)):</li>\n</ul>\n<p>\\[ l_b \\ge l_{b,min} = \\max \\{ 0.3 \\cdot l_{b,rqd}, 10\\cdot \\phi , 100 \\}\\]</p>\n<ul>\n  <li>Anchorage length should be sufficient for the steel tensile failure mode to govern to facilitate plastic design&nbsp;</li>\n</ul>\n<p><br></p>\n<p>The pullout resistance of <strong>other types of anchors</strong> is not checked and must be guaranteed by the manufacturer.</p>\n<h4>Concrete blowout resistance (EN 1992-4, Cl.&nbsp;7.2.1.8)</h4>\n<p>Blow-out failure is checked for <strong>cast-in headed anchors</strong> (Anchor type – washer) with edge distance <em>c</em> ≤ 0.5 <em>h</em><sub>ef</sub> according to EN&nbsp;1992-4, Cl.&nbsp;7.2.1.8. Anchors are treated as a group if their spacing near the edge is <em>s</em> ≤ 4 <em>c</em><sub>1</sub>. Undercut anchors can be checked the same way but the value of <em>A</em><sub>h</sub> is unknown in the software. The blow-out failure of undercut anchors can be determined by selecting a washer plate with the corresponding dimension.</p>\n<p>\\[N_{Rd,cb} = \\frac{N_{Rk,cb}}{\\gamma_{Mc}}\\]</p>\n<p>where:</p>\n<ul>\n  <li>\\(N_{Rk,cb} = N_{Rk,cb}^0 \\cdot \\frac{A_{c,Nb}}{A_{c,Nb}^0} \\cdot \\psi_{s,Nb} \\cdot \\psi_{g,Nb} \\cdot \\psi_{ec,Nb}\\) – characteristic resistance in case of concrete blow-out failure</li>\n  <li>\\(N_{Rk,cb}^0 = k_5 \\cdot c_1 \\cdot \\sqrt{A_h} \\cdot \\sqrt{f_{ck}}\\) – characteristic resistance of a single fastener, not influenced by adjacent fasteners or further edges</li>\n  <li><em>A</em><sub>c,Nb</sub> – actual projected area, limited by overlapping concrete break-out bodies of adjacent fasteners as well as by proximity of edges of the concrete member or the member thickness</li>\n  <li><em>A</em><sub>c,Nb</sub><sup>0</sup> = (4 <em>c</em><sub>1</sub>)<sup>2</sup> – reference projected area of a single fastener with an edge distance equal to <em>c</em><sub>1</sub></li>\n  <li>\\(\\psi_{s,Nb} = 0.7+0.3 \\frac{c_2}{2 c_1} \\le 1\\) – factor taking into account the disturbance of the distribution of stresses in the concrete due to the proximity of a corner of the concrete member</li>\n  <li>\\( \\psi_{g,Nb} = \\sqrt{n} + (1-\\sqrt{n}) \\frac{s_2}{4c_1} \\ge 1 \\) – factor taking into account group effect</li>\n  <li>\\(\\psi_{ec,Nb} = \\frac{1}{1+2 e_N / s_{cr,Nb}} \\le 1\\) – factor taking into account group effect, when different loads are acting on the individual fasteners of a group</li>\n  <li><em>k</em><sub>5</sub> – parameter related to the state of the concrete; for cracked concrete <em>k</em><sub>5</sub> = 8.7, for uncracked concrete <em>k</em><sub>5</sub> = 12.2</li>\n  <li><em>c</em><sub>1</sub> – edge distance of fastener in direction 1 towards the closest edge</li>\n  <li><em>c</em><sub>2</sub> – edge distance of fastener perpendicular to direction 1 that is the smallest edge distance in a narrow member with multiple edge distances</li>\n  <li><em>A</em><sub>h</sub> – area of the load-bearing head of the fastener; for circular washer plate \\(A_h = \\frac{\\pi}{4} \\left ( d_h^2 - d^2 \\right )\\), for rectangular washer plate \\(A_h = a_{wp}^2 - \\frac{\\pi}{4} d^2\\)</li>\n  <li><em>d</em> – anchor nominal diameter</li>\n  <li><em>d</em><sub>h</sub> – circular washer plate diameter</li>\n  <li><em>a</em><sub>wp</sub> – side size of squared washer plate</li>\n  <li><em>f</em><sub>ck</sub> – characteristic compressive cylinder strength of concrete</li>\n  <li><em>n</em> – number of fasteners in a row parallel to the edge of the concrete member</li>\n  <li><em>s</em><sub>2</sub> – spacing of fasteners in a group perpendicular to &nbsp;direction 1</li>\n  <li><em>s</em><sub>cr,Nb</sub> = 4 <em>c</em><sub>1</sub> – spacing that is required for a fastener to develop its characteristic tensile strength against blow-out failure</li>\n</ul>\n<h4>Anchor shear steel resistance (EN&nbsp;1993-1-8 – Cl.&nbsp;6.2.2)</h4>\n<p>Anchor shear steel resistance of <strong>cast-in anchors</strong> is determined according to EN 1993-1-8 – 6.2.2 (7) regardless of direct or mortar joint stand-off. The addition of friction is problematic in practice and is not assumed. The background for Eurocode calculation is the Stevin Laboratory model presented in <a href=\"https://heronjournal.nl/53-12/5.pdf\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">this paper</a>. Holes should be standard, not oversized and the grout strength and thickness should be according to Cl. 6.2.5 (7).</p>\n<p>\\[F_{vb,Rd} = \\min \\{F_{1vb,Rd}, F_{2vb,Rd} \\} \\]</p>\n<p>where:</p>\n<ul>\n  <li>\\(F_{1vb,Rd} = \\frac{\\alpha_v \\cdot f_{ub} \\cdot A}{\\gamma_{M2}}\\) – anchor shear resistance from Table 3.4\n    <ul>\n      <li><em>α</em><sub>v</sub> = 0.6 for grades 4.6, 5.6, 8.8 and 0.5 for grades 4.8, 5.8, 6.8, 10.9</li>\n      <li><em>f</em><sub>ub</sub> – ultimate tensile strength of the bolt</li>\n      <li><em>A </em>– tensile stress area of the bolt\n        <ul>\n          <li><em>A = A </em>for shear plane excluded from threads; <em>A </em>is gross cross-section area of the anchor</li>\n          <li><em>A = A</em><sub>s</sub> for shear plane intercepted by threads; <em>A</em><sub>s</sub> is tensile stress area of the bolt</li>\n        </ul>\n      </li>\n      <li><em>γ</em><sub>M2</sub> – safety factor (EN 1993-1-8 – Table 2.1; editable in Project Settings)</li>\n    </ul>\n  </li>\n  <li>\\(F_{2vb,Rd} = \\frac{\\alpha_b \\cdot f_{ub} \\cdot A_s}{\\gamma_{M2}}\\) – anchor shear resistance from Equation (6.2)\n    <ul>\n      <li>\\(\\alpha_b = 0.44 - 0.0003 f_{yb}\\) – coefficient depending on the yield strength the anchor bolt</li>\n      <li><em>f</em><sub>yb</sub> – anchor yield strength; 235 MPa \\(\\le f_{yb} \\le\\) 640 MPa</li>\n      <li><em>f</em><sub>ub</sub> – anchor tensile strength</li>\n      <li><em>A</em><sub>s</sub> – tensile stress area</li>\n    </ul>\n  </li>\n</ul>\n<h4>Anchor shear steel resistance (EN&nbsp;1992-4 – Cl.&nbsp;7.2.2.3)</h4>\n<p>Anchor shear steel resistance of <strong>post-installed fasteners</strong> is checked according to EN&nbsp;1992-4 – Cl.&nbsp;7.2.2.3. Friction is not taken into account. Shear with and without lever arm is recognized in dependence on base plate manufacturing operation settings.&nbsp;</p>\n<p>\\[V_{Rd,s} = \\frac{V_{Rk,s}}{\\gamma_{Ms}}\\]</p>\n<p>For stand-off: direct, the <strong>shear without lever arm</strong> is assumed (EN&nbsp;1992-4 – Cl.&nbsp;7.2.2.3.1):</p>\n<p><em>V</em><sub>Rk,s</sub> = <em>k</em><sub>6</sub> ∙ <em>A</em><sub>s</sub> ∙ <em>f</em><sub>uk</sub> – characteristic resistance of a single fastener in case of steel failure; or fasteners with a ratio <em>h</em><sub>ef</sub> / <em>d</em><sub>nom</sub> &lt; 5 and a concrete compressive strength class &lt; C20/25 the characteristic resistance <em>V</em><sub>Rk,s</sub> should be multiplied by a factor of 0.8.</p>\n<p>For stand-off: mortar joint, the <strong>shear with lever arm</strong> is assumed (EN&nbsp;1992-4 – Cl.&nbsp;7.2.2.3.2):</p>\n<p>\\[V_{Rk,s}= \\frac{\\alpha_M \\cdot M_{Rk,s}}{l_a}\\]</p>\n<p>where:</p>\n<ul>\n  <li><em>k</em><sub>6</sub> = 0.6 for anchors with fuk ≤ 500&nbsp;MPa; <em>k</em><sub>6</sub> = 0.5 otherwise</li>\n  <li><em>A</em><sub>s</sub> – shear area of anchor; &nbsp;if shear plane in a thread is selected, the area reduced by threads is used; otherwise, full shank area is used</li>\n  <li><em>f</em><sub>uk</sub>\t– anchor bolt ultimate strength</li>\n  <li><em>α</em><sub>M</sub>&nbsp;=&nbsp;2 – full restraint is assumed (EN&nbsp;1992-4 – Cl.&nbsp;6.2.2.3)</li>\n  <li>\\( M_{Rk,s} = M_{Rk,s}^0 \\left ( 1 - \\frac{N_{Ed}}{N_{Rd,s}} \\right ) \\) – characteristic bending resistance of the anchor decreased by the tensile force in the anchor</li>\n  <li><em>M</em><sub>Rk,s</sub><sup>0</sup>&nbsp;=&nbsp;1.2 <em>W</em><sub>el</sub> <em>f</em><sub>ub </sub>– characteristic bending resistance of the anchor (ETAG&nbsp;001, Annex C – Equation (5.5b))\t</li>\n  <li>\\( W_{el} = \\frac{\\pi d^3}{32}\\) – section modulus of the anchor</li>\n  <li><em>d</em> – anchor bolt diameter; if the shear plane in a thread is selected, the diameter reduced by threads is used; otherwise, nominal diameter, <em>d</em><sub>nom</sub>, is used</li>\n  <li><em>N</em><sub>Ed</sub> – tensile force in the anchor</li>\n  <li><em>N</em><sub>Rd,s</sub> – tensile resistance of the anchor</li>\n  <li><em>l</em><sub>a</sub>&nbsp;=&nbsp;0.5 <em>d</em><sub>nom</sub> + <em>t</em><sub>mortar</sub>&nbsp;+&nbsp;0.5&nbsp;<em>t</em><sub>bp</sub> – lever arm</li>\n  <li><em>t</em><sub>mortar</sub> – thickness of mortar (grout)</li>\n  <li><em>t</em><sub>bp</sub> – thickness of the base plate</li>\n  <li><em>γ</em><sub>Ms</sub> = 1.0 ∙ <em>f</em><sub>uk</sub> / <em>f</em><sub>yk</sub> ≥ 1.25 for <em>f</em><sub>uk</sub> ≤ 800&nbsp;MPa and <em>f</em><sub>yk</sub> / <em>f</em><sub>uk</sub> ≤ 0.8; <em>γ</em><sub>Ms </sub>= 1.5 otherwise – partial safety factor for steel failure (EN&nbsp;1992-4 – Table 4.1)</li>\n</ul>\n<h4>Concrete pry-out failure (EN&nbsp;1992-4 – Cl.&nbsp;7.2.2.4):</h4>\n<p>\\[ V_{Rd,cp}= \\frac{V_{Rk,cp}}{\\gamma_{Mc}} \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>V</em><sub>Rk,cp</sub> = <em>k</em><sub>8</sub> ∙ <em>N</em><sub>Rk,c</sub> – characteristic resistance of concrete pry-out failure</li>\n  <li><em>k</em><sub>8</sub>&nbsp;= 1 for <em>h</em><sub>ef</sub>&nbsp;&lt; 60 mm; <em>k</em><sub>8</sub>&nbsp;= 2 for <em>h</em><sub>ef</sub>&nbsp;≥ 60 mm (ETAG&nbsp;001, Annex C – Cl.&nbsp;5.2.3.3)</li>\n  <li><em>N</em><sub>Rk,c</sub> – characteristic resistance of a fastener, a group of fasteners, and the tensioned fasteners of a group of fasteners in case of concrete cone failure; all anchors are assumed to be in tension</li>\n  <li><em>γ</em><sub>Mc</sub>&nbsp;=&nbsp;<em>γ</em><sub>c</sub> – partial safety factor (EN&nbsp;1992-4 – Table&nbsp;4.1, <em>γ</em><sub>inst</sub>&nbsp;= 1.0 for shear loading)</li>\n  <li><em>γ</em><sub>c</sub> – partial safety factor for concrete (editable in Code setup)</li>\n</ul>\n<h4>Concrete edge failure (EN&nbsp;1992-4 – Cl.&nbsp;7.2.2.5):</h4>\n<p>Concrete edge failure is a brittle failure, and the worst possible case is checked, i.e. only the anchors located near the edge transfer the full shear load acting on a whole base plate. If anchors are positioned in a rectangular pattern, the row of anchors at the investigated edge transfers the shear load. If anchors are positioned irregularly, the two anchors nearest to the investigated edge transfer the shear load. Two edges in the direction of the shear load are investigated, and the worst case is shown in the results.</p>\n<figure data-asset-id=\"b5679c7f-4b3f-4112-8102-4901eafcd71f\" data-image-id=\"b5679c7f-4b3f-4112-8102-4901eafcd71f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a474081e-7cf0-4c58-a894-ab1f9acf233d/Concrete_edge.png\" data-asset-id=\"b5679c7f-4b3f-4112-8102-4901eafcd71f\" data-image-id=\"b5679c7f-4b3f-4112-8102-4901eafcd71f\" alt=\"\"></figure>\n<p><em>Investigated edges in dependence on the direction of the shear force resultant</em></p>\n<p>\\[ V_{Rd,c} = \\frac{V_{Rk,c}}{\\gamma_{Mc}} \\]</p>\n<p>where:</p>\n<ul>\n  <li>\\( V_{Rk,c}= V_{Rk,c}^0 \\cdot \\frac{A_{c,V}}{A_{c,V}^0} \\cdot \\psi_{s,V} \\cdot \\psi_{h,V} \\cdot \\psi_{ec,V} \\cdot \\psi_{\\alpha,V} \\cdot \\psi_{re,V} \\) – characteristic resistance of a fastener or a group of fasteners loaded towards the edge</li>\n  <li>\\( V_{Rk,c}^0 = k_9 \\cdot d_{nom}^\\alpha \\cdot l_f^\\beta \\cdot f_{ck}^{0.5} \\cdot c_1^{1.5}\\) – initial value of the characteristic resistance of a fastener loaded perpendicular to the edge</li>\n  <li><em>k</em><sub>9</sub> – factor taking into account concrete condition; <em>k</em><sub>9</sub> = 1.7 for cracked concrete, <em>k</em><sub>9</sub> = 2.4 for non-cracked concrete</li>\n  <li>\\( \\alpha = 0.1 \\left ( \\frac{l_f}{c_1} \\right ) ^{0.5} \\)</li>\n  <li>\\( \\beta = 0.1 \\left ( \\frac{d_{nom}}{c_1} \\right ) ^{0.2} \\)</li>\n  <li><em>l</em><sub>f</sub>&nbsp;=&nbsp;min&nbsp;(<em>h</em><sub>ef</sub>, 12 <em>d</em><sub>nom</sub>) for <em>d</em><sub>nom</sub> ≤ 24&nbsp;mm; <em>l</em><sub>f</sub>&nbsp;=&nbsp;min&nbsp;[<em>h</em><sub>ef</sub>, max (8 <em>d</em><sub>nom</sub>, 300&nbsp;mm)] for <em>d</em><sub>nom</sub> &gt; 24&nbsp;mm – effective length of the anchor in shear</li>\n  <li><em>h</em><sub>ef</sub> – embedment depth of the anchor in concrete</li>\n  <li><em>c</em><sub>1</sub> – distance from the anchor to the investigated edge; for fastenings in a narrow, thin member, the effective distance \\( c'_1=\\max \\left \\{ \\frac{c_{2,max}}{1.5}, \\, \\frac{h}{1.5}, \\, \\frac{s_{2,max}}{3} \\right \\} \\) is used instead</li>\n  <li><em>c</em><sub>2</sub> – smaller distance to the concrete edge perpendicular to the distance <em>c</em><sub>1</sub></li>\n  <li><em>d</em><sub>nom</sub> – nominal anchor diameter</li>\n  <li><em>A</em><sub>c,V</sub><sup>0</sup> = 4.5 <em>c</em><sub>1</sub><sup>2</sup> – area of a concrete cone of an individual anchor at the lateral concrete surface not affected by edges</li>\n  <li><em>A</em><sub>c,V</sub> – actual area of the concrete cone of the anchorage at the lateral concrete surface&nbsp;</li>\n  <li>\\(\\psi_{s,V} = 0.7+0.3 \\frac{c_2}{1.5 c_1} \\le 1.0 \\) – factor which takes account of the disturbance of the distribution of stresses in the concrete due to further edges of the concrete member on the shear resistance</li>\n  <li>\\( \\psi_{h,V} = \\left ( \\frac{1.5 c_1}{h} \\right ) ^ {0.5} \\ge 1.0 \\) – factor which takes account of the fact that the shear resistance does not decrease proportionally to the member thickness as assumed by the ratio <em>A</em><sub>c,V</sub> / <em>A</em><sub>c,V</sub><sup>0</sup></li>\n  <li>\\( \\psi_{ec,V} = \\frac{1}{1+2 e_V / (3c_1)} \\le 1 \\) – factor which takes account of a group effect when different shear loads are acting on the individual anchors of a group</li>\n  <li>\\( \\psi_{\\alpha,V} = \\sqrt{\\frac{1}{(\\cos \\alpha_V)^2 + (0.5 \\sin \\alpha_V)^2}} \\ge 1 \\) – takes account of the angle <em>α</em><sub>V</sub> between the load applied, <em>V</em>, and the direction perpendicular to the free edge of the concrete member</li>\n  <li><em>ψ</em><sub>re,V</sub>&nbsp;=&nbsp;1.0 – factor takes account of the effect of the type of reinforcement used in cracked concrete</li>\n  <li><em>h</em> – concrete block height</li>\n  <li><em>γ</em><sub>Mc</sub>&nbsp;=&nbsp;<em>γ</em><sub>c</sub> – partial safety factor (EN&nbsp;1992-4 – Table&nbsp;4.1, <em>γ</em><sub>inst</sub>&nbsp;= 1.0 for shear loading)</li>\n  <li><em>γ</em><sub>c</sub> – partial safety factor for concrete (editable in Code setup)</li>\n</ul>\n<h4>Interaction of tension and shear in steel (EN 1993-1-8 – Table 3.4)</h4>\n<p>The interaction of tension and shear for <strong>cast-in anchors</strong> is not necessary because it is implicitly included in the anchor shear check.</p>\n<p><a href=\"https://www.staalsupport.nl/zoeken-detail.asp?pag=499\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">Explanation at Steel support from the Netherlands:</a></p>\n<p><em>For checking of normal bolts, Table 3.4 of EN 1993-1-8 includes a formula for the interaction of normal force and shear force. However, this formula only applies to bolts in a normal (steel-steel) connection and not to anchors in a column base plate connection. When checking the shear resistance of the anchor, a tensile force in the bolt equal to the resistance to yielding was already taken into account; see Eq. 6.2 of Cl. 6.2.2 (7) of EN 1993-1-8. The actual tensile stress that occurs in the anchor is therefore not relevant. This calculation method is based on tests carried out at the TU Delft. These calculation rules from the Eurocode are identical to the calculation rules from the TGB series. The explanation of the calculation rule is included in NEN 6772 but not in EN 1993-1-8. For column base plate connections, it is therefore sufficient to only carry out the separate checks for tension and shear.</em></p>\n<h4>Interaction of tension and shear in steel (EN 1992-4 – Table 7.3)</h4>\n<p>The interaction of tension and shear for <strong>post-installed fasteners</strong> is determined separately for steel and concrete failure modes according to Table 7.3. Interaction in steel is checked according to Equation (7.54). The interaction in steel is checked for each anchor separately.</p>\n<p>\\[ \\left ( \\frac{N_{Ed}}{N_{Rd,s}} \\right )^2 + \\left ( \\frac{V_{Ed}}{V_{Rd,s}} \\right )^2 \\le 1.0 \\]</p>\n<h4>Interaction of tension and shear in concrete</h4>\n<p>&nbsp;Interaction in concrete is checked according to Equation (7.55).</p>\n<p>\\[ \\left ( \\frac{N_{Ed}}{N_{Rd,i}} \\right )^{1.5} + \\left ( \\frac{V_{Ed}}{V_{Rd,i}} \\right )^{1.5} \\le 1.0 \\]</p>\n<p>The largest value of \\(N_{Ed} / N_{Rd,i} \\) and \\(V_{Ed} / V_{Rd,i} \\) for the different failure modes shall be taken. Note that values of \\(N_{Ed}\\) and \\(N_{Rd,i}\\) often belong to a group of anchors.</p>\n<h3>Anchors with stand-off</h3>\n<p>An anchor with stand-off is designed as a bar element loaded by shear force, bending moment, and compressive or tensile force. These internal forces are determined by the finite element model. The anchor is fixed on both sides, one side is 0.5×<em>d</em> below the concrete level, and the other side is in the middle of the thickness of the plate. The buckling length is conservatively assumed as twice the length of the bar element. Plastic section modulus is used. The bar element is designed according to EN 1993-1-1. The shear force may decrease the yield strength of the steel according to Cl. 6.2.8 but the minimum length of the anchor to fit the nut under the base plate ensures that the anchor fails in bending before the shear force reaches half the shear resistance. The reduction is therefore not necessary. The interaction of bending moment and compressive or tensile strength is assessed according to Cl. 6.2.1.</p>\n<h4>Shear resistance (EN 1993-1-1 Cl. 6.2.6):</h4>\n<p>\\[ V_{pl,Rd} = \\frac{A_V f_y / \\sqrt{3}}{\\gamma_{M2}} \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>A</em><sub>V</sub> = 0.844 <em>A</em><sub>s</sub> – shear area</li>\n  <li><em>A</em><sub>s</sub> – bolt area reduced by threads</li>\n  <li><em>f</em><sub>y</sub> – bolt yield strength</li>\n  <li><em>γ</em><sub>M2</sub> – partial safety factor</li>\n</ul>\n<h4>Tensile resistance (EN 1993-1-8 – Cl. 3.6.1):</h4>\n<p>\\[ F_{t,Rd}=\\frac{c k_2 f_{ub} A_s}{\\gamma_{M2}} \\ge F_t \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>c</em> – decrease in tensile resistance of bolts with cut thread according to EN 1993-1-8 – Cl. 3.6.1. (3) editable in Code setup</li>\n  <li><em>k</em><sub>2</sub>&nbsp;=&nbsp;0.9 – factor from Table 3.4 in EN 1993-1-8</li>\n  <li><em>f</em><sub>ub</sub> – anchor bolt ultimate strength</li>\n  <li><em>A</em><sub>s</sub> – anchor bolt tensile stress area</li>\n  <li><em>γ</em><sub>M2</sub> – safety factor (EN 1993-1-8 – Table 2.1; editable in Code setup)</li>\n</ul>\n<h4>Compressive resistance (EN 1993-1-1 Cl. 6.3):</h4>\n<p>\\[ F_{c,Rd} = \\frac{\\chi A_s f_y}{\\gamma_{M2}} \\]</p>\n<p>where:</p>\n<ul>\n  <li>\\( \\chi = \\frac{1}{\\Phi + \\sqrt{\\Phi^2 - \\bar\\lambda^2}} \\le 1 \\) – buckling reduction factor</li>\n  <li>\\( \\Phi = 0.5 \\left [1+ \\alpha (\\bar\\lambda - 0.2) + \\bar\\lambda^2 \\right ] \\) – value to determine buckling reduction factor <em>χ</em></li>\n  <li><em>α</em> = 0.49 – imperfection factor for buckling curve c (belonging to the full circle)</li>\n  <li>\\( \\bar\\lambda = \\sqrt{\\frac{A_s f_y}{N_{cr}}} \\) – relative slenderness</li>\n  <li>\\( N_{cr} = \\frac{\\pi^2 E I}{L_{cr}^2} \\) – Euler's critical force</li>\n  <li>\\( I = \\frac{\\pi d_s^4}{64} \\) – moment of inertia of the bolt</li>\n  <li><em>L</em><sub>cr</sub> = 2 <em>l</em> – buckling length; it is assumed on the safe side that the bolt is fixed in the concrete and able to rotate at the base plate freely</li>\n  <li><em>l</em> – length of the bolt element equal to half the base plate thickness + gap + half the bolt diameter; it is assumed on the safe side that the washer and a nut are not clamped to the concrete surface (ETAG&nbsp;001 – Annex&nbsp;C –&nbsp;Cl. 4.2.2.4)</li>\n</ul>\n<h4>Bending resistance (EN 1993-1-1 Cl. 6.2.5):</h4>\n<p>\\[ M_{pl,Rd} = \\frac{W_{pl} f_y}{\\gamma_{M2}} \\]</p>\n<ul>\n  <li>\\( W_{pl}= \\frac{d_s^3}{6} \\) – section modulus of the bolt</li>\n  <li><em>f</em><sub>y</sub> – bolt yield strength</li>\n  <li><em>γ</em><sub>M2</sub> – partial safety factor</li>\n</ul>\n<h4>Anchor steel utilization (EN&nbsp;1993-1-1 Cl.&nbsp;6.2.1)</h4>\n<p>\\[ \\frac{N_{Ed}}{N_{Rd}} + \\frac{M_{Ed}}{M_{Rd}} \\le 1 \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>N</em><sub>Ed</sub> – tensile (positive) or compressive (negative sign) design force</li>\n  <li><em>N</em><sub>Rd</sub> – tensile (positive, <em>F</em><sub>t,Rd</sub>) or compressive (negative sign, <em>F</em><sub>c,Rd</sub>) design resistance</li>\n  <li><em>M</em><sub>Ed</sub> – design bending moment</li>\n  <li><em>M</em><sub>Rd</sub>&nbsp;=&nbsp;<em>M</em><sub>pl,Rd</sub> – design bending resistance</li>\n</ul>\n<h3>Detailing</h3>\n<p>A detailing check of anchors is performed if the option is selected in the Code setup. Only minimum spacing between anchors (measured centreline to centreline) is checked. The minimum spacing differs for each anchor type and is&nbsp;given in the European Technical Product Specification. Users can modify limit spacing value in the Code setup as a multiple of anchor bolt diameter.</p>\n<p>Edge distances to steel plates follow the rules for bolts, i.e. <em>e</em> = 1.2 is recommended in Table 3.3 in EN 1993-1-8. User can modify this value in Code setup.</p>"
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                                                                                                                                    "value": "<h3>Bolts</h3>\n<p>The initial stiffness and design resistance of bolts in shear are in <a data-item-id=\"06158daa-1491-4e83-ac34-4964bd5a3c63\" href=\"\">CBFEM</a> modeled according to Cl.&nbsp;3.6 and 6.3.2 in EN 1993-1-8. The spring representing bearing and tension has a bi-linear force-deformation behavior with an initial stiffness and design resistance according to Cl. 3.6 and 6.3.2 in EN 1993-1-8.</p>\n<p>Design tension resistance of bolt (EN 1993-1-8 – Table 3.4):</p>\n<p>\\[ F_{t,Rd}=0.9 f_{ub} A_s / \\gamma_{M2} \\]</p>\n<p>Design punching shear resistance of bolt head or nut (EN 1993-1-8 – Table 3.4):</p>\n<p>\\[ B_{p,Rd} = 0.6 \\pi d_m t_p f_u / \\gamma_{M2} \\]</p>\n<p>Design shear resistance per one shear plane (EN 1993-1-8 – Table 3.4):</p>\n<p>\\[ F_{v,Rd} = \\alpha_v f_{ub} A_s / \\gamma_{M2} \\]</p>\n<p>Design shear resistance can be multiplied by reduction factor <em>β</em><sub>p</sub> if packing is present (EN 1993-1-8 – Cl. 3.6.1. (12)), and this option is selected in Code setup.</p>\n<p>Design bearing resistance of plate (EN 1993-1-8 – Table 3.4):</p>\n<p>\\( F_{b,Rd} = k_1 \\alpha_b f_u d t / \\gamma_{M2} \\) &nbsp;&nbsp;&nbsp;for standard holes</p>\n<p>\\( F_{b,Rd} = 0.6 k_1 \\alpha_b f_u d t / \\gamma_{M2} \\) &nbsp;&nbsp;&nbsp;for slotted holes</p>\n<p>Utilization in tension [%]:</p>\n<p>\\[ Ut_t = \\frac{F_{t,Ed}}{\\min (F_{t,Rd},\\, B_{p,Rd})} \\]</p>\n<p>Utilization in shear [%]:</p>\n<p>\\[ Ut_s = \\frac{F_{v,Ed}}{\\min (F_{v,Rd},\\, F_{b,Rd})} \\]</p>\n<p>Interaction in shear and tension [%]:</p>\n<p>\\[ Ut_{ts}=\\frac{F_{v,Ed}}{F_{v,Rd}}+\\frac{F_{t,Ed}}{1.4 F_{t,Rd}} \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>A</em><sub>s</sub> – tensile stress area of the bolt</li>\n  <li><em>f</em><sub>ub</sub> – ultimate tensile strength of the bolt</li>\n  <li><em>d</em><sub>m</sub> – mean of the across points and across flats dimensions of the bolt head or the nut, whichever is smaller</li>\n  <li><em>d</em> – bolt diameter</li>\n  <li><em>t</em><sub>p</sub> – plate thickness under the bolt head/nut</li>\n  <li><em>f</em><sub>u</sub> – ultimate steel strength</li>\n  <li><em>α</em><sub>v</sub> = 0.6 for grades 4.6, 5.6, 8.8 and 0.5 for grades 4.8, 5.8, 6.8, 10.9</li>\n  <li>\\( k_1 = \\min \\left \\{2.8 \\frac{e_2}{d_0}-1.7, \\, 1.4 \\frac{p_2}{d_0}-1.7, \\, 2.5 \\right \\} \\) – factor from Table 3.4</li>\n  <li>\\(\\alpha_b = 1.0\\) if the bearing check with \\(\\alpha_b\\) is deactivated in Code setup; if the check is activated, the value of <em>α</em><sub>b</sub> is determined according to EN 1993-1-8 – Table 3.4: \\( \\alpha_b = \\min \\left \\{ \\alpha_d, \\, \\frac{f_{ub}}{f_u}, \\, 1.0 \\right \\} \\)</li>\n  <li>\\(\\alpha_d = \\min \\left \\{ \\frac{e_1}{3 d_0}, \\, \\frac{p_1}{3 d_0}-\\frac{1}{4} \\right \\} \\)</li>\n  <li><em>e</em><sub>1</sub>, <em>e</em><sub>2</sub> – edge distances in the direction of the load and perpendicular to the load</li>\n  <li><em>p</em><sub>1</sub>, <em>p</em><sub>2</sub> – bolt pitches in the direction of the load and perpendicular to the load</li>\n  <li><em>F</em><sub>t,Ed</sub> – design tensile force in bolt</li>\n  <li><em>F</em><sub>v,Ed</sub> – design shear force in bolt</li>\n  <li><em>γ</em><sub>M2</sub> – safety factor (EN 1993-1-8 – Table 2.1; editable in Code setup)</li>\n</ul>\n<figure data-asset-id=\"de7215de-898d-4c3b-bd97-fa57ff69311e\" data-image-id=\"de7215de-898d-4c3b-bd97-fa57ff69311e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a7118264-bc51-467c-af9b-09b310aea86a/Bolt_check.png\" data-asset-id=\"de7215de-898d-4c3b-bd97-fa57ff69311e\" data-image-id=\"de7215de-898d-4c3b-bd97-fa57ff69311e\" alt=\"\"></figure>\n<p>Edge distances used for bolt bearing resistance must be relevant for general plate geometries, plates with openings, cutouts, etc.</p>\n<p>The algorithm reads the real direction of the resulting shear force vector in a given bolt and then calculates the distances needed for the bearing check.</p>\n<p>The end (<em>e</em><sub>1</sub>) and edge (<em>e</em><sub>2</sub>) distances are determined by dividing the plate contour into three segments. The \"end segment\" is indicated by a 60° range in the direction of the force vector. The \"edge segments\" are defined by two 65° ranges perpendicular to the force vector. The shortest distance between a bolt and an edge in the relevant segment is then taken as an end, or edge distance.</p>\n<p>The algorithm evaluates all plates connected by the bolt—the connecting plates (e.g., a splice plate), the member plates (e.g., a top flange), and the shortest distance is used.</p>\n<figure data-asset-id=\"206cf95d-3010-4d11-ab8a-aceb3f62bdc6\" data-image-id=\"206cf95d-3010-4d11-ab8a-aceb3f62bdc6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c166c28a-3f8f-4d50-99ba-857ed9b01e6c/Bolt%20bearing%20distances%201.png\" data-asset-id=\"206cf95d-3010-4d11-ab8a-aceb3f62bdc6\" data-image-id=\"206cf95d-3010-4d11-ab8a-aceb3f62bdc6\" alt=\"Bolt bearing distances (EN)\"></figure>\n<p>The spacing distances between bolt holes (p1; p2) are determined by virtually enlarging the surrounding bolt holes by half their diameter, then drawing two lines in the direction and perpendicular to the shear force vector. When these lines intersect with virtually enlarged bolt holes, then the distances to these bolts are considered as <em>p</em><sub>1</sub> and <em>p</em><sub>2</sub> in the calculation.</p>\n<p>If the lines don't intersect with the visually closest bolt (even though the line misses the bolt closely), this bolt is neglected. If the lines don't intersect with any bolt, an infinite value is used.</p>\n<figure data-asset-id=\"15a106be-af4c-4966-ac50-a889863e1a5c\" data-image-id=\"15a106be-af4c-4966-ac50-a889863e1a5c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b8152921-f220-412f-81de-8c8c83d7e2c2/Bolt%20bearing%20distances%202.png\" data-asset-id=\"15a106be-af4c-4966-ac50-a889863e1a5c\" data-image-id=\"15a106be-af4c-4966-ac50-a889863e1a5c\" alt=\"Bolt bearing distances (EN)\"></figure>\n<h4>Bolts connecting thin-walled plates</h4>\n<p>Bolts connecting plates thinner than 3 mm, the provisions of EN 1993-1-3, Table 8.4 are used instead.&nbsp;</p>\n<p><strong>Bearing resistance:</strong></p>\n<p>\\[F_{b,Rd}=2.5\\cdot \\alpha_b \\cdot k_t \\cdot f_u \\cdot d \\cdot t /\\gamma_{M2}\\]</p>\n<p>where:</p>\n<ul>\n  <li>\\( \\alpha_b=\\min \\left \\{ 1.0, e_1/(3d) \\right \\} \\)</li>\n  <li>\\(k_t = (0.8 t+1.5)/2.5 \\) for 0.75 mm \\(\\le t \\le\\) 1.25 mm; \\( k_t=1.0 \\) for \\(t&gt;1.25\\) mm</li>\n  <li>\\(f_u\\) – ultimate strength of the connected plate</li>\n  <li>\\(d\\) – bolt diameter</li>\n  <li>\\(t\\) – thickness of the connected plate</li>\n  <li>\\(\\gamma_{M2}\\) – partial safety factor for connections editable in Code setup; by default \\(\\gamma_{M2}=1.25\\)</li>\n</ul>\n<p>Shear resistance, tension resistance, interaction of tension and shear, and punching shear resistance are determined according to EN 1993-1-8 – the same way as bolts connecting plates with a thickness higher than 3 mm.</p>\n<p><strong>Range of validity:</strong></p>\n<p>\\[e_1 \\ge 1.0 d_0 \\]</p>\n<p>\\[p_1 \\ge 3 d_0 \\]</p>\n<p>\\[e_2 \\ge 1.5 d_0 \\]</p>\n<p>\\[p_2 \\ge 3 d_0 \\]</p>\n<p>\\[ f_u \\le 550 \\textrm{ MPa} \\]</p>\n<p>\\[3 \\textrm{ mm} &gt; t \\ge 0.75 \\textrm{ mm} \\]</p>\n<p>Minimum bolt size: M6 – checked as \\(d \\ge 6\\) mm</p>\n<p>Bolt strength grades: 4.6 – 10.9 – checked as \\(f_u \\le 1000\\) MPa</p>\n<p>The bolts will be marked as failing if they are outside the range of validity.</p>\n<h3>Preloaded bolts</h3>\n<p>Design slip resistance per bolt grade 8.8 or 10.9 (EN 1993-1-8, Cl. 3.9 – Equation 3.8):</p>\n<p>\\[ F_{s,Rd} =\\frac{k_s n \\mu (F_{p,C} - 0.8 F_{t,Ed})}{\\gamma_{M3}} \\]</p>\n<p>The preload (EN 1993-1-8 – Equation 3.7)</p>\n<p><em>F</em><sub>p,C</sub> = 0.7 <em>f</em><sub>ub</sub> <em>A</em><sub>s</sub></p>\n<p>The preloading force factor 0.7 can be modified in Code setup.</p>\n<p>Utilization [%]:</p>\n<p>\\[ Ut_s = \\frac{V}{F_{s,Rd}} \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>A</em><sub>s</sub> – tensile stress area of the bolt</li>\n  <li><em>f</em><sub>ub</sub> – ultimate tensile strength</li>\n  <li><em>k</em><sub>s</sub> – a coefficient (EN 1993-1-8 – Table 3.6; <em>k</em><sub>s</sub>&nbsp;=&nbsp;1 for normal round holes, <em>k</em><sub>s</sub>&nbsp;=&nbsp;0.63 for slotted holes)</li>\n  <li><em>μ</em> – slip factor editable in Code setup (EN 1993-1-8 – Table 3.7)</li>\n  <li><em>n</em> – number of the friction surfaces. Check is calculated for each friction surface separately</li>\n  <li><em>γ</em><sub>M3</sub> – safety factor (EN 1993-1-8 – Table 2.1; editable in Code setup – recommended values are 1.25 for ultimate limit state and 1.1 for serviceability limit state design)</li>\n  <li><em>V</em> – design shear force in bolt</li>\n  <li><em>F</em><sub>t,Ed</sub> – design tensile force in bolt</li>\n</ul>\n<p>If slip of preloaded bolts is checked for serviceability limit state, they should be afterward switched to \"bearing – tension/shear interaction\" and checked for the ultimate limit state.</p>\n<h3>Fire design</h3>\n<p>Preloaded bolts are assumed to slip, so that the checks of bearing bolts and preloaded bolts are the same.</p>\n<p>Checks at fire and at ambient temperature are both performed and the minimum is selected as a design load resistance.</p>\n<p>At elevated temperature, bolts are checked according to EN 1993-1-2, Annex D. Note that the area reduced by threads is always used in shear check according to D1.1.1. &nbsp;</p>\n<h3>Detailing</h3>\n<p>Detailing checks of bolts are performed if the option is selected in Code setup. Dimensions from bolt center to plate edges and between bolts are checked. Edge distance <em>e</em> = 1.2 and spacing between bolts <em>p</em> = 2.2 are recommended in Table 3.3 in EN 1993-1-8. User can modify both values in Code setup.</p>\n<p>Minimum plate thickness of plates connected by bolts is checked. Plate thickness must be higher than 0.75 mm according to EN 1993-1-3 – Table 8.4.</p>\n<p>Information is issued if ductility and rotation capacity requirements for bolted connection in tension according to EN 1993-1-8 – 6.4.2 are not met. If bolt is loaded predominantly in tension, the thinner connected plate should satisfy:</p>\n<p>\\[t \\le 0,36d \\sqrt{\\frac{f_{ub}}{f_y}}\\]</p>\n<p><br></p>\n<p>The default sizes of bolt assemblies are according to&nbsp;EN ISO 4014 – Hexagon bolt heads, EN ISO 4032 – Hexagon regular nuts, and EN ISO 7089 – Plain washers – Normal series – Product grade A.&nbsp;</p>"
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                                                                                                                                            "value": "<p>Fillet welds are checked according to EN 1993-1-8. The strength of butt welds is assumed the same as the base metal and is not checked.</p>\n<h4>Fillet welds</h4>\n<p><strong>Design resistance</strong></p>\n<p>The plastic redistribution in welds is used to automatically avoid the stress singularities in weld elements to redistribute the stress further along the weld length. The strength of the weld approximately matches the hand calculation, and the stress is correctly distributed for complicated issues like welding to an unstiffened flange (EN 1993-1-8 – Cl. 4.10). The stress in the throat section of a fillet weld is determined according to EN 1993-1-8 Cl. 4.5.3. Stresses are calculated from the stresses in weld element. Bending moment around the longitudinal weld axis is not taken into account.</p>\n<p>\\[ \\sigma_{w,Ed}=\\sqrt{\\sigma_{\\perp}^2 + 3 \\left ( \\tau_{\\perp}^2 + \\tau_{\\parallel}^2 \\right )} \\]</p>\n<p>\\[ \\sigma_{w,Rd} = \\frac{f_u}{\\beta_w \\gamma_{M2}} \\]</p>\n<p><strong>Weld utilization</strong></p>\n<p>\\[ U_t = \\min \\left\\{ \\frac{\\sigma_{{w,Ed}}}{\\sigma_{w,Rd}}, \\frac{\\sigma_{\\perp}}{0.9 f_u / {\\gamma_{M2}}} \\right\\} \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>σ</em><sub>w,Ed</sub> – equivalent stress in the weld</li>\n  <li><em>σ</em><sub>w,Rd</sub> – weld resistance</li>\n  <li><em>β</em><sub>w</sub> – correlation factor (EN 1993-1-8 – Table 4.1)</li>\n  <li><em>f</em><sub>u</sub> – ultimate strength, chosen as the lower of the two connected base materials or according to material chosen by user</li>\n  <li><em>γ</em><sub>M2</sub> – safety factor (EN 1993-1-8 – Table 2.1; editable in Code setup)</li>\n  <li><em>σ</em><sub>┴</sub>, <em>τ</em><sub>┴</sub>, <em>τ</em><sub>‖</sub> – stresses in <a data-item-id=\"de840e15-4e8e-4a27-8715-b8f27e643682\" href=\"\">weld</a> according to the figure below:</li>\n</ul>\n<figure data-asset-id=\"6e157615-f2aa-4114-a7f9-b88331f68286\" data-image-id=\"6e157615-f2aa-4114-a7f9-b88331f68286\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a0f463d1-7875-431b-81ee-82ea9151b974/stress_in_weld.png\" data-asset-id=\"6e157615-f2aa-4114-a7f9-b88331f68286\" data-image-id=\"6e157615-f2aa-4114-a7f9-b88331f68286\" alt=\"\"></figure>\n<p>All values required for check are printed in tables. Ut is the utilization of the most stressed element. Since plastic redistribution of stress in weld is used, it is the decisive utilization. Utc provides information about utilization along the weld length. It is the ratio of actual stress at all elements of the weld to the design resistance of the stress of the whole length of the weld.</p>\n<figure data-asset-id=\"238ab2f2-3a91-486a-b1f2-d2e19bb18fcb\" data-image-id=\"238ab2f2-3a91-486a-b1f2-d2e19bb18fcb\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/53d4c74c-84e9-4757-a2f1-3c73134c8f79/weld_check.PNG\" data-asset-id=\"238ab2f2-3a91-486a-b1f2-d2e19bb18fcb\" data-image-id=\"238ab2f2-3a91-486a-b1f2-d2e19bb18fcb\" alt=\"\"></figure>\n<p>The equivalent stress in the weld diagram shows the following stress:</p>\n<p>\\[ \\sigma = \\max \\left \\{ \\frac{\\sigma_{\\perp}}{0.9 \\beta_w}, \\, \\sqrt{\\sigma_{\\perp}^2 + 3 \\tau_{\\perp}^2 + 3 \\tau_{\\parallel}^2} &nbsp;\\right \\} \\]</p>\n<h4>Butt welds</h4>\n<p>Welds can be specified as butt welds. Complete joint penetration is considered for butt welds, and therefore such welds are not checked.</p>\n<h4>Detailing</h4>\n<p>Minimum plate thickness of welded connections are checked according to EN 1993-1-8 – 4.1(1):</p>\n<ul>\n  <li>For hollow steel section, the plate thickness should be at least 2.5 mm</li>\n  <li>For other plates, the plate thickness should be at least 4 mm</li>\n</ul>\n<p>Maximum weld throat thickness of fillet welds is checked for parallel plates. An error is issued, such weld is not feasible due to geometric constraints.</p>\n<figure data-asset-id=\"663c1e5c-2d8a-4eb6-abf1-0b6d93990c09\" data-image-id=\"663c1e5c-2d8a-4eb6-abf1-0b6d93990c09\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4e62040c-bab9-470a-9e39-07fd52f012f8/Weld_Detailing_EC.png\" data-asset-id=\"663c1e5c-2d8a-4eb6-abf1-0b6d93990c09\" data-image-id=\"663c1e5c-2d8a-4eb6-abf1-0b6d93990c09\" alt=\"\"></figure>\n<p>Minimum weld throat thickness of fillet welds should be at least 3 mm according to EN 1993-1-8 – 4.5.2(2). An error is issued when this requirement is not satisfied.</p>\n<p>A warning is issued when weld throat thickness is smaller than the requirement in DIN EN 1993-1-8 – NA to 4.5.2:</p>\n<p>\\[a \\le \\sqrt{t_{max}}-0.5\\]</p>\n<p>where:</p>\n<ul>\n  <li>\\(a\\) – weld throat thickness</li>\n  <li>\\(t_{max}\\) – thickness of the thicker connected plate&nbsp;</li>\n  <li>units must be in [mm]</li>\n</ul>\n<p>Infomation is issued when weld throat thickness is smaller than the requirement for minimum ductility of welded joints in FprEN 1993-1-8:2023 – 6.9(4). This requirement is checked for double-sided fillet welds by:</p>\n<p>\\[a/t=\\frac{\\beta_w\\gamma_{M2} f_y}{\\sqrt{2} f_u \\gamma_{M0} } \\cdot \\min \\left \\{1.0, 1.1\\frac{f_y}{f_u} \\right \\}\\]</p>\n<p>where:</p>\n<ul>\n  <li>\\(a\\) – weld throat thickness</li>\n  <li>\\(t\\) – thickness of the plate&nbsp;connected by edge</li>\n  <li>\\(\\beta_w\\) – weld correlation factor&nbsp;</li>\n  <li>\\(\\gamma_{M2}\\) – safety factor for bolts and welds; editable in Code setup</li>\n  <li>\\(f_y\\) – plate yield strength</li>\n  <li>\\(f_u\\) – weld ultimate strength</li>\n  <li>\\(\\gamma_{M0}\\) – safety factor for plates; editable in Code setup</li>\n</ul>\n<p>The weld throat thickness for single-sided fillet weld is twice larger than that for double-sided fillet weld.</p>"
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                                                                                                                                                    "value": "<p>The resulting equivalent stress (Huber-Mises-Hencky – HMH, von Mises) and <a data-item-id=\"46a108f9-c505-4a5e-af09-1785b0efc4c6\" href=\"\">plastic strain</a> are calculated on plates. The elasto-plastic material model is used for steel plates. A check of an equivalent plastic strain is performed. The limiting value of 5&nbsp;% is suggested in Eurocode (EN 1993-1-5, app. C, par. C8, note 1), this value can be modified by the user in Code setup.</p>\n<p>The plate element is divided across its thickness into five layers of finite element shells, and elastic/plastic behavior is investigated in each layer separately. Output summary lists the most critical check from all five layers.</p>\n<figure data-asset-id=\"663b0f03-7a66-46ff-81fa-0f04288a9fe5\" data-image-id=\"663b0f03-7a66-46ff-81fa-0f04288a9fe5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d8396fef-a9a2-43c4-9a12-e060009167f7/Plate_check.png\" data-asset-id=\"663b0f03-7a66-46ff-81fa-0f04288a9fe5\" data-image-id=\"663b0f03-7a66-46ff-81fa-0f04288a9fe5\" alt=\"\"></figure>\n<p><a data-item-id=\"06158daa-1491-4e83-ac34-4964bd5a3c63\" href=\"\">CBFEM</a> method can provide stress rather higher than yield strength. The reason is the slight inclination of the plastic branch of the stress-strain diagram, which is used in the analysis to improve the stability of interaction calculation. This is not a problem for practical design. At higher loads, the equivalent plastic strain rises, and the joint fails while exceeding the plastic strain limit.</p>"
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                                                                                                                                                            "value": "<p>You must keep a maximum distance between parallel plates while modeling a contact or bolted connection with a contact. Plates can be analyzed up to a distance of 2 mm from each other. If the gap between plates is bigger than 2 mm, the analysis can’t be performed.</p>\n<p>An example is a connection of two parallel Z-section members connected by bolts and by a contact.</p>\n<p>Gap = 0 mm (plates are parallel and aligned and surfaces match), analysis is successful.</p>\n<figure data-asset-id=\"0db86025-6928-4896-9535-0e6eddb4f3ca\" data-image-id=\"0db86025-6928-4896-9535-0e6eddb4f3ca\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6876f7b3-647b-4ac2-88ef-9258c99553be/check_cont_2.png\" data-asset-id=\"0db86025-6928-4896-9535-0e6eddb4f3ca\" data-image-id=\"0db86025-6928-4896-9535-0e6eddb4f3ca\" alt=\"\"></figure>\n<figure data-asset-id=\"7b963685-19ce-44f4-8e53-9dffa7ce1a4b\" data-image-id=\"7b963685-19ce-44f4-8e53-9dffa7ce1a4b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8aad288f-9fc9-4636-a3e2-d580c7b2c840/check_cont_3.png\" data-asset-id=\"7b963685-19ce-44f4-8e53-9dffa7ce1a4b\" data-image-id=\"7b963685-19ce-44f4-8e53-9dffa7ce1a4b\" alt=\"\"></figure>\n<figure data-asset-id=\"2531294f-00ee-47b0-b375-4a9214c66488\" data-image-id=\"2531294f-00ee-47b0-b375-4a9214c66488\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/41a11487-733f-4659-95ca-ed1fb4fcea40/check_cont_5.png\" data-asset-id=\"2531294f-00ee-47b0-b375-4a9214c66488\" data-image-id=\"2531294f-00ee-47b0-b375-4a9214c66488\" alt=\"\"></figure>\n<p>Gap = 2 mm (plates are parallel and aligned,&nbsp;but there is a gap between the surfaces) - application shows the error \"The distance of plates for making a contact is too large. The limit value is 2.00 mm.\".</p>\n<figure data-asset-id=\"d7657139-1b85-4381-92c5-fbeec74c4bbf\" data-image-id=\"d7657139-1b85-4381-92c5-fbeec74c4bbf\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e8c77dbb-ae9b-423e-8054-dffca5f2bcc2/check_cont_1.png\" data-asset-id=\"d7657139-1b85-4381-92c5-fbeec74c4bbf\" data-image-id=\"d7657139-1b85-4381-92c5-fbeec74c4bbf\" alt=\"\"></figure>\n<figure data-asset-id=\"807ef790-cfc8-4ad9-b54b-6bcca6ff4280\" data-image-id=\"807ef790-cfc8-4ad9-b54b-6bcca6ff4280\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/465d0913-44ff-4346-8fba-64e8d030e781/check_cont_4.png\" data-asset-id=\"807ef790-cfc8-4ad9-b54b-6bcca6ff4280\" data-image-id=\"807ef790-cfc8-4ad9-b54b-6bcca6ff4280\" alt=\"\"></figure>\n<figure data-asset-id=\"3d7d6666-1c4e-4bdf-9d2d-5d2e9dfe2137\" data-image-id=\"3d7d6666-1c4e-4bdf-9d2d-5d2e9dfe2137\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/08ef4e21-cdaa-4cc2-b9c7-fbe014b65b31/check_cont_6.png\" data-asset-id=\"3d7d6666-1c4e-4bdf-9d2d-5d2e9dfe2137\" data-image-id=\"3d7d6666-1c4e-4bdf-9d2d-5d2e9dfe2137\" alt=\"Distance between plates when using Bolt or Contact\"></figure>"
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                                                                                                                                            "value": "<p>To define preloaded bolts in any relevant manufacturing operations (endplates, connecting plates, gussets, etc.), go to the Shear force transfer option in the Bolts tab and choose the option <strong>Friction</strong>.</p>\n<figure data-asset-id=\"6071f9a2-b820-4868-9807-9eab344f148c\" data-image-id=\"6071f9a2-b820-4868-9807-9eab344f148c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d8f6adba-df04-42d9-8cec-70a39896ee90/pre_loaded_01.png\" data-asset-id=\"6071f9a2-b820-4868-9807-9eab344f148c\" data-image-id=\"6071f9a2-b820-4868-9807-9eab344f148c\" alt=\"\"></figure>\n<p>To code-check ULS and SLS, you need to run the analysis twice (or make two copies of the model) - one time for ULS and second time for SLS, because each of the limit states has different safety factor.</p>\n<p>Open the <strong>Code setup</strong> and modify the safety factors for each limit state, as well as friction coefficient and pretension force factor according to the code, as described in the video.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"e708c5cd_bada_0135_2b65_56c53c05199f\"></object>\n<p>In the <strong>Pre-loaded bolts</strong> results tab you can read the slip resistance force.</p>\n<figure data-asset-id=\"2b51fb7a-6c65-4c54-ad19-f583983af540\" data-image-id=\"2b51fb7a-6c65-4c54-ad19-f583983af540\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5621869a-85c6-4341-902e-559b1a4ba89c/pre_loaded_02.png\" data-asset-id=\"2b51fb7a-6c65-4c54-ad19-f583983af540\" data-image-id=\"2b51fb7a-6c65-4c54-ad19-f583983af540\" alt=\"\"></figure>"
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                                                                                                                            "value": "<p>Capacity design is a part of a seismic check and ensures that the joint has sufficient deformation capacity.</p>\n<p>The objective of capacity design is to confirm a building undergoes controlled ductile behavior to avoid collapse in a design-level earthquake. Plastic hinge is expected to appear in dissipative item and all non-dissipative items of the joint must be able to safely transfer forces due to the yielding in the dissipative item. The dissipative item is usually a beam in moment resisting frame but it may also be e.g. an end plate. The safety factor is not used for dissipative items. Two factors are assigned to the dissipative item:</p>\n<ul>\n  <li><em>γ</em><sub>ov</sub> – overstrength factor – EN 1998-1, Cl.&nbsp;6.2; the recommended value is <em>γ</em><sub>ov</sub> = 1.25; editable in materials</li>\n  <li><em>γ</em><sub>sh</sub> – strain-hardening factor; the recommended values are <em>γ</em><sub>sh</sub> = 1.2 for beam in moment resisting frame, <em>γ</em><sub>sh</sub> = 1.0 otherwise; editable in operation</li>\n</ul>\n<p>The material diagram is modified according to the following figure:</p>\n<figure data-asset-id=\"ddc1fc96-f9c5-4d2d-9ca5-5150ad9bce19\" data-image-id=\"ddc1fc96-f9c5-4d2d-9ca5-5150ad9bce19\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/278940a1-f39c-4dc3-baa9-ee0915804701/Steel%20connection%20capacity%20design.png\" data-asset-id=\"ddc1fc96-f9c5-4d2d-9ca5-5150ad9bce19\" data-image-id=\"ddc1fc96-f9c5-4d2d-9ca5-5150ad9bce19\" alt=\"The objective of capacity design is to confirm a building undergoes controlled ductile behavior in order to avoid a collapse in a design-level earthquake. Structural design of welded and bolted connections. \"></figure>\n<p>The increased strength of the dissipative item allows for the input of loads that cause the plastic hinge to appear in the dissipative item. In the case of moment resisting frame and beam as the dissipative item, the beam should be loaded by <em>M</em><em><sub>y</sub></em><sub>,Ed</sub> = <em>γ</em><sub>ov</sub><em>γ</em><sub>sh</sub><em>f</em><sub>y</sub><em>W</em><sub>pl,</sub><em><sub>y</sub></em> and corresponding shear force<em>V</em><em><sub>z</sub></em><sub>,Ed</sub> = –2 <em>M</em><em><sub>y</sub></em><sub>,Ed</sub> / <em>L</em><sub>h</sub>, where:</p>\n<ul>\n  <li><em>f</em><sub>y</sub> – characteristic yield strength</li>\n  <li><em>W</em><sub>pl,</sub><em><sub>y</sub></em> – plastic section modulus</li>\n  <li><em>L</em><sub>h</sub> – distance between plastic hinges on the beam</li>\n</ul>\n<p>In the case of an asymmetric joint, the beam should be loaded by both sagging and hogging bending moments and their corresponding shear forces.</p>\n<p>The plates of dissipative items are excluded from the check.</p>"
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                                                                                                                                    "value": "<p>The load resistance of slender components may be determined by a combination of linear buckling analysis and materially nonlinear analysis.</p>\n<p>There are five categories of finite element structural analysis with the following assumptions:</p>\n<ol>\n  <li>Linear material, geometrically linear</li>\n  <li>Nonlinear material, geometrically linear</li>\n  <li>Linear material, linear loss of stability – buckling</li>\n  <li>Linear material, geometrically nonlinear using imperfections</li>\n  <li>Nonlinear material, geometrically nonlinear using imperfections</li>\n</ol>\n<p>A design procedure that combines approaches 2 and 3 – material nonlinearity and stability analysis – is mentioned in Chapter 8 of EN 1993-1-6. The verification of buckling resistance based on the obtained FEM results is described in Annex B of EN&nbsp;1993-1-5. This procedure is used for a wide range of structures except for very slender shells, where geometrically nonlinear analysis with initial imperfections is more suitable (4 and 5).</p>\n<p>The procedure uses load amplifiers <em>α,</em> which are obtained as the results of FEM analysis and allow to predict of the post-buckling resistance of the joints.</p>\n<p>The load coefficient, <em>α</em><sub>ult,k</sub>, is determined by reaching the plastic capacity without considering the geometrical nonlinearity. The check of plastic capacity and the general automatic determination of <em>α</em><sub>ult,k</sub> is implemented into the developed software.</p>\n<p>The critical buckling factor, <em>α</em><sub>cr</sub>, is determined, which is obtained using FEM analysis of linear stability. It is determined automatically in the software using the same FEM model as for the calculation of <em>α</em><sub>ult,k</sub>. It should be noted that the critical point in terms of plastic resistance is not necessarily assessed in the first critical buckling mode. More buckling modes need to be assessed in a complex joint because they are related to different parts of the joint.</p>\n<p>The non-dimensional plate slenderness, \\( \\bar \\lambda_p \\), of the examined buckling mode is determined:</p>\n<p>\\[ \\bar \\lambda_p = \\sqrt{\\frac{\\alpha_{ult,k}}{\\alpha_{cr}}} \\]</p>\n<p>The reduction buckling factor <em>ρ</em> is determined according to Annex B of EN&nbsp;1993-1-5. The reduction factor depends on the plate slenderness. The used buckling curve shows the influence of the reduction factor on the plate slenderness. The provided buckling factor applicable to non-uniform members is based on the buckling curves of a beam. The verification is based on the von Mises yield criterion and the reduced stress method. Buckling resistance is assessed as</p>\n<p>\\[ \\frac{\\alpha_{ult,k} \\rho}{\\gamma_{M2}} \\ge 1 \\]</p>\n<figure data-asset-id=\"61037866-4396-4b88-9274-d398651553ee\" data-image-id=\"61037866-4396-4b88-9274-d398651553ee\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/726480bf-8bb6-4215-b469-1cdb3abcc0ff/buckling.png\" data-asset-id=\"61037866-4396-4b88-9274-d398651553ee\" data-image-id=\"61037866-4396-4b88-9274-d398651553ee\" alt=\"\"></figure>\n<p><em>Buckling reduction factor ρ according to EN 1993-1-5 Annex B</em></p>\n<p>Although the process seems trivial, it is general, robust, and easily automated. The advantage of the procedure is the advanced FEM analysis of the whole joint, which can be applied to general geometry. Moreover, it is included in the valid Eurocode standards. The advanced numerical analysis gives a quick overview of the global behavior of the structure and its critical parts and allows fast stiffening to prevent instabilities.</p>\n<p>The limit slenderness, <em>λ</em><sub>p</sub>, is provided in Annex B of EN 1993-1-5 and sets all cases which must be assessed according to the previous procedure. The resistance is limited by buckling for plate slenderness higher than 0.7. With the decreasing slenderness, the resistance is governed by plastic strain. The limit critical buckling factor for plate slenderness equals to 0.7, and buckling resistance equal to the plastic resistance may be obtained as follows</p>\n<p>\\[ \\alpha_{cr} = \\frac{\\alpha_{ult,k}}{\\bar \\lambda_p^2} = \\frac{1}{0.7^2} = 2.04 \\]</p>\n<p>The influence of the plate slenderness on the plastic resistance, <em>M</em><sub>ult,k</sub>, and buckling resistance, <em>M</em><sub>CBFEM</sub>, is shown in the figure below. The diagram shows the results of a numerical study of a triangular stiffener in a portal frame joint.</p>\n<figure data-asset-id=\"1f97e920-6122-46cc-b3f3-f9a90c108941\" data-image-id=\"1f97e920-6122-46cc-b3f3-f9a90c108941\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1954bd90-df24-4a2b-8f74-fcc78673a047/buckling_triangular.png\" data-asset-id=\"1f97e920-6122-46cc-b3f3-f9a90c108941\" data-image-id=\"1f97e920-6122-46cc-b3f3-f9a90c108941\" alt=\"\"></figure>\n<p><em>The influence of plate slenderness on the resistance of portal frame joint with slender stiffener</em></p>"
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                                                                                                                                            "value": "<p>Joints are classified according to joint stiffness to:</p>\n<ul>\n  <li>Rigid – joints with insignificant change of original angles between members,</li>\n  <li>Semirigid – joints which are assumed to have the capacity to furnish a dependable and known degree of flexural restraint,</li>\n  <li>Pinned – joints which do not develop bending moments.</li>\n</ul>\n<p>Joints are classified according to the EN&nbsp;1993-1-8 – Cl.&nbsp;5.2.2.</p>\n<ul>\n  <li>Rigid – \\( \\frac{S_{j,ini} L_b}{E I_b} \\ge k_b \\)</li>\n  <li>Semirigid – \\( 0.5 &lt; \\frac{S_{j,ini} L_b}{E I_b} &lt; k_b \\)</li>\n  <li>Pinned – \\( \\frac{S_{j,ini} L_b}{E I_b} \\le 0.5 \\)</li>\n</ul>\n<p>where:</p>\n<ul>\n  <li><em>S</em><sub>j,ini</sub> – initial stiffness of the joint; the joint stiffness is assumed linear up to the 2/3 of <em>M</em><sub>j,Rd</sub></li>\n  <li><em>L</em><sub>b</sub> – theoretical length of the analyzed member; set in member properties</li>\n  <li><em>E</em> – Young's modulus of elasticity</li>\n  <li><em>I</em><sub>b</sub> – moment of inertia of the analyzed member</li>\n  <li><em>k</em><sub>b</sub> = 8 for frames where the bracing system reduces the horizontal displacement by at least 80 %; <em>k</em><sub>b</sub> = 25 for other frames, provided that in every storey <em>K</em><sub>b</sub>/<em>K</em><sub>c</sub> ≥ 0.1. The value of <em>k</em><sub>b</sub> = 25 is used unless the user sets \"braced system\" in Code setup.</li>\n  <li><em>M</em><sub>j,Rd</sub> – joint design moment resistance</li>\n  <li><em>K</em><sub>b</sub> = <em>I</em><sub>b</sub> / <em>L</em><sub>b</sub></li>\n  <li><em>K</em><sub>c</sub> = <em>I</em><sub>c</sub> / <em>L</em><sub>c</sub></li>\n</ul>"
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                                                                                                                                                            "value": "<p>Connections must be designed to transform tensile force that is generated by second-order effects – column is removed and the floor acts as a membrane.</p>\n<h2>Supports</h2>\n<p>Only one member is analyzed and all other members are fixed at their ends. Only the normal force should be applied to the analyzed member, so its model type is set to N-Vy-Vz (bending moments and torsion are restricted).</p>\n<figure data-asset-id=\"ca8eb5b6-33dd-42da-b7cb-3687fa1eb9f9\" data-image-id=\"ca8eb5b6-33dd-42da-b7cb-3687fa1eb9f9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1028d854-b87c-4963-b9cb-9a31e8fe60c4/HT.png\" data-asset-id=\"ca8eb5b6-33dd-42da-b7cb-3687fa1eb9f9\" data-image-id=\"ca8eb5b6-33dd-42da-b7cb-3687fa1eb9f9\" alt=\"\"></figure>\n<p><br></p>\n<h2>Loading</h2>\n<p>Normal force acting on the analyzed member should be determined according to EN 1993-1-7, Cl. A.5.1:</p>\n<p>For internal ties:</p>\n<p>\\[T_i=0.8(g_k+\\psi q_k) s L \\ge 75 \\textrm{ kN} \\]</p>\n<p>For perimeter ties:</p>\n<p>\\[T_p=0.4(g_k+\\psi q_k) s L \\ge 75 \\textrm{ kN} \\]</p>\n<p>where:</p>\n<ul>\n  <li>\\(g_k\\) – characteristic permanent loading</li>\n  <li>\\(q_k\\) – characteristic imposed loading</li>\n  <li>\\(s\\) – spacing of ties</li>\n  <li>\\(L\\) – span of the tie</li>\n  <li>\\(\\psi\\) – relevant factor in the expression for a combination of action effects for the accidental design situation (i.e. \\(\\psi_1\\) or \\(\\psi_2\\) in accordance with expression (6.11b) of EN 1990).</li>\n</ul>\n<p><br></p>\n<h2>Material model and checks</h2>\n<p>According to <a href=\"https://www.steelconstruction.info/File:SCI_P358.pdf\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">SCI P358: Joints in steel construction: Simple Joints to Eurocode 3</a> – Appendix A, the <strong>partial safety factor </strong>for horizontal tying is introduced, \\(\\gamma_{Mu}\\) with default value 1.1 editable in Code setup. This safety factor is used for plates, bolts, and welds in horizontal tying analysis.&nbsp;</p>\n<p>Extreme loads and deformations are expected and the design of <strong>plates</strong> is based on the ultimate strength of plates, \\(f_u\\). That is why the material model for finite element analysis behaves elastically up to \\(f_u / \\gamma_{Mu}\\). The slope of the plastic branch is Young's modulus of elasticity \\(E/1000\\). Check is performed for 5% plastic strain limit.</p>\n<p>The resistances of <strong>bolts and welds</strong> are calculated with \\(\\gamma_{Mu}\\) instead of \\(\\gamma_{M2}\\). When using the default values of partial safety factors, the load resistances are higher by about 14 % than for the ultimate limit state.</p>\n<p>Preloaded bolts are assumed to slip and they are checked as regular, snug-tight bolts.</p>\n<p><br></p>\n<h2>References</h2>\n<p>EN 1993-1-7: Eurocode 1 – Actions on structures – Part 1-7: General actions – Accidental actions, CEN, 2006.</p>\n<p><a href=\"https://www.steelconstruction.info/File:SCI_P358.pdf\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">SCI P358: Joints in steel construction: Simple Joints to Eurocode 3</a></p>\n<p><a href=\"https://www.steelconstruct.com/eu-projects/failnomore/failnomore-workshops/\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">ECCS project FAILNOMORE workshops&nbsp;</a></p>"
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                                                                                                                                                                    "value": "<p>Several options are possible but the most used is the prescriptive approach: horizontal tying resistance. Connections must be designed to transform the tensile forces that are generated by second-order effects when a column is removed and the floor acts as a membrane.</p>\n<figure data-asset-id=\"6883e464-7279-4c52-bc11-99029d6e2347\" data-image-id=\"6883e464-7279-4c52-bc11-99029d6e2347\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ccbbf6a0-539a-4c66-a2b8-a74b3dbc73c5/TyingForces.png\" data-asset-id=\"6883e464-7279-4c52-bc11-99029d6e2347\" data-image-id=\"6883e464-7279-4c52-bc11-99029d6e2347\" alt=\"The Horizontal tying resistance analysis helps to make the structural design and code-check of steel connections with the tensile loads required by code and prevent the progressive collapse of the structure.\"></figure>\n<p>This analysis type is valid only for EN. &nbsp;Only one member is analyzed, all others are restrained (similar to the <a data-item-id=\"1d4fea7b-0c1c-49fe-8142-6bbf5666bdc4\" href=\"\">stiffness analysis</a> type).&nbsp;</p>\n<p>More about this can be found in the dedicated <a data-item-id=\"c0e839e1-5502-4715-aeec-472931c47e1b\" href=\"\">Theoretical Background - Horizontal Tying</a> article.</p>\n<p>The Model type of the analyzed member is automatically changed to N-Vy-Vz. &nbsp;Only one load component – N – can be set; all others are set to zero.</p>\n<p>Available in the <strong>Enhanced</strong>&nbsp;edition of&nbsp;<a data-item-id=\"f6acf868-1f2d-48e6-8ccb-711f6883d5f7\" href=\"\">IDEA StatiCa Steel</a>.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"ccbb4408_8495_0194_5446_04410eb5a043\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n0c4050d2_4d7e_0113_bfb4_26e80f0417d4\"></object>"
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                                                                                                                                                                            "value": "<p>This article shows how to model an inclined tubular member connected by a connecting plate to the base plate, which is anchored to the concrete block. This is a typical anchoring of a bracing member.</p>\n<p>1. Create a general stiffening plate to form the base plate.</p>\n<figure data-asset-id=\"36e8806e-c4f0-4066-8823-89dbac282e7c\" data-image-id=\"36e8806e-c4f0-4066-8823-89dbac282e7c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e1797fb2-fe31-4e44-aeec-2e49695473fe/1-0.png\" data-asset-id=\"36e8806e-c4f0-4066-8823-89dbac282e7c\" data-image-id=\"36e8806e-c4f0-4066-8823-89dbac282e7c\" alt=\"How to model footing with connecting plate\"></figure>\n<p>2. Define general anchors with the operation Bolt grid to anchor the base plate to the concrete block</p>\n<figure data-asset-id=\"08105116-f1e3-4d85-8b84-e2ef7a868103\" data-image-id=\"08105116-f1e3-4d85-8b84-e2ef7a868103\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/cb4329fb-0bd2-4323-b2e2-05a760da5e80/2-0.png\" data-asset-id=\"08105116-f1e3-4d85-8b84-e2ef7a868103\" data-image-id=\"08105116-f1e3-4d85-8b84-e2ef7a868103\" alt=\"How to model footing with connecting plate\"></figure>\n<p>3. Add another general stiffening plate into the right position to create a rib passing through the tube adn weld it to the base plate.</p>\n<figure data-asset-id=\"9c508d86-be3f-44c8-83a6-259353cbca80\" data-image-id=\"9c508d86-be3f-44c8-83a6-259353cbca80\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/837c511c-f6e9-4822-a339-cf3b6f1392fd/3-0.png\" data-asset-id=\"9c508d86-be3f-44c8-83a6-259353cbca80\" data-image-id=\"9c508d86-be3f-44c8-83a6-259353cbca80\" alt=\"How to model footing with connecting plate\"></figure>\n<p>4. Add the connecting plate manufacturing operation and adjust its properties so that it produces two bolts. The plates are shaped in the Editor to a rounded shape.</p>\n<figure data-asset-id=\"42524397-a12c-43f2-90e6-9a50a83d26e5\" data-image-id=\"42524397-a12c-43f2-90e6-9a50a83d26e5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a330c1d7-47ae-468b-b3a7-f5b58c61b9c8/4-0.png\" data-asset-id=\"42524397-a12c-43f2-90e6-9a50a83d26e5\" data-image-id=\"42524397-a12c-43f2-90e6-9a50a83d26e5\" alt=\"How to model footing with connecting plate\"></figure>\n<p>5. The footing with a connecting plate is ready to be calculated. To simulate the bracing member transferring normal and shear force only, switch the <a data-item-id=\"ac982d36-e45a-5d9f-93f8-344206647dc4\" href=\"\">model type</a> to N-Vy-Vz.</p>\n<figure data-asset-id=\"ad9cc9e2-609b-4e85-b1b5-f0d0e6eaf741\" data-image-id=\"ad9cc9e2-609b-4e85-b1b5-f0d0e6eaf741\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8296f75b-ae48-4ae8-a14f-ea63631dde84/0-0.png\" data-asset-id=\"ad9cc9e2-609b-4e85-b1b5-f0d0e6eaf741\" data-image-id=\"ad9cc9e2-609b-4e85-b1b5-f0d0e6eaf741\" alt=\"How to model footing with connecting plate\"></figure>\n<p>See details in the recorded video.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"f42af944_8353_0145_c212_2f9efd3a39c9\"></object>"
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                                                                                                                                                            "value": "<h2>1 New project</h2>\n<p>Let’s launch <strong>IDEA StatiCa</strong> and select application <strong>Connection</strong>. Create a new project by selecting a starting <a data-item-id=\"07f0d4e0-790e-4ddc-82eb-6bff094488b3\" href=\"\">parametric template</a> closest to the desired design, filling in the name, and choosing the design code and default material properties – S 235.</p>\n<figure data-asset-id=\"07655231-7f0b-4416-b337-61fdfe2bb67c\" data-image-id=\"07655231-7f0b-4416-b337-61fdfe2bb67c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e593c345-fc97-40ba-ae38-61214398293d/25.0_01.png\" data-asset-id=\"07655231-7f0b-4416-b337-61fdfe2bb67c\" data-image-id=\"07655231-7f0b-4416-b337-61fdfe2bb67c\" alt=\"\"></figure>\n<h2>2 Geometry</h2>\n<p>A column and a base plate with anchors were automatically added.</p>\n<figure data-asset-id=\"f8a8f81e-36e0-4725-a455-6a9211cd13fa\" data-image-id=\"f8a8f81e-36e0-4725-a455-6a9211cd13fa\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6481c77b-37e3-4f7b-9f02-5fa4a91519e7/25.0_02.png\" data-asset-id=\"f8a8f81e-36e0-4725-a455-6a9211cd13fa\" data-image-id=\"f8a8f81e-36e0-4725-a455-6a9211cd13fa\" alt=\"\"></figure>\n<p>Add a new member. You can either use the Member button in the top ribbon or right-click on the Members in the navigator tree.</p>\n<figure data-asset-id=\"3b010b02-9a72-42f9-8581-66dd0f74ae96\" data-image-id=\"3b010b02-9a72-42f9-8581-66dd0f74ae96\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/76f62239-75f3-4b1e-a75d-e37a777d3595/03.png\" data-asset-id=\"3b010b02-9a72-42f9-8581-66dd0f74ae96\" data-image-id=\"3b010b02-9a72-42f9-8581-66dd0f74ae96\" alt=\"\"></figure>\n<p>And change its cross-section to <strong>RHS120/80/8.0</strong>.</p>\n<figure data-asset-id=\"72f505bf-9fd6-4fa4-8f91-bdff66de6c0f\" data-image-id=\"72f505bf-9fd6-4fa4-8f91-bdff66de6c0f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/25fdf353-af17-460f-9a48-fea633d85241/04.png\" data-asset-id=\"72f505bf-9fd6-4fa4-8f91-bdff66de6c0f\" data-image-id=\"72f505bf-9fd6-4fa4-8f91-bdff66de6c0f\" alt=\"\"></figure>\n<p>Change the member pitch and the value of the <strong>offset ez</strong>. Set the <strong>model type</strong> to <strong>N-Vy-Vz</strong> since this member is able to transfer only axial forces, otherwise the mechanism/singularity could occur or the analysis could fail.</p>\n<p>For more info about the model type, see <a data-item-id=\"ac982d36-e45a-5d9f-93f8-344206647dc4\" href=\"\">here</a>. &nbsp;</p>\n<figure data-asset-id=\"721556a4-86b8-4a06-b89f-cda9f1e9136c\" data-image-id=\"721556a4-86b8-4a06-b89f-cda9f1e9136c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c0c16072-5329-4ae3-9e17-3c2433d69a92/05.png\" data-asset-id=\"721556a4-86b8-4a06-b89f-cda9f1e9136c\" data-image-id=\"721556a4-86b8-4a06-b89f-cda9f1e9136c\" alt=\"\"></figure>\n<p>Add another member and change its cross-section.&nbsp;</p>\n<figure data-asset-id=\"827607e0-7362-47c4-9169-64b20708ade6\" data-image-id=\"827607e0-7362-47c4-9169-64b20708ade6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/047ab57c-213b-4458-8ca6-cb263f92a6b8/06.png\" data-asset-id=\"827607e0-7362-47c4-9169-64b20708ade6\" data-image-id=\"827607e0-7362-47c4-9169-64b20708ade6\" alt=\"\"></figure>\n<p>Then modify its properties.</p>\n<figure data-asset-id=\"c72657b4-32c7-44de-97c0-f4f4e4c2b301\" data-image-id=\"c72657b4-32c7-44de-97c0-f4f4e4c2b301\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/97827e9d-c4c7-4af0-ac73-b03ef8f510d1/07.png\" data-asset-id=\"c72657b4-32c7-44de-97c0-f4f4e4c2b301\" data-image-id=\"c72657b4-32c7-44de-97c0-f4f4e4c2b301\" alt=\"\"></figure>\n<p>Check the geometry of the whole model.</p>\n<figure data-asset-id=\"a3d44624-a761-4ef5-9757-cdf2d9b96cc7\" data-image-id=\"a3d44624-a761-4ef5-9757-cdf2d9b96cc7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/456a7551-565a-4209-ba85-bcdb7a8ae5d6/25.0_08.png\" data-asset-id=\"a3d44624-a761-4ef5-9757-cdf2d9b96cc7\" data-image-id=\"a3d44624-a761-4ef5-9757-cdf2d9b96cc7\" alt=\"\"></figure>\n<h2>3 Load effects</h2>\n<p>One load effect was automatically added. Input the values of internal forces into the chart. More load cases can be added.</p>\n<figure data-asset-id=\"5c85a9e1-f5c7-42e3-b089-b4fa077f1e07\" data-image-id=\"5c85a9e1-f5c7-42e3-b089-b4fa077f1e07\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7ab31a9e-3811-476d-b5da-bfe6c5665778/25.0_09.png\" data-asset-id=\"5c85a9e1-f5c7-42e3-b089-b4fa077f1e07\" data-image-id=\"5c85a9e1-f5c7-42e3-b089-b4fa077f1e07\" alt=\"\"></figure>\n<h2>4 Design</h2>\n<p>The manufacturing operation <strong>Base plate</strong> is defined in Parametric template, therefor you can modify its properties in the Operations tab directly.&nbsp;</p>\n<p>You can also <strong>Explode</strong> the parametric template and use the manufacturing operation instead.</p>\n<figure data-asset-id=\"00a2a971-d0a9-4fb8-8d45-5de6a6f64c6b\" data-image-id=\"00a2a971-d0a9-4fb8-8d45-5de6a6f64c6b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/db56b4b2-2452-460a-831f-0c52181b4a0a/25.0_10.png\" data-asset-id=\"00a2a971-d0a9-4fb8-8d45-5de6a6f64c6b\" data-image-id=\"00a2a971-d0a9-4fb8-8d45-5de6a6f64c6b\" alt=\"\"></figure>\n<p>Go on and add another manufacturing operation and select the <strong>End Plate</strong>.</p>\n<figure data-asset-id=\"ba3e3567-f968-42f4-bf36-d6c27d6e1118\" data-image-id=\"ba3e3567-f968-42f4-bf36-d6c27d6e1118\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d0111e34-c677-4ee8-b6d7-8f8716f0d375/11.png\" data-asset-id=\"ba3e3567-f968-42f4-bf36-d6c27d6e1118\" data-image-id=\"ba3e3567-f968-42f4-bf36-d6c27d6e1118\" alt=\"\"></figure>\n<p>Modify the properties of the operation <strong>EP1</strong>.</p>\n<figure data-asset-id=\"0ffa6f13-9d9b-43da-8b63-0536f44fe356\" data-image-id=\"0ffa6f13-9d9b-43da-8b63-0536f44fe356\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/43aded17-4ba3-48fd-bc92-400bbdd12f1a/25.0_12.png\" data-asset-id=\"0ffa6f13-9d9b-43da-8b63-0536f44fe356\" data-image-id=\"0ffa6f13-9d9b-43da-8b63-0536f44fe356\" alt=\"\"></figure>\n<p>Now, add the <strong>Connecting Plate</strong>.</p>\n<figure data-asset-id=\"5b0215f0-f2a8-4048-b1e0-e96f3e00d6d7\" data-image-id=\"5b0215f0-f2a8-4048-b1e0-e96f3e00d6d7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/aa9f53d1-2549-49f5-9d48-58ebd4d5eff9/13.png\" data-asset-id=\"5b0215f0-f2a8-4048-b1e0-e96f3e00d6d7\" data-image-id=\"5b0215f0-f2a8-4048-b1e0-e96f3e00d6d7\" alt=\"\"></figure>\n<p>And redefine its properties.</p>\n<figure data-asset-id=\"35ae6db9-3541-484a-b91b-cff94bbaba43\" data-image-id=\"35ae6db9-3541-484a-b91b-cff94bbaba43\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/776621ca-0488-4855-8125-3465a43f42eb/25.0_14.png\" data-asset-id=\"35ae6db9-3541-484a-b91b-cff94bbaba43\" data-image-id=\"35ae6db9-3541-484a-b91b-cff94bbaba43\" alt=\"\"></figure>\n<p>In the top left corner, you can see warning messages regarding the plates and weld clashes. Moreover, when you turn on the <strong>Transparent</strong> visualization mode, the area of the clashes is highlighted in the 3D graphic window.</p>\n<figure data-asset-id=\"81d4eb00-9149-4a77-bc1f-d7937592a00f\" data-image-id=\"81d4eb00-9149-4a77-bc1f-d7937592a00f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/357b7f23-65be-4e0a-b922-6519343315b2/25.0_15.png\" data-asset-id=\"81d4eb00-9149-4a77-bc1f-d7937592a00f\" data-image-id=\"81d4eb00-9149-4a77-bc1f-d7937592a00f\" alt=\"\"></figure>\n<p>To get rid of the plates and weld clashes, cut one corner of the connecting plate CPL1. For this, go to the <strong>Editor - Gusset plate or use right-click on the gusset plate</strong> and create a <strong>Chamfer</strong> at corner number 2.</p>\n<figure data-asset-id=\"f1366e5c-a41f-4dd1-8532-320ecad8478a\" data-image-id=\"f1366e5c-a41f-4dd1-8532-320ecad8478a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c079e35b-a266-4253-b199-9208af96c9f8/16.png\" data-asset-id=\"f1366e5c-a41f-4dd1-8532-320ecad8478a\" data-image-id=\"f1366e5c-a41f-4dd1-8532-320ecad8478a\" alt=\"\"></figure>\n<p>Finish the design with the operation <strong>Stiffener.</strong></p>\n<figure data-asset-id=\"d62ce64e-c3b1-48db-ab43-4767eab29169\" data-image-id=\"d62ce64e-c3b1-48db-ab43-4767eab29169\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a2cf5055-03e2-48b6-8f7d-5beff775164a/17.png\" data-asset-id=\"d62ce64e-c3b1-48db-ab43-4767eab29169\" data-image-id=\"d62ce64e-c3b1-48db-ab43-4767eab29169\" alt=\"\"></figure>\n<p>And set the correct properties of STIFF1<strong>.</strong></p>\n<figure data-asset-id=\"fe880390-64ec-4b40-9cfd-259bb1f3ebeb\" data-image-id=\"fe880390-64ec-4b40-9cfd-259bb1f3ebeb\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/87aeeb32-e621-44f0-8da2-eb4eb8eac15d/25.0_18.png\" data-asset-id=\"fe880390-64ec-4b40-9cfd-259bb1f3ebeb\" data-image-id=\"fe880390-64ec-4b40-9cfd-259bb1f3ebeb\" alt=\"\"></figure>\n<p>Let’s check the final design of the joint.</p>\n<figure data-asset-id=\"94e0325b-ac28-4a0a-9d7c-fcfdec31a8da\" data-image-id=\"94e0325b-ac28-4a0a-9d7c-fcfdec31a8da\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b81ebf38-3ff8-4206-b4b6-37c0437e8e9a/25.0_19.png\" data-asset-id=\"94e0325b-ac28-4a0a-9d7c-fcfdec31a8da\" data-image-id=\"94e0325b-ac28-4a0a-9d7c-fcfdec31a8da\" alt=\"\"></figure>\n<h2>5 Check</h2>\n<p>Start the analysis by clicking <strong>Calculate</strong> in the ribbon. The analysis model is automatically generated, the calculation based on <a data-item-id=\"06158daa-1491-4e83-ac34-4964bd5a3c63\" href=\"\">CBFEM</a> is performed, and we can see the Overall check displayed together with the basic values of check results.</p>\n<figure data-asset-id=\"bf80a298-850e-44a2-8289-5e60fafa7854\" data-image-id=\"bf80a298-850e-44a2-8289-5e60fafa7854\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3ec4c71e-31c5-4f1a-8663-e1cd09278812/25.0_20.png\" data-asset-id=\"bf80a298-850e-44a2-8289-5e60fafa7854\" data-image-id=\"bf80a298-850e-44a2-8289-5e60fafa7854\" alt=\"\"></figure>\n<p>Go to the <strong>Check </strong>in the top ribbon<strong>,</strong> and activate <strong>Equivalent stress, Bolt forces, Mesh,</strong> and <strong>Deformed</strong> shape of the structure to get a full picture of the behavior of the joint.&nbsp;</p>\n<figure data-asset-id=\"ae8f7cc5-c61e-4728-8065-18ac0d9316df\" data-image-id=\"ae8f7cc5-c61e-4728-8065-18ac0d9316df\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5e3fab43-7622-4cdd-be12-1f54f5291be5/25.0_21.png\" data-asset-id=\"ae8f7cc5-c61e-4728-8065-18ac0d9316df\" data-image-id=\"ae8f7cc5-c61e-4728-8065-18ac0d9316df\" alt=\"\"></figure>\n<p>Furthermore, activate <strong>Stress in concrete</strong> from the top ribbon. Open the tab <strong>Concrete block</strong> to see the detailed results for this item.</p>\n<figure data-asset-id=\"a91302dc-d2ad-44e7-b8cb-47ca05a05415\" data-image-id=\"a91302dc-d2ad-44e7-b8cb-47ca05a05415\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0985607c-cb9a-479f-88fb-198bb7ac6922/25.0_22.png\" data-asset-id=\"a91302dc-d2ad-44e7-b8cb-47ca05a05415\" data-image-id=\"a91302dc-d2ad-44e7-b8cb-47ca05a05415\" alt=\"\"></figure>\n<h2>6 Report</h2>\n<p>At last, go to the tab <strong>Report</strong>. IDEA StatiCa offers a fully customizable report to print out or save in an editable format.</p>\n<figure data-asset-id=\"7a2fe5e1-3a30-4d6a-b222-ce60d75196ae\" data-image-id=\"7a2fe5e1-3a30-4d6a-b222-ce60d75196ae\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0f9ae9b7-6361-48b7-b594-be1ccd51c7bf/25.0_23.png\" data-asset-id=\"7a2fe5e1-3a30-4d6a-b222-ce60d75196ae\" data-image-id=\"7a2fe5e1-3a30-4d6a-b222-ce60d75196ae\" alt=\"\"></figure>\n<p>You have designed, optimized, and code-checked a structural steel joint according to Eurocode (EN).</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"tutorial_connection___footing_with_diagonal__en_\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"campus_cta\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"d6a0972e_e5d2_0199_53b6_7c2ec3041ab9\"></object>"
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Fill in the name, and choose the design code and default material properties.&nbsp;</p>\n<figure data-asset-id=\"d117ec58-080b-4fbc-a822-3b16d4918403\" data-image-id=\"d117ec58-080b-4fbc-a822-3b16d4918403\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/296d6e90-da7d-43ff-b136-f1350c5f05d8/CL_01.png\" data-asset-id=\"d117ec58-080b-4fbc-a822-3b16d4918403\" data-image-id=\"d117ec58-080b-4fbc-a822-3b16d4918403\" alt=\"\"></figure>\n<h2>2 Creating a new template</h2>\n<p>Let's create a design that can be saved as a template. Click on <strong>Operation</strong> in the Ribbon and find the manufacturing operation <strong>Stub - plate to plate</strong>.</p>\n<figure data-asset-id=\"b83a43c1-f6ed-4e51-aa83-85b95e09569b\" data-image-id=\"b83a43c1-f6ed-4e51-aa83-85b95e09569b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7ae4db82-405c-4233-9d77-eeb6e7ca2a4e/CL_3.jpg\" data-asset-id=\"b83a43c1-f6ed-4e51-aa83-85b95e09569b\" data-image-id=\"b83a43c1-f6ed-4e51-aa83-85b95e09569b\" alt=\"\"></figure>\n<p>Modify the welds in the operation. Select the <a data-item-id=\"d65d8320-3860-4fbc-984c-a73163766798\" href=\"\"><strong>Partial Joint Penetration welds (PJP)</strong></a><strong> </strong>and edit the size.</p>\n<figure data-asset-id=\"e2c25bb5-d102-4079-8545-4ad5dd59f8c1\" data-image-id=\"e2c25bb5-d102-4079-8545-4ad5dd59f8c1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0cecd5b8-4f85-4932-8cf4-81484b98727e/CL_4.jpg\" data-asset-id=\"e2c25bb5-d102-4079-8545-4ad5dd59f8c1\" data-image-id=\"e2c25bb5-d102-4079-8545-4ad5dd59f8c1\" alt=\"\"></figure>\n<p>Add another operation - <strong>Cut</strong>.&nbsp;</p>\n<figure data-asset-id=\"47f7e12d-ad9a-4f52-b001-140440b45a1b\" data-image-id=\"47f7e12d-ad9a-4f52-b001-140440b45a1b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4e51bfdb-8101-4c5d-b4b2-761ce57d46b5/CL_5.jpg\" data-asset-id=\"47f7e12d-ad9a-4f52-b001-140440b45a1b\" data-image-id=\"47f7e12d-ad9a-4f52-b001-140440b45a1b\" alt=\"\"></figure>\n<p>Modify the member to be cut to <a data-item-id=\"f6e6b0be-9e8d-4d62-9f60-9917ddbeb763\" href=\"\"><strong>STUB1</strong></a> and <a data-item-id=\"23e17b5c-1590-48e1-be86-e6141d9b6c02\" href=\"\"><strong>welds</strong></a>.&nbsp;</p>\n<figure data-asset-id=\"96f6de6b-4a5b-4355-972c-4da8ceca1bb1\" data-image-id=\"96f6de6b-4a5b-4355-972c-4da8ceca1bb1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/34492e8c-c838-45ef-9d26-956d3c21d7ad/CL_6.jpg\" data-asset-id=\"96f6de6b-4a5b-4355-972c-4da8ceca1bb1\" data-image-id=\"96f6de6b-4a5b-4355-972c-4da8ceca1bb1\" alt=\"\"></figure>\n<p>This design is used often; therefore, it can be saved to the <strong>Connection Library</strong>. Click on the <strong>Publish </strong>button in the ribbon. Define the Name, Loading type, and<strong> Connection design set</strong> (<strong>CDC</strong>) in which the template will be stored. Types of CDC:&nbsp;</p>\n<ul>\n  <li><strong>Company </strong>- every user with the company license will be able to access them, while a user from a different company cannot see, use or access these design items.</li>\n  <li><strong>Personal </strong>- available only for the author of the design.&nbsp;</li>\n</ul>\n<figure data-asset-id=\"9b6161cb-7c8b-48e6-a77f-0e65b4343c58\" data-image-id=\"9b6161cb-7c8b-48e6-a77f-0e65b4343c58\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1163c50d-aa6e-44b0-a194-f7db062bf24a/CL_7.jpg\" data-asset-id=\"9b6161cb-7c8b-48e6-a77f-0e65b4343c58\" data-image-id=\"9b6161cb-7c8b-48e6-a77f-0e65b4343c58\" alt=\"\"></figure>\n<h2>2 Applying a template from the Connection Library</h2>\n<p>Start by deleting the operations in the model.&nbsp;</p>\n<figure data-asset-id=\"e6f8aea9-c87a-4219-8542-d5028bdc4980\" data-image-id=\"e6f8aea9-c87a-4219-8542-d5028bdc4980\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6426eb8a-1127-4c87-bd4f-4bde475c48d0/CL_8.jpg\" data-asset-id=\"e6f8aea9-c87a-4219-8542-d5028bdc4980\" data-image-id=\"e6f8aea9-c87a-4219-8542-d5028bdc4980\" alt=\"\"></figure>\n<p>Add an additional member to the design.&nbsp;</p>\n<figure data-asset-id=\"b4d248e2-1009-4ca9-94e9-c6fa5c94a19f\" data-image-id=\"b4d248e2-1009-4ca9-94e9-c6fa5c94a19f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d742582d-da46-4b76-87c4-659ad4218db7/CL_9.jpg\" data-asset-id=\"b4d248e2-1009-4ca9-94e9-c6fa5c94a19f\" data-image-id=\"b4d248e2-1009-4ca9-94e9-c6fa5c94a19f\" alt=\"\"></figure>\n<p>Now, let's utilize the Connection Library instead of using the individual operations again. Click on the <strong>Propose</strong> button in the Ribbon. No design is available for the current geometry. Switch to <strong>Selection</strong> and click on the<strong> Arrow</strong>.&nbsp;</p>\n<figure data-asset-id=\"81cebfe1-457b-4604-a467-efccf207313a\" data-image-id=\"81cebfe1-457b-4604-a467-efccf207313a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/928af4f4-f21f-428d-83f8-46f8d3534ecb/CL_10.jpg\" data-asset-id=\"81cebfe1-457b-4604-a467-efccf207313a\" data-image-id=\"81cebfe1-457b-4604-a467-efccf207313a\" alt=\"\"></figure>\n<p>While holding the <strong>Control button</strong> on your keyboard, select members <strong>B</strong> and <strong>C</strong>. Confirm the selection by clicking on the Tick button. Suitable design templates are showcased for the selected geometry. Narrow down the selection of templates by only selecting the <strong>Personal </strong>connection design set. <strong>Apply</strong> the template.&nbsp;</p>\n<figure data-asset-id=\"d14c0ac8-2e0d-4be5-aaba-89aef1e9dd91\" data-image-id=\"d14c0ac8-2e0d-4be5-aaba-89aef1e9dd91\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9b20f087-b64e-425d-8068-b7c980d3b7a4/CL_11.jpg\" data-asset-id=\"d14c0ac8-2e0d-4be5-aaba-89aef1e9dd91\" data-image-id=\"d14c0ac8-2e0d-4be5-aaba-89aef1e9dd91\" alt=\"\"></figure>\n<p>The design is applied to the model exactly as it was saved into the Connection Library. To finish the design, add an individual operation for the diagonal member since it is not included in the template.</p>\n<figure data-asset-id=\"77d4accc-b64e-432e-99bb-08d22a250c6c\" data-image-id=\"77d4accc-b64e-432e-99bb-08d22a250c6c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/faf3e40e-95d8-45af-9710-706a1227a4d8/CL_12.jpg\" data-asset-id=\"77d4accc-b64e-432e-99bb-08d22a250c6c\" data-image-id=\"77d4accc-b64e-432e-99bb-08d22a250c6c\" alt=\"\"></figure>\n<p>Modify the operation according to the picture below.&nbsp;</p>\n<figure data-asset-id=\"cb8383b8-696d-4da0-9883-22cdad9026a2\" data-image-id=\"cb8383b8-696d-4da0-9883-22cdad9026a2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1bda7914-ab36-4cce-92ec-c2cba3e56fa1/CL_13.jpg\" data-asset-id=\"cb8383b8-696d-4da0-9883-22cdad9026a2\" data-image-id=\"cb8383b8-696d-4da0-9883-22cdad9026a2\" alt=\"\"></figure>\n<p>Edit the Gusset plate to a suitable shape in the<a data-item-id=\"748f0c81-c600-50e2-a41e-32e42cf42116\" href=\"\"> <strong>Plate editor</strong></a><strong>.&nbsp;</strong></p>\n<figure data-asset-id=\"8f33f942-3b43-45e2-ac0f-8455e2b61a83\" data-image-id=\"8f33f942-3b43-45e2-ac0f-8455e2b61a83\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1e521f96-89d0-4834-bf3e-7db8e709869f/CL_14.jpg\" data-asset-id=\"8f33f942-3b43-45e2-ac0f-8455e2b61a83\" data-image-id=\"8f33f942-3b43-45e2-ac0f-8455e2b61a83\" alt=\"\"></figure>\n<p>Do the same to trim the corners of the <strong>Tongue plate.&nbsp;</strong></p>\n<figure data-asset-id=\"f930498d-90fb-47f5-8f68-731956a9e14c\" data-image-id=\"f930498d-90fb-47f5-8f68-731956a9e14c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e957a1d8-481b-4d4c-9731-b8e69e6fccf2/CL_15.jpg\" data-asset-id=\"f930498d-90fb-47f5-8f68-731956a9e14c\" data-image-id=\"f930498d-90fb-47f5-8f68-731956a9e14c\" alt=\"\"></figure>\n<p>And the design is finished. 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                                                                                                                                                                    "value": "<p>This article contains resources handling the parametric design and use of parameters within only the IDEA StatiCa Connection app and its Developer tab. To learn more about the parametric design using the plugin between Connection and Grasshopper, navigate to <a data-item-id=\"32829f8b-a27e-470c-b287-790c64805a9d\" href=\"\">Rhino/Grasshopper page</a>.</p>\n<h3>Tutorials</h3>\n<ul>\n  <li><a data-item-id=\"6c8e336a-172b-461f-ad1d-0ae8e5fdac78\" href=\"\">Parametric design in IDEA StatiCa Connection - Basics (01)</a></li>\n  <li><a data-item-id=\"f777f172-6707-48b3-8ac9-7a4dee412002\" href=\"\">Parametric design in IDEA StatiCa Connection - Advanced (02)</a></li>\n  <li><a data-item-id=\"cda6406b-6f90-4c5d-be45-6d9d5d0b905e\" href=\"\">Parametric design in IDEA StatiCa Connection - Single plate Shear connection</a></li>\n  <li><a data-item-id=\"9de8af5b-882a-496a-bdbf-33bcd3562170\" href=\"\">Flush moment end plate connections (AISC)</a></li>\n</ul>\n<h3>Articles</h3>\n<ul>\n  <li><a data-item-id=\"be1bc111-ddd8-4cca-b85c-a479c3dde877\" href=\"\">Setting up parametric design with Developer Tab</a></li>\n  <li><a href=\"http://Expression Parameter Reference\" data-new-window=\"true\" title=\"Expression Parameter Reference - technical documentation\" target=\"_blank\" rel=\"noopener noreferrer\">Expression Parameter Reference - technical documentation</a></li>\n  <li><a data-item-id=\"e5982961-3fb7-424b-9b44-dfd731b836d4\" href=\"\">Parametric design for steel connections</a></li>\n  <li><a data-item-id=\"43f3dfc4-bff8-464b-b284-da70ec8f5120\" href=\"\">UX features in parametric design</a></li>\n  <li><a data-item-id=\"07f0d4e0-790e-4ddc-82eb-6bff094488b3\" href=\"\">Parametric templates in Connection Library</a></li>\n</ul>\n<h3>Blog posts</h3>\n<ul>\n  <li><a data-item-id=\"29c56cd6-b15f-4e50-b864-f4acca59bc12\" href=\"\">Design connections in just a few clicks!</a></li>\n</ul>"
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                                                                                                                                                                    "value": "<p>In IDEA StatiCa <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">Connection</a>, users have the possibility to create connection models using parameters (relations defined between individual entities). The parametric design allows users to design standardized connections efficiently – <strong>read about how to work with parameters</strong> <a data-item-id=\"e5982961-3fb7-424b-9b44-dfd731b836d4\" href=\"\">in this article.</a></p>\n<p>The integration of <strong>parametric templates</strong> into the <a data-item-id=\"d462d4fd-c84f-4b3b-8111-c248b270291b\" href=\"\">Connection Library</a> offers a transformational approach to connection designer workflows. <strong>It allows users to create and use a universal collection of templates that can be effortlessly customized and deployed in different design contexts.</strong></p>\n<h2>How does it work?</h2>\n<p>The user can upload the created connection to their company or personal set as with any design, and it can even be done <strong>with the defined parameters</strong>. Once there is the same geometry in the project and the solution can be repeated, the user can apply this pre-prepared design (template) with all the parameters.</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>In addition, after proposing the template, it is possible to <strong>change the parameters directly</strong> <strong>in the main design window</strong> and there is no need to go into developer mode. This user-friendly environment allows less-experienced users to work with predefined parameters safely according to the presets of the senior designers.</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>This makes further optimization very simple as there is the possibility of avoiding changing each entity one by one when using operations.</p>\n<p>By changing one parameter, <strong>multiple steps</strong> can be performed at once. For example, when changing the widener width, not only the widener itself, but also all the related welds and the location of the stiffener are affected:</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>The locked modifications in the property list of some manufacturing operations are disabled in such cases. However, if the user wishes, they can break the parameters using the \"<strong>explode</strong>\" button, and continue with modifying operations.</p>\n<p>The templates to which the parameters are linked are marked with a lowercase {p}. Several parametric templates have already been prepared and made available in the <strong>predefined design set by the IDEA StatiCa team</strong>.</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<h2>What are the benefits of parametric templates?</h2>\n<ul>\n  <li><strong>Universal templates</strong>: Designers can access a broad collection of parametric templates from the Connection Library. These templates are designed to be universally applicable, providing a solid foundation for a wide range of projects.</li>\n  <li><strong>Parametric customization</strong>: Through the Developer tab, users can define specific parameters for each template, allowing for a high degree of customization and flexibility in design.</li>\n  <li><strong>Template identification</strong>: Parametric templates are easily identifiable by the symbol {p}, ensuring that users can quickly recognize and select them for their projects.</li>\n  <li><strong>Enhanced library filtering</strong>: The filter in the Propose window of the Connection Library enables users to efficiently find parametric templates among the library's extensive offering.</li>\n  <li><strong>Publication control</strong>: When a connection contains parameters, designers have the option to publish these parametric templates to the Connection Library. This feature offers flexibility in sharing customized templates with the broader user community or keeping them private for individual or internal use.</li>\n</ul>\n<h2>Impact on workflow</h2>\n<p>The inclusion of parametric templates in the Connection Library represents a significant advancement in the design process for connection designers. This functionality simplifies the design process by providing:</p>\n<ul>\n  <li><strong>Efficiency</strong>: The use of templates speeds up the design phase, allowing for quicker iterations and modifications.</li>\n  <li><strong>Consistency</strong>: Parametric templates ensure design consistency across projects, which is crucial for maintaining standards and quality.</li>\n  <li><strong>Collaboration</strong>: The ability to share customized templates enhances collaboration among teams and with the wider design community.</li>\n  <li><strong>Customization</strong>: Designers can tailor templates to specific project requirements, enhancing design accuracy and effectiveness.</li>\n</ul>\n<p><em>Released in </em><a data-item-id=\"52afe115-4e0f-4c6a-be42-e82757fdb937\" href=\"\"><em>IDEA StatiCa patch 23.1.5</em></a>.</p>\n<p><br></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n421fe254_57b7_01cd_2bc3_0af215b956fb\"></object>\n<h2>Default control sets in the Operations</h2>\n<p>The design of a connection by parameters consists of the setting of very unique parameters specific for every single connection type on one hand. On the other hand, there are parameters that are used almost always due to common engineering practices, such as a set of welds, fasteners, and materials.</p>\n<p>To simplify the creation of parametric templates and to reach this setting anytime, we include these controls as default sets in the operation root.</p>\n<p>When you select Operations, there are, by default, the following settings:</p>\n<ul>\n  <li>Weld setting: <strong>Weld sizing method</strong> and weld <strong>Material</strong> (24.0.5)</li>\n  <li>Bolt setting: <strong>Type</strong>, <strong>Shear plane in thread,</strong> and <strong>Shear force transfer</strong> (24.1.0)</li>\n  <li>Plates setting: <strong>Material&nbsp;</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>These controls set the specific property for the whole connection model to all operations and are shown in the Operations root by default. They do not change the properties of the structural members, only the manufacturing operations.</p>\n<p>In case any of the properties related to the control <strong>is used in any parameter</strong> of the parametric template, the control is automatically disabled. By this behavior, we prevent the possibility of influencing the same property from two places and, thus, ruining the connection detail by loops in parameters.</p>\n<p>As a benefit, these controls are also shown without a parametric template, enabling quick changes and unifying properties of any connection model.</p>\n<h2>What are the benefits?</h2>\n<ul>\n  <li>For the <strong>parametric template user</strong> (e.g., junior user), all operations are disabled (read-only). However, <strong>changing the material, bolt class, or plate material</strong> is still a commonly expected action. Although, if there is a single parameter missing in the parametric template, it makes the template unusable. Common properties such as welds, bolts, and material can now be controlled in each parametric template using the default controls shown under the parameters.</li>\n  <li>Adding these controls <strong>simplifies the work of the template creator</strong> (e.g., senior user) <strong>in preparing the parametric templates</strong>. Now, it is not necessary to manually create special parameters for modifying common properties such as welds, bolts, and materials.</li>\n  <li>Sometimes, you want to <strong>unify bolt grades or plates and weld material</strong> in the whole connection detail even when the <strong>parametric template is not used</strong>. It can be easily done either&nbsp;by multi-selecting in the tree and editing operations of the same type (nevertheless, in this case, it has to be done multiple times for each group of operations separately), or it is now possible <strong>to change the requested property</strong> or just check if the same property is used <strong>in one click</strong>.</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<p><em>Released in </em><a data-item-id=\"17d58b3b-ad50-4d8b-9be5-8c387010e618\" href=\"\"><em>IDEA StatiCa version 24.1</em></a><em>.</em></p>\n<p><br></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n7727e059_a44c_01ce_bd96_40976a9aacc3\"></object>\n<h2>Improvements of the predefined set</h2>\n<p>Several enhancements have been made to <strong>parametric templates created via the Wizard</strong> to improve usability, clarity, and model consistency.</p>\n<ul>\n  <li>Validation messages have been refined, only functional and relevant messages are now displayed, such as incorrect member type, cross-section compatibility, or load definition issues.</li>\n  <li>Message texts have also been rewritten for better readability and technical accuracy.</li>\n</ul>\n<figure data-asset-id=\"737a4cd3-cdfd-44d9-b4ef-6bdd0ed27699\" data-image-id=\"737a4cd3-cdfd-44d9-b4ef-6bdd0ed27699\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ae6b21b1-c930-4ad9-859f-f1753f5d321a/25-1%20predefined%20set%202.png\" data-asset-id=\"737a4cd3-cdfd-44d9-b4ef-6bdd0ed27699\" data-image-id=\"737a4cd3-cdfd-44d9-b4ef-6bdd0ed27699\" alt=\"\"></figure>\n<ul>\n  <li>Templates now correctly retain <strong>cross-section data</strong> for cleats and stiffening members, ensuring accurate geometry generation.</li>\n  <li><strong>Custom cross-sections (CSS) stored in the MPRL</strong> are included in templates and automatically applied to new models.</li>\n  <li>A new <strong>Workplane operation method, Intersection</strong>, allows templates to be used for members ending in both X+ and X– directions within Checkbot, with adjustable offset and positioning on the near or far edge of the related member.</li>\n</ul>\n<figure data-asset-id=\"618d872c-8d91-4f63-98b3-d45e7e9c17e2\" data-image-id=\"618d872c-8d91-4f63-98b3-d45e7e9c17e2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6c417587-c02f-4a0b-933f-9a3c4071f6ac/25-1%20predefined%20set%203.png\" data-asset-id=\"618d872c-8d91-4f63-98b3-d45e7e9c17e2\" data-image-id=\"618d872c-8d91-4f63-98b3-d45e7e9c17e2\" alt=\"\"></figure>\n<p>Thanks to this new function, templates are applicable at both ends in the Checkkbot.</p>\n<figure data-asset-id=\"dfb6b20b-9c5f-46b7-b003-b1ca968c6f89\" data-image-id=\"dfb6b20b-9c5f-46b7-b003-b1ca968c6f89\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c3991f2a-98fe-4c99-a1b7-a6875607d42d/25-1%20predefined%20set%204.png\" data-asset-id=\"dfb6b20b-9c5f-46b7-b003-b1ca968c6f89\" data-image-id=\"dfb6b20b-9c5f-46b7-b003-b1ca968c6f89\" alt=\"\"></figure>\n<p>Parametric templates can also be <a data-item-id=\"e8d3e9e8-0671-460a-bc80-22eb894538ca\" href=\"\">combined with each other or with standard manufacturing operations</a>.</p>\n<p><em>Released in </em><a data-item-id=\"44b90fbb-8348-4643-8966-823b2c71587b\" href=\"\"><em>IDEA StatiCa version 25.1</em></a><em>.</em></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_1085ffa\"></object>"
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                                                                                                                                                                    "value": "<p>In this webinar, we will discuss the workflows for <strong>standard connections</strong>. IDEA StatiCa has focused its development on making the design of standard connections supereffective. Sign in and watch how to make your work easier!</p>\n<p>So how does IDEA StatiCa replace the good old ways? It's the combination of the Checkbot app for managing the nodes, parametric input and ready-to-use <a data-item-id=\"07f0d4e0-790e-4ddc-82eb-6bff094488b3\" href=\"\">Parametric templates in Connection Library</a> for instant design, bulk generation of reports including sketches, and export of IFC files for CAD drawings.</p>\n<figure data-asset-id=\"4e7c7dfb-510b-4bcf-8ae7-36b1969d03e2\" data-image-id=\"4e7c7dfb-510b-4bcf-8ae7-36b1969d03e2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4871683a-4fed-41c3-b607-66c5c65bd35a/Parametric%20templates.png\" data-asset-id=\"4e7c7dfb-510b-4bcf-8ae7-36b1969d03e2\" data-image-id=\"4e7c7dfb-510b-4bcf-8ae7-36b1969d03e2\" alt=\"\"></figure>\n<p>Should you prefer, you can also read a blog on the same topic - <a data-item-id=\"c6686af1-9ebc-4586-9cd2-849a279800b0\" href=\"\">Don't let standard connection design slow you down</a>.</p>\n<h2>Excel is great, but...</h2>\n<p>Excel sheets can be very effective, but there are multiple risks and limitations. What if your Excel spreadsheet is programmed for 4 rows of bolts and you design 6 of them? Is using envelope forces still economical? Is the report full and understandable for everybody involved in the project?</p>\n<p>All these questions will be answered during the broadcast. We will also demonstrate live how the fast, safe, and trouble-free workflow for standard connections looks like with IDEA StatiCa software</p>\n<ul>\n  <li>Preprocessing with IDEA StatiCa Checkbot</li>\n  <li>Easy input of design using the parametric templates</li>\n  <li>Bulk report for all connections including sketches</li>\n  <li>Export of IFC models usable in CAD</li>\n</ul>\n<p><br></p>\n<h2>Webinar recording</h2>"
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                                                                                                                                                                    "value": "<h2>Cracking the connection design puzzle</h2>\n<p>As an expert in <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">connection design</a>, from time to time, you wonder how to solve a particular connection to satisfy the requests of all stakeholders.</p>\n<p>You may argue with me that most of the steel connections in your projects are more or less standard, and you can design them blindfolded or at least with the help of your connection design Green Book.&nbsp;</p>\n<p>But in the corner of your mind, you know it is not perfectly true. Often you have to sit down with your colleagues with a pencil and paper to sketch out various possibilities for a column-to-beam connection that looked soooo simple at first glance.&nbsp;</p>\n<p>And here the discussion started:&nbsp;</p>\n<p>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;\"We've always done it that way.\"</p>\n<p>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;\"This connection would be too expensive.\"</p>\n<p>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;\"You can't add bolts here. Welding there would be a much better option\".</p>\n<p>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;\"It should be rather semi-rigid than rigid.\"</p>\n<p>And then, you start searching for inspiration on how to solve such a connection safely and efficiently. First, within your office with your colleagues, then you start browsing and exploring your past projects.&nbsp;</p>\n<p>Somebody has to solve a similar issue before, right?&nbsp;</p>\n<p>And this is where IDEA StatiCa comes in.&nbsp;</p>\n<h2>Connection Library at your service</h2>\n<p><a data-item-id=\"d462d4fd-c84f-4b3b-8111-c248b270291b\" href=\"\"><strong>Connection Library</strong></a><strong> is a cloud application that provides you with 400,000+&nbsp;ideas for your connection designs</strong> from all around the world. Saying that, it is by far the world's largest database of steel connections.&nbsp;Available just at your fingertips. And for free...&nbsp;</p>\n<p>With the Connection Library, you can browse examples matching&nbsp;your project and <strong>find inspiration in seconds</strong>!&nbsp;</p>\n<p><strong>The use is pretty easy, just like 1-2-3.&nbsp;</strong></p>\n<h4>1. Define the geometry of your model</h4>\n<p>The whole database is segmented and filterable by a smart system of connection geometries. What does it mean? Using a few setting parameters, you can model your connection members quickly with a predefined set of cross-sections and filters.&nbsp;</p>\n<p>You can play with members, add them or remove, rotate, or adjust them. For each of them, you can select from 8 different types of cross-sections + one general, in case you are not sure yet.&nbsp;</p>\n<p>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;Do you need to add a hollow section? No problem!&nbsp;</p>\n<p>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;Did you say \"rectangular\"? Here you are!&nbsp;</p>\n<p>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;Change it to I-shape? Just click here.&nbsp;</p>\n<figure data-asset-id=\"e1a658ae-4ba2-46d8-ba48-7f8c3a369520\" data-image-id=\"e1a658ae-4ba2-46d8-ba48-7f8c3a369520\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6a3c1e2d-08d0-4c87-8802-396313c40d21/ConLib-step01-2.5x.gif\" data-asset-id=\"e1a658ae-4ba2-46d8-ba48-7f8c3a369520\" data-image-id=\"e1a658ae-4ba2-46d8-ba48-7f8c3a369520\" alt=\"\"></figure>\n<p>By the way, if you are not sure about your solution yet or you want to see the rich inspiration for the most popular connection types, you can just click on one of the <strong>four preselected models</strong> in the bottom right corner.&nbsp;</p>\n<h4>2. Browse potential candidates</h4>\n<p>Based on your model settings, you can start browsing thousands of connections with the same geometry. Obviously, the more precisely specified geometry, the more accurate the offer of solutions would be.&nbsp;</p>\n<figure data-asset-id=\"60697ce5-4c9f-4b1d-9253-cd19905778d1\" data-image-id=\"60697ce5-4c9f-4b1d-9253-cd19905778d1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/971c4360-91a6-4b20-b3a5-1857f609ecec/connection-library-v0-03d.PNG\" data-asset-id=\"60697ce5-4c9f-4b1d-9253-cd19905778d1\" data-image-id=\"60697ce5-4c9f-4b1d-9253-cd19905778d1\" alt=\"\"></figure>\n<p>If there are too many options, try to<strong> adjust filtering</strong>, refine your settings, or fine-tune connectors and features.&nbsp;</p>\n<p>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;Need only welded connections? Just set the right filter on/off.&nbsp;</p>\n<p>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;Do you need to see only anchorings? One more click...</p>\n<figure data-asset-id=\"e8382292-814a-45d0-a4de-7102762ae730\" data-image-id=\"e8382292-814a-45d0-a4de-7102762ae730\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c80e68b1-8452-49b2-8d02-459e79d38874/connection-library-v0-01-filters1.png\" data-asset-id=\"e8382292-814a-45d0-a4de-7102762ae730\" data-image-id=\"e8382292-814a-45d0-a4de-7102762ae730\" alt=\"\"></figure>\n<p>If the offered examples are not matching perfectly, take a step back and adjust your initial model.&nbsp;</p>\n<h4>3. Explore details in a 3D view</h4>\n<p>The last step enables you to explore connection details and properties in the 3D view window. You can find similar connections and see how other engineers solved them.&nbsp;</p>\n<p><strong>To access the 3D view</strong>, <strong>you have to either have an IDEA StatiCa account</strong> already (you have the IDEA StatiCa desktop license, no matter if a commercial or free – educational or trial), or you can quickly <a data-item-id=\"0c872071-6a3f-4b99-8cd4-66440db9cc0d\" href=\"\">create a free account</a>, which allows you to explore the connection details.</p>\n<p>Besides the filter settings, you can also see according to which standard the connection had been designed.&nbsp;</p>\n<figure data-asset-id=\"d9678bf1-23da-425d-8e76-561722b61b32\" data-image-id=\"d9678bf1-23da-425d-8e76-561722b61b32\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/06240ec5-08e5-46d4-8c3d-5d74f4353e21/connection-library-v1-04.PNG\" data-asset-id=\"d9678bf1-23da-425d-8e76-561722b61b32\" data-image-id=\"d9678bf1-23da-425d-8e76-561722b61b32\" alt=\"\"></figure>\n<p>If you like the selected solution, get inspired, and you can try to model it in the IDEA StatiCa desktop app on your own.</p>\n<h2>Where are all these connections coming from?</h2>\n<p>As you can imagine, putting together such an extensive database of steel connections was not an easy task.&nbsp;</p>\n<p>Connection Library has been created by structural engineers for the global community of engineers, nurturing inspiration and simplifying their work, much like programmers share code for collective benefit.</p>\n<p>The <strong>Connection Library database comes from data gathered by another IDEA StatiCa cloud app called </strong><a data-item-id=\"509c9953-7d08-4da3-9b0e-1651eb8053ea\" href=\"\"><strong>Viewer</strong></a>, where engineers can share their project files. We took those connection designs, made them anonymous, and kept just the important bits like cross-sections, member geometry, and the building codes. No data from our desktop applications were used to build the Connection Library database.</p>\n<h2>Now it's your turn...</h2>\n<p><a href=\"https://connectionlibrary.ideastatica.com/\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">IDEA StatiCa Connection Library</a> is an (almost) endless source of inspiration for you. Take the plunge into testing, browse it, change geometries... Just do your best to find out what scenarios it can cover for you, your projects, and designs.&nbsp;</p>\n<p>Connection Library is a new tool, and as for every new project, <strong>we would love to hear your feedback</strong>.&nbsp;</p>\n<p>What do you like or dislike? How can it be improved, or what features should we add to it? 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                                                                                                                                            "value": "<h2>1 New project</h2>\n<p>Launch&nbsp;<strong>IDEA StatiCa</strong>&nbsp;(<a data-item-id=\"0dff6482-3e17-4ca2-bb66-b4abc6a8dde4\" href=\"\">download the newest version</a>)&nbsp;and select the&nbsp;<strong>Connection&nbsp;</strong>application.</p>\n<p>Create a&nbsp;new&nbsp;project by selecting the starting template closest to the desired design. Fill in the name, select&nbsp;the steel grade <strong>S355</strong>,<strong> </strong>design code <strong>Eurocode</strong>, and <strong>Create project</strong>.</p>\n<figure data-asset-id=\"a6981427-9bf8-490c-81be-6b03c12d1876\" data-image-id=\"a6981427-9bf8-490c-81be-6b03c12d1876\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e0cf615f-2ba9-4da3-b09c-f086263ce42d/Buckling%20EN%201.png\" data-asset-id=\"a6981427-9bf8-490c-81be-6b03c12d1876\" data-image-id=\"a6981427-9bf8-490c-81be-6b03c12d1876\" alt=\"Template\"></figure>\n<p>Since we are using the EN code, set the <strong>metric units</strong> (see <a data-item-id=\"832da2a8-6d89-4598-84c5-dfc30515c634\" href=\"\">How to change the system of units</a>).</p>\n<h2>2 Geometry</h2>\n<p>Start with the modification of the cross-section of the horizontal member <strong>C</strong>. Use the <strong>right-mouse-click </strong>on the member in the scene or the <strong>pen </strong>button in properties to change the cross-section of the same shape.</p>\n<figure data-asset-id=\"eb89c3cf-1e2e-49ed-9f00-d8d991a17052\" data-image-id=\"eb89c3cf-1e2e-49ed-9f00-d8d991a17052\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d8b5815e-0b69-4fda-9c68-a6b9fb7bc2a3/Buckling%20EN%202.png\" data-asset-id=\"eb89c3cf-1e2e-49ed-9f00-d8d991a17052\" data-image-id=\"eb89c3cf-1e2e-49ed-9f00-d8d991a17052\" alt=\"Define cross section\"></figure>\n<p>Select <strong>IPE220</strong> from the library.</p>\n<figure data-asset-id=\"1962f105-568e-4bb0-90fb-ebae342a4384\" data-image-id=\"1962f105-568e-4bb0-90fb-ebae342a4384\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/81c5bfa0-78bd-40af-84b6-2b5c40b8c15d/Buckling%20EN%203.png\" data-asset-id=\"1962f105-568e-4bb0-90fb-ebae342a4384\" data-image-id=\"1962f105-568e-4bb0-90fb-ebae342a4384\" alt=\"\"></figure>\n<p>Now, change the cross-section of the vertical member <strong>B</strong> to another shape, again using the <strong>right-mouse button </strong>on the member in the scene or the <strong>plus </strong>button in properties.</p>\n<figure data-asset-id=\"780f2d25-9529-4cda-ac61-990ded157d6e\" data-image-id=\"780f2d25-9529-4cda-ac61-990ded157d6e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7a259f08-4777-4592-a3e5-911e4b045679/Buckling%20EN%204.png\" data-asset-id=\"780f2d25-9529-4cda-ac61-990ded157d6e\" data-image-id=\"780f2d25-9529-4cda-ac61-990ded157d6e\" alt=\"\"></figure>\n<p>Choose the <strong>rectangular hollow sections</strong> group and confirm the <strong>RHS120/80/8.0 </strong>type of<strong> </strong>cross-section.</p>\n<figure data-asset-id=\"30aff843-d523-4e11-b51e-84f59974f956\" data-image-id=\"30aff843-d523-4e11-b51e-84f59974f956\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f5a8b898-5ab6-475d-8c8f-f47a198e1006/Buckling%20EN%205.png\" data-asset-id=\"30aff843-d523-4e11-b51e-84f59974f956\" data-image-id=\"30aff843-d523-4e11-b51e-84f59974f956\" alt=\"\"></figure>\n<p>Now, you can modify the properties of member <strong>B</strong>. Set the <strong>Model type</strong> to <strong>N-Vy-Vz</strong> and the parameter <strong>Forces in</strong> to <strong>Bolts</strong>.</p>\n<figure data-asset-id=\"5c347a47-b1b2-473f-9a21-9715f4b7e8b3\" data-image-id=\"5c347a47-b1b2-473f-9a21-9715f4b7e8b3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/36ec5a55-6b73-4393-be03-7797fefdcbd5/2_4.png\" data-asset-id=\"5c347a47-b1b2-473f-9a21-9715f4b7e8b3\" data-image-id=\"5c347a47-b1b2-473f-9a21-9715f4b7e8b3\" alt=\"\"></figure>\n<p>Read more about the Model type and Forces in parameters in <a data-item-id=\"ac982d36-e45a-5d9f-93f8-344206647dc4\" href=\"\">How to model a single bolt connection (Model type)</a> and <a data-item-id=\"a25875d5-40c2-5ae8-8919-18016fad28ff\" href=\"\">How to define correct load position (Forces in)</a> articles.</p>\n<h2>3 Load effects</h2>\n<p>Let’s continue with the <a data-item-id=\"3eca9f92-b870-40f1-b11b-dd1ba61acb5a\" href=\"\">Load effects</a>. Load effect <strong>LE1</strong> was automatically added. Input <strong>-40 kN</strong> of normal force <strong>N [kN]</strong> for member <strong>B / End</strong> in the tab and <strong>-20 kN</strong> of shear force <strong>Vz [kN]</strong> for both ends of member C<strong> (C / Begin, C / End).</strong></p>\n<figure data-asset-id=\"724d1d4c-5f2b-4b29-b421-de33c6e0129e\" data-image-id=\"724d1d4c-5f2b-4b29-b421-de33c6e0129e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ce6184cb-f9d6-45ae-845f-212754f5955a/3_5.png\" data-asset-id=\"724d1d4c-5f2b-4b29-b421-de33c6e0129e\" data-image-id=\"724d1d4c-5f2b-4b29-b421-de33c6e0129e\" alt=\"\"></figure>\n<h2>4 Design</h2>\n<p>Now define the manufacturing operations. Click on the <strong>Operations</strong> icons in the ribbon (alternatively, right-click on Operations in the tree of entities and New operation).</p>\n<figure data-asset-id=\"918e50e7-cb2f-446f-8ffc-2fd20f1b9906\" data-image-id=\"918e50e7-cb2f-446f-8ffc-2fd20f1b9906\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/df42ea81-dc79-4ce9-80f9-0b0ff06b639e/Buckling%20EN%206.png\" data-asset-id=\"918e50e7-cb2f-446f-8ffc-2fd20f1b9906\" data-image-id=\"918e50e7-cb2f-446f-8ffc-2fd20f1b9906\" alt=\"\"></figure>\n<p>Select the <strong>Connecting plate</strong> operation from the list of available manufacturing operations.</p>\n<figure data-asset-id=\"5b22483b-0119-4c16-ac4b-2ea7d7c4c6bc\" data-image-id=\"5b22483b-0119-4c16-ac4b-2ea7d7c4c6bc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3ea4de54-c8ac-4b5a-9acc-8505cbc741a4/Buckling%20analysis%20EN%204-2.png\" data-asset-id=\"5b22483b-0119-4c16-ac4b-2ea7d7c4c6bc\" data-image-id=\"5b22483b-0119-4c16-ac4b-2ea7d7c4c6bc\" alt=\"\"></figure>\n<p>Now, define the properties of the connecting plate <strong>CPL1</strong>. Change the <strong>Thickness </strong>of the gusset plate and connecting plate to <strong>6 mm</strong>, the <strong>Width </strong>of the gusset plate and connecting plate to <strong>140 mm</strong>, change the <strong>Type </strong>of the connecting plate to the <strong>Notched member </strong>and choose the <strong>M16 8.8 </strong>bolts.</p>\n<figure data-asset-id=\"b479a56c-54a3-42be-baf4-35190ae5c073\" data-image-id=\"b479a56c-54a3-42be-baf4-35190ae5c073\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d27ab005-6f40-4a8f-8df0-3b34106a194e/Buckling%20analysis%20EN%204-4.png\" data-asset-id=\"b479a56c-54a3-42be-baf4-35190ae5c073\" data-image-id=\"b479a56c-54a3-42be-baf4-35190ae5c073\" alt=\"\"></figure>\n<p>The model is ready to be analyzed.</p>\n<h2>5 Calculation and Check</h2>\n<p>Navigate to the <strong>Check</strong> tab at the top ribbon and start the calculation of both the EPS (stress/strain) and buckling<strong> </strong>analysis under the <strong>Calculate </strong>and <strong>Stress/strain - Buckling</strong> command.</p>\n<figure data-asset-id=\"e6141b1c-210d-41d5-80cd-65308c7a2d36\" data-image-id=\"e6141b1c-210d-41d5-80cd-65308c7a2d36\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b59b8c6f-21f3-45ef-9a02-37891c6e49ca/Buckling%20EN%208.png\" data-asset-id=\"e6141b1c-210d-41d5-80cd-65308c7a2d36\" data-image-id=\"e6141b1c-210d-41d5-80cd-65308c7a2d36\" alt=\"Buckling Calculation\"></figure>\n<p>Turn on the <strong>Buckling shape</strong>, <strong>Mesh</strong>, and <strong>Deformed</strong> view. The tab of critical buckling factors is provided in the <strong>Buckling </strong>tab.</p>\n<figure data-asset-id=\"99fb82fd-f2f9-426c-9c3b-8d52eb23f0df\" data-image-id=\"99fb82fd-f2f9-426c-9c3b-8d52eb23f0df\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9ff9b326-990c-4861-b110-5400ea76a950/Buckling%20EN%207.png\" data-asset-id=\"99fb82fd-f2f9-426c-9c3b-8d52eb23f0df\" data-image-id=\"99fb82fd-f2f9-426c-9c3b-8d52eb23f0df\" alt=\"\"></figure>\n<p>By clicking on each row in the tab of critical buckling factors, you can browse the deformed shapes in the 3D window and analyze them visually.</p>\n<p>To understand the results of the analysis, please read the recommended documents, such as the <a data-item-id=\"c0240dcc-a0cd-4544-ab35-b69b96dd548f\" href=\"\">Theoretical Background</a> or <a data-item-id=\"86394c07-159a-5b98-b6ac-480ac7517b35\" href=\"\">Global buckling vs. local buckling. What does it mean?</a> article, or <a data-item-id=\"7264c6af-2992-4866-b1e4-b8ca79ab1c57\" href=\"\">Buckling needs critical thinking!</a> blogpost.</p>\n<p>Since this is a case of global buckling and the buckling factor is lower than 15, you should use one of the further measures:</p>\n<ul>\n  <li>Simulate the 2nd order effects - add extra shear load perpendicular to the gusset plate as a destabilizing force due to eccentricities with the magnitude of <em>V = N / </em>10 in the location of the bolt group center; A suggestion for this type of connection can be found in the <a data-item-id=\"ae41f5ca-d7b8-41d8-8cad-e9dfb222f5a1\" href=\"\">Gusset plate design in IDEA StatiCa Connection</a>&nbsp;article.</li>\n  <li>or strengthen the connection and recalculate the buckling analysis to ensure the critical buckling factor is higher than 15,</li>\n  <li>or use a different analysis or approach to ensure the buckling is not dangerous for the designed connection.</li>\n</ul>\n<p>We will use the first measure. Go back to <strong>Design</strong>, open the load effect <strong>LE1,</strong> and input <strong>4 kN </strong>of shear force <strong>Vy</strong> to <strong>B / End </strong>and <strong>-2 kN</strong> of shear force <strong>Vy</strong> to <strong>C / Begin</strong> and <strong>C / End</strong>.</p>\n<figure data-asset-id=\"a85bebf0-13d6-4581-87d6-d01b4772145f\" data-image-id=\"a85bebf0-13d6-4581-87d6-d01b4772145f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bde6bc87-242e-4712-af8d-0c9ce07311f2/Buckling%20analysis%20EN%205-3.png\" data-asset-id=\"a85bebf0-13d6-4581-87d6-d01b4772145f\" data-image-id=\"a85bebf0-13d6-4581-87d6-d01b4772145f\" alt=\"\"></figure>\n<p>Recalculate the<strong> </strong>Stress/strain analysis (no more buckling analysis needed). The overall results show the connection passes all the code checks.</p>\n<figure data-asset-id=\"4fdee87e-a510-483b-bfa8-f2a52e4ce1db\" data-image-id=\"4fdee87e-a510-483b-bfa8-f2a52e4ce1db\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6bc2d3d3-2a37-44b9-a0f0-be3754116f8d/results%20image%20with%20Vz%20force.png\" data-asset-id=\"4fdee87e-a510-483b-bfa8-f2a52e4ce1db\" data-image-id=\"4fdee87e-a510-483b-bfa8-f2a52e4ce1db\" alt=\"\"></figure>\n<h2>6 Report</h2>\n<p>As the last step, go to the tab <strong>Report </strong>and <strong>Generate </strong>it. IDEA StatiCa offers a fully customizable report to print out or save in an editable format.</p>\n<figure data-asset-id=\"6889fb28-efbf-405a-bf08-7d57aef2eadb\" data-image-id=\"6889fb28-efbf-405a-bf08-7d57aef2eadb\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c6479af2-d8db-45aa-8304-f4b0ade98bd1/Buckling%20EN%209.png\" data-asset-id=\"6889fb28-efbf-405a-bf08-7d57aef2eadb\" data-image-id=\"6889fb28-efbf-405a-bf08-7d57aef2eadb\" alt=\"\"></figure>\n<p>You have designed and code-checked a structural steel joint according to Eurocode (EN).</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"buckling_analysis__en__924b4d1\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"campus_cta\"></object>"
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                                                                                                                                                    "value": "<p>How often have you faced a situation when you were dealing with a complex project topology, difficult steel connections, unconventional structural stability situation, or something else not covered by books? Join our Wednesdays’ regular webinars and find out more about our software and its breakthrough CBFEM technology.</p>\n<p>During the webinar, you will see an explanation of buckling results in IDEA StatiCa. Together, we will take a trip through buckling shapes and factors of the critical load. Let´s look at the issue of local and global buckling and also thin-walled members. Maybe it’s time to start playing with the connections, not to fight them.</p>\n<p>Join our experienced Product Engineers and calculate yesterday’s estimates!</p>\n<h2>Webinar recording</h2>"
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                                                                                                                                    "value": "<h2>Introduction</h2>\n<p>When designing the structure to resist the seismic load case combination, the engineer must choose a concept:</p>\n<ul>\n  <li>Low dissipative structural behavior\n    <ul>\n      <li><em>q</em> = 1 to 2 (section class 4 → <em>q</em> = 1)</li>\n      <li>No special requirements for steel structures</li>\n      <li>Ductility class low (DCL)</li>\n    </ul>\n  </li>\n  <li>Dissipative structural behavior\n    <ul>\n      <li><em>q</em> ≤ 4 – Ductility class medium (DCM), section class 1, 2</li>\n      <li><em>q</em> &gt; 4 – Ductility class high (DCH), section class 1</li>\n    </ul>\n  </li>\n</ul>\n<p>For low dissipative structural behavior, no special requirements are necessary, and usual connection checks are required. However, for high seismic loads, designing a structure resisting remaining in an elastic state is unfeasible, and dissipative structural behavior is necessary. The Member Capacity Design analysis in IDEA StatiCa Connection is meant for such behavior.</p>\n<p>Possible structural types of seismic resisting systems allowed in EN 1998-1 are:</p>\n<ul>\n  <li>Moment resisting frames (MRF)\n    <ul>\n      <li>plastic hinges at the ends of beams or in the connections of the beams to columns</li>\n      <li>plastic hinges may also be:\n        <ul>\n          <li>at the column base</li>\n          <li>at the top of the column in the upper floor</li>\n        </ul>\n      </li>\n    </ul>\n  </li>\n  <li>Frames with concentric bracings (CBF):\n    <ul>\n      <li>dissipative zones are located in the diagonals in tension</li>\n    </ul>\n  </li>\n  <li>Frames with eccentric bracings (EBF):\n    <ul>\n      <li>dissipative zones in seismic links, mostly in beams</li>\n    </ul>\n  </li>\n  <li>Inverted pendulum structures</li>\n  <li>Steel structures associated with concrete cores or concrete walls</li>\n  <li>Dual frames made of moment-resisting frames combined with braced frames\n    <ul>\n      <li>MRF contributes &gt; 25 % to total strength and stiffness</li>\n    </ul>\n  </li>\n  <li>Moment-resisting frames combined with reinforced concrete infills</li>\n</ul>\n<h2>Determination of seismic load cases</h2>\n<p>Internal forces for seismic load combination may be determined by one of the following methods of structural seismic analysis:</p>\n<ul>\n  <li>Lateral force method</li>\n  <li>Linear modal response spectrum analysis</li>\n  <li>Nonlinear static pushover analysis</li>\n  <li>Nonlinear time-history dynamic analysis</li>\n</ul>\n<p>Using linear modal response spectrum analysis causes internal forces to “lose signs” due to the method of square root of sum of squares (SRSS). The signs should be reobtained by the lateral force method – the joint in IDEA StatiCa must be in equilibrium. The seismic loads are in the accidental load combination, and the structure is analyzed. The joints are designed using standard Stress, strain analysis (EPS) in IDEA StatiCa Connection.</p>\n<p>Furthermore, non-dissipative members must be able to safely, without significant deformations, transfer forces necessary to create the plastic hinges in dissipative members. This additional check is performed in Member Capacity Design analysis (MC).</p>\n<h2>Capacity design</h2>\n<p>The objective of capacity design is to confirm a building undergoes controlled ductile behavior in order to avoid collapse in a design-level earthquake. This involves designing the structure to allow ductile failure at key predictable locations within the structure and to prevent other failure types occurring near these locations or elsewhere in the structure.</p>\n<p>In other words, in a structure that contains both brittle and ductile elements, capacity design is a method to provide the structure with an overall ductile characteristic.</p>\n<p>Some members are considered as dissipative and others non-dissipative. Connections are usually non-dissipative but in some cases may be dissipative. Dissipative elements are expected to undergo significant plastic deformations during seismic load case, the seismic energy may be depleted at these deformations, and the seismic load is therefore significantly lower. On the other hand, dissipative elements must be able to withstand the cyclic strains without any cracks, and all non-dissipative elements must be able to transfer the load induced by dissipative elements. To ensure the formation of plastic hinge in the dissipative member, the probable yield strength is used instead of nominal yield strength, and sometimes, especially for beams in MRFs, also strain-hardening is taken into account. Thus, the strength of dissipative members is taken as:</p>\n<p>\\(f_{y,max} = \\gamma_{sh} \\cdot \\gamma_{ov} \\cdot f_y \\) (EN)</p>\n<p>\\(F_{y,max}= C_{pr} \\cdot R_y \\cdot F_y \\) (AISC)</p>\n<p>where:</p>\n<ul>\n  <li><em>γ</em><sub>sh</sub> – strain-hardening factor, equal to 1.1 in EN 1998-1 and 1.2 in EN 1993-1-8; value 1.2 is recommended in ECCS manuals because it corresponds better to steel grades used for seismic applications; editable at dissipative element function</li>\n  <li><em>γ</em><sub>ov</sub> – overstrength factor, recommended value is 1.25; editable in materials</li>\n  <li>\\(C_{pr} = \\frac{F_y + F_u}{2 \\cdot F_y}\\)&nbsp;– strain-hardening factor – AISC 358-16 (2.4-2); may be turned on or off at dissipative element function</li>\n  <li><em>R</em><sub>y</sub> – ratio of probable to minimal yield strength – AISC 341-16 – Table A3.1; editable in materials</li>\n</ul>\n<p>Ultimate (tensile) strength is also modified for elements selected as dissipative:</p>\n<p>\\(f_{u,max}= \\gamma_ov \\cdot f_u \\) (EN)</p>\n<p>\\(F_{u,max} = R_t \\cdot F_u \\) (AISC)</p>\n<p>where:</p>\n<ul>\n  <li><em>γ</em><sub>ov</sub> – overstrength factor, recommended value is 1.25; editable in materials</li>\n  <li><em>R</em><sub>u</sub> – ratio of probable to minimal tensile strength – AISC 341-16 – Table A3.1; editable in materials</li>\n</ul>\n<p>All the factors are modifiable allowing user a great degree of freedom. Moreover, multiple overstrength functions may be created with varying properties, but one plate may be selected only once. The strain-hardening factor is typically not used (equal to 1) for the analysis of braced frames. Note that safety (resistance/capacity) factors are not used for dissipative elements (members or plates with applied overstrength function).</p>\n<h2>Case study: Moment resisting frames</h2>\n<p>Typically, the beam is a dissipative member, in which plastic hinge is meant to form, and connection and the column are non-dissipative elements, which must remain without significant deformations. The beam is loaded by the load necessary to form plastic hinge in the beam with probable yield strength and by the corresponding shear force:</p>\n<p>\\[ M_{Ed} = f_{y,max} \\cdot W_{pl} \\]</p>\n<p>\\[V_{Ed} = \\frac{2M_{Ed}}{L_h} + V_{gravity} \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>W</em><sub>pl</sub> – plastic section modulus of the beam</li>\n  <li><em>L</em><sub>h</sub> – distance between two plastic hinges on the beam</li>\n  <li><em>V</em><sub>gravity</sub> – shear force due to gravity loading in the seismic combination</li>\n</ul>\n<figure data-asset-id=\"60d63b32-e0ab-41e1-b674-903365151edd\" data-image-id=\"60d63b32-e0ab-41e1-b674-903365151edd\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/483ccbcc-0aaf-4302-be41-45b5bf3074b6/plastic%20hinge.png\" data-asset-id=\"60d63b32-e0ab-41e1-b674-903365151edd\" data-image-id=\"60d63b32-e0ab-41e1-b674-903365151edd\" alt=\"Plastic hinge\"></figure>\n<p>Note that if a double-sided beam-to-column joint is used, the forces must be from the same load case with correct directions, e.g.:</p>\n<figure data-asset-id=\"1496a1bc-2d5e-41ef-89e5-4447eeaf64c5\" data-image-id=\"1496a1bc-2d5e-41ef-89e5-4447eeaf64c5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/582bcac7-9ba5-48d1-bc9b-cf153db4dfad/CD_Loads.png\" data-asset-id=\"1496a1bc-2d5e-41ef-89e5-4447eeaf64c5\" data-image-id=\"1496a1bc-2d5e-41ef-89e5-4447eeaf64c5\" alt=\"Loads\"></figure>\n<figure data-asset-id=\"15fd28dd-c0c2-43bf-95ea-b445526a323c\" data-image-id=\"15fd28dd-c0c2-43bf-95ea-b445526a323c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d766deab-f4a5-4454-84cf-39ea37c6773a/CD_two%20members.png\" data-asset-id=\"15fd28dd-c0c2-43bf-95ea-b445526a323c\" data-image-id=\"15fd28dd-c0c2-43bf-95ea-b445526a323c\" alt=\"Capacity design - two members\"></figure>\n<p>The shear forces are typically applied at the node for rigid joints. But the applied corresponding shear force is decreasing the bending moment at the plastic hinge. The moment at the plastic hinge is calculated as \\(M_{Ed} = f_{y,max} \\cdot W_{pl}\\)&nbsp;and the bending moment <em>M</em><sub>y</sub> at the node is increased by the shear force <em>V</em><sub>z</sub> to \\( M_y = f_{y,max} \\cdot W_{pl} + V_z \\cdot s_h \\)&nbsp;where <em>s</em><sub>h</sub> is the distance between the node and the location of the plastic hinge. AISC&nbsp;358 specifies the value <em>s</em><sub>h</sub> but for the distance between the column face and the plastic hinge.</p>\n<p>Another option is to set \\(M_y = f_{y,max} \\cdot W_{pl} \\)&nbsp;and set the position of shear force at the location of the intended plastic hinge (Model &gt; Forces in &gt; Position).</p>\n<figure data-asset-id=\"daaac3d7-2c87-489c-8104-499dad282eff\" data-image-id=\"daaac3d7-2c87-489c-8104-499dad282eff\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/06316641-4318-4a33-8fd4-527696997791/CD_moment%20at%20hinge.png\" data-asset-id=\"daaac3d7-2c87-489c-8104-499dad282eff\" data-image-id=\"daaac3d7-2c87-489c-8104-499dad282eff\" alt=\"Capacity design - moment in a hinge\"></figure>\n<p>There may be other non-dissipative members connected to the joint. Such members should be loaded by gravity loads from the accidental seismic load combination.</p>\n<h2>Detailing</h2>\n<p>Detailing rules specified in relevant codes are not checked in IDEA StatiCa Connection and must be followed. Resistance against low-cyclic fatigue of many seismic-resistant joints was validated by experimental testing. Especially weld details are prone to fatigue cracking, and only a standard weld check is not enough for connections of dissipative members. Examples of weld details prescribed in project EQUALJOINTS are shown below.</p>\n<p><strong>Weld details of the groove full penetration welds of extended stiffened and unstiffened end-plate beam-to-column joints:</strong></p>\n<figure data-asset-id=\"19efeda2-718d-487d-a239-43445fadd4fc\" data-image-id=\"19efeda2-718d-487d-a239-43445fadd4fc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a853b6cd-c344-4e92-80e9-b23c2362d4d9/CD_weld%20detailing1.png\" data-asset-id=\"19efeda2-718d-487d-a239-43445fadd4fc\" data-image-id=\"19efeda2-718d-487d-a239-43445fadd4fc\" alt=\"Detailing - welds\"></figure>\n<p><strong>Weld details for haunched extended end-plate joints:</strong></p>\n<figure data-asset-id=\"425946b4-0372-491d-99be-8e952ddf8127\" data-image-id=\"425946b4-0372-491d-99be-8e952ddf8127\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8917a6f8-2112-4a1f-87f9-b4f2b20af6a7/CD_weld%20detailing2.png\" data-asset-id=\"425946b4-0372-491d-99be-8e952ddf8127\" data-image-id=\"425946b4-0372-491d-99be-8e952ddf8127\" alt=\"Detailing\"></figure>\n<p><strong>Dog bone</strong></p>\n<figure data-asset-id=\"da4f1f2b-a663-47b2-bfb9-bbc918c603d1\" data-image-id=\"da4f1f2b-a663-47b2-bfb9-bbc918c603d1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/de1d2560-4775-4b55-9f51-77420a39ad88/CD_dog%20bone.png\" data-asset-id=\"da4f1f2b-a663-47b2-bfb9-bbc918c603d1\" data-image-id=\"da4f1f2b-a663-47b2-bfb9-bbc918c603d1\" alt=\"Dog bone\"></figure>\n<p>Beam flange width: &nbsp;<em>b</em><sub>f</sub>&nbsp;</p>\n<p>Beam depth: &nbsp;<em>d</em><sub>b</sub></p>\n<p>Maximum depth of the flange cut: &nbsp;<em>c</em> = 0.25 <em>b</em><sub>f</sub>&nbsp;</p>\n<p>Recommended depth of the flange cut: &nbsp;<em>c</em> = 0.20 <em>b</em><sub>f</sub></p>\n<p>Distance between column face and beginning of reduced beam section: &nbsp;<em>a</em> = 0.6 <em>b</em><sub>f</sub></p>\n<p>Length over which the flange is reduced: &nbsp;s = 0.75 <em>d</em><sub>b</sub></p>\n<h2>The rotational capacity of the connection</h2>\n<p>IDEA StatiCa Connection provides Moment-rotation diagrams for any connected member. Stiffness analysis gives (not only) the following results:</p>\n<ul>\n  <li>Initial stiffness</li>\n  <li>Limit capacity for 5% plastic strain</li>\n  <li>Rotational capacity for 15% plastic strain</li>\n</ul>\n<p>All of them are important for the proper seismic design of the connection. Rotational capacity (rotation <em>ϕ</em><em><sub>c</sub></em>) is used for the evaluation of the ductility of the connection. The given value can be compared with the values recommended in design codes.</p>\n<figure data-asset-id=\"7f4258bd-3c6c-4724-853f-a141b761564e\" data-image-id=\"7f4258bd-3c6c-4724-853f-a141b761564e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7b265bed-2ef8-4271-b2a1-ba058b80e6df/CD_ductility.png\" data-asset-id=\"7f4258bd-3c6c-4724-853f-a141b761564e\" data-image-id=\"7f4258bd-3c6c-4724-853f-a141b761564e\" alt=\"Ductility\"></figure>\n<h2>Summary</h2>\n<p>The joint intended as a part of a seismic resisting system with dissipative structural behavior has to be checked against:</p>\n<ul>\n  <li>standard load combinations (EPS analysis)</li>\n  <li>accidental seismic load combination (EPS analysis)</li>\n  <li>load necessary to form a plastic hinge in the dissipative member (MC analysis)</li>\n</ul>\n<p>Code specified detailing rules must be followed.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n3e5360ff_d1e3_018e_2faf_8b625157c3c6\"></object>\n<h2>References:</h2>\n<ul>\n  <li>EN 1998-1 Chapter 6: Specific rules for steel buildings</li>\n  <li>EN 1993-1-8</li>\n  <li>ACI 341-16 <a href=\"https://www.aisc.org/globalassets/aisc/publications/standards/seismic-provisions-for-structural-steel-buildings-ansi-aisc-341-16.pdf\">https://www.aisc.org/globalassets/aisc/publications/standards/seismic-provisions-for-structural-steel-buildings-ansi-aisc-341-16.pdf</a></li>\n  <li>ACI 358-18 <a href=\"https://www.aisc.org/globalassets/aisc/publications/standards/a358-18w.pdf\">https://www.aisc.org/globalassets/aisc/publications/standards/a358-18w.pdf</a></li>\n  <li>ACI 360-16 <a href=\"https://www.aisc.org/globalassets/aisc/publications/standards/a360-16-spec-and-commentary.pdf\">https://www.aisc.org/globalassets/aisc/publications/standards/a360-16-spec-and-commentary.pdf</a></li>\n  <li>CSA S16-14</li>\n</ul>\n<p><br></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"take_idea_statica_24_0_for_a_test_drive_today\"></object>"
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                                                                                                    "value": "<h2>1 New project</h2>\n<p>Let’s launch <strong>IDEA StatiCa</strong> and select application <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\"><strong>Connection</strong></a>. Create a new project by selecting a starting template closest to the desired design, filling in the name, and choosing the design code and default material properties – A992.</p>\n<figure data-asset-id=\"93381f9a-ebde-42b6-95a5-7056123a46d8\" data-image-id=\"93381f9a-ebde-42b6-95a5-7056123a46d8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/30a58e3a-dab5-4512-a3c1-fc24f63b004d/footing%20with%20diagonal.png\" data-asset-id=\"93381f9a-ebde-42b6-95a5-7056123a46d8\" data-image-id=\"93381f9a-ebde-42b6-95a5-7056123a46d8\" alt=\"\"></figure>\n<p>Since you work under the AISC code, set the <strong>imperial units</strong> (see <a data-item-id=\"832da2a8-6d89-4598-84c5-dfc30515c634\" href=\"\">How to change the system of units</a>).</p>\n<h2>2 Geometry</h2>\n<p>A column and a base plate with anchors were automatically added. Before continuing, make sure to explode the parametric template as shown below.</p>\n<figure data-asset-id=\"cf2d1b80-9def-4e3c-aba1-b6f03c0321a6\" data-image-id=\"cf2d1b80-9def-4e3c-aba1-b6f03c0321a6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/db65148a-a4c1-43f4-87d8-5e2443a91cf5/explode.png\" data-asset-id=\"cf2d1b80-9def-4e3c-aba1-b6f03c0321a6\" data-image-id=\"cf2d1b80-9def-4e3c-aba1-b6f03c0321a6\" alt=\"\"></figure>\n<p>First, change the <a data-item-id=\"a93fbea4-d814-5dcb-aa9e-35315063cb88\" href=\"\">cross-section</a> of the column.</p>\n<figure data-asset-id=\"380cae46-a3a3-4418-a1a5-4099f927ff05\" data-image-id=\"380cae46-a3a3-4418-a1a5-4099f927ff05\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8324fc8a-1389-4016-b69d-464edede9309/Footing%20with%20diagonal%20%28AISC%29_03.png\" data-asset-id=\"380cae46-a3a3-4418-a1a5-4099f927ff05\" data-image-id=\"380cae46-a3a3-4418-a1a5-4099f927ff05\" alt=\"Wide flange profile selection\"></figure>\n<p>And modify its offset in ex direction.</p>\n<figure data-asset-id=\"4a224ad2-58cb-4b97-839e-895b08f69147\" data-image-id=\"4a224ad2-58cb-4b97-839e-895b08f69147\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8410a514-e7ca-4981-86d7-775fbedf8b27/Footing%20with%20diagonal%20%28AISC%29_04.png\" data-asset-id=\"4a224ad2-58cb-4b97-839e-895b08f69147\" data-image-id=\"4a224ad2-58cb-4b97-839e-895b08f69147\" alt=\"Offset modification in base plate\"></figure>\n<p>Then add a new <a data-item-id=\"e2fb6b14-f5e4-4b81-8322-71acd2cdf487\" href=\"\">member</a>.</p>\n<figure data-asset-id=\"9d49e1ce-de36-4743-b393-2b95988a6847\" data-image-id=\"9d49e1ce-de36-4743-b393-2b95988a6847\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/74e62548-9bb9-40c9-912c-d8ba22802a82/Footing%20with%20diagonal%20%28AISC%29_05.png\" data-asset-id=\"9d49e1ce-de36-4743-b393-2b95988a6847\" data-image-id=\"9d49e1ce-de36-4743-b393-2b95988a6847\" alt=\"New member icon\"></figure>\n<p>And change its cross-section to HSS3X3X1/4 and material to A500 Grade C shaped</p>\n<figure data-asset-id=\"c6f29a39-6193-4430-9064-9d67b9cea33a\" data-image-id=\"c6f29a39-6193-4430-9064-9d67b9cea33a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8ceb0c72-e1e3-4126-b006-1a641e64240d/Footing%20with%20diagonal%20%28AISC%29_06.png\" data-asset-id=\"c6f29a39-6193-4430-9064-9d67b9cea33a\" data-image-id=\"c6f29a39-6193-4430-9064-9d67b9cea33a\" alt=\"HSS profile selection\"></figure>\n<figure data-asset-id=\"f2af0000-35ce-47a8-bee8-61c0b1ead7e2\" data-image-id=\"f2af0000-35ce-47a8-bee8-61c0b1ead7e2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9fa3df4f-83e5-423d-870d-6a967acf5163/Footing%20with%20diagonal%20%28AISC%29_07.png\" data-asset-id=\"f2af0000-35ce-47a8-bee8-61c0b1ead7e2\" data-image-id=\"f2af0000-35ce-47a8-bee8-61c0b1ead7e2\" alt=\"Material selection A500\"></figure>\n<p>Change the <strong>member pitch angle</strong> and set the <strong>model type</strong> to N-Vy-Vz since this member will act in tension/compression only as a pinned bracing diagonal.</p>\n<figure data-asset-id=\"a1b36580-d896-4555-aaf2-2179ff11d568\" data-image-id=\"a1b36580-d896-4555-aaf2-2179ff11d568\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d70e32b0-262d-4b1e-93f3-bef1ab57c51d/Footing%20with%20diagonal%20%28AISC%29_08.png\" data-asset-id=\"a1b36580-d896-4555-aaf2-2179ff11d568\" data-image-id=\"a1b36580-d896-4555-aaf2-2179ff11d568\" alt=\"Bracing member properties\"></figure>\n<p>Add another member, change its cross-section to W8X40, and modify its properties.</p>\n<figure data-asset-id=\"be11b625-8e66-4e07-9300-45150bfc3de9\" data-image-id=\"be11b625-8e66-4e07-9300-45150bfc3de9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/aabe2c5d-8eed-4d82-bd22-6f50e60a79e9/Footing%20with%20diagonal%20%28AISC%29_09.png\" data-asset-id=\"be11b625-8e66-4e07-9300-45150bfc3de9\" data-image-id=\"be11b625-8e66-4e07-9300-45150bfc3de9\" alt=\"Add new steel member\"></figure>\n<figure data-asset-id=\"eb0274d3-62cf-4d13-a2fc-e3629750b9de\" data-image-id=\"eb0274d3-62cf-4d13-a2fc-e3629750b9de\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c1509029-66ce-4e98-927a-67a62bea5014/Footing%20with%20diagonal%20%28AISC%29_10.png\" data-asset-id=\"eb0274d3-62cf-4d13-a2fc-e3629750b9de\" data-image-id=\"eb0274d3-62cf-4d13-a2fc-e3629750b9de\" alt=\"Modification and selection of profile section\"></figure>\n<figure data-asset-id=\"2369e711-81a5-42b3-8b4b-b2b14cfb8c6f\" data-image-id=\"2369e711-81a5-42b3-8b4b-b2b14cfb8c6f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9862540b-d6d9-47c3-b165-1310e3a4dbbe/Footing%20with%20diagonal%20%28AISC%29_11.png\" data-asset-id=\"2369e711-81a5-42b3-8b4b-b2b14cfb8c6f\" data-image-id=\"2369e711-81a5-42b3-8b4b-b2b14cfb8c6f\" alt=\"Modify properties of wide flange member\"></figure>\n<p>Check the geometry of all added members.</p>\n<figure data-asset-id=\"f8f4dff5-b3bd-47d9-ae98-471da170a96a\" data-image-id=\"f8f4dff5-b3bd-47d9-ae98-471da170a96a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b5ebddc1-1abf-4509-b4cd-9097293eae9d/Footing%20with%20diagonal%20%28AISC%29_12.png\" data-asset-id=\"f8f4dff5-b3bd-47d9-ae98-471da170a96a\" data-image-id=\"f8f4dff5-b3bd-47d9-ae98-471da170a96a\" alt=\"Review of steel members\"></figure>\n<h2>3 Load effects</h2>\n<p>One <a data-item-id=\"3eca9f92-b870-40f1-b11b-dd1ba61acb5a\" href=\"\">load effect</a> was automatically added. Input the values of internal forces into the chart. More load cases can be added.</p>\n<figure data-asset-id=\"72282c14-3b4c-4bb2-8fd9-658137ce38f0\" data-image-id=\"72282c14-3b4c-4bb2-8fd9-658137ce38f0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a1a53032-8e13-4be6-8d98-131dbebf1c8d/Footing%20with%20diagonal%20%28AISC%29_13.png\" data-asset-id=\"72282c14-3b4c-4bb2-8fd9-658137ce38f0\" data-image-id=\"72282c14-3b4c-4bb2-8fd9-658137ce38f0\" alt=\"Load effects\"></figure>\n<h2>4 Design</h2>\n<p>The manufacturing operation <strong>Base plate</strong> was already added. Just update some of its properties.</p>\n<figure data-asset-id=\"d5a5414a-76a8-4d60-af68-8cdb0b75cae3\" data-image-id=\"d5a5414a-76a8-4d60-af68-8cdb0b75cae3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b84acad6-eaf5-458e-b069-b12f4189887d/Footing%20with%20diagonal%20%28AISC%29_14.png\" data-asset-id=\"d5a5414a-76a8-4d60-af68-8cdb0b75cae3\" data-image-id=\"d5a5414a-76a8-4d60-af68-8cdb0b75cae3\" alt=\"Base plate operation properties\"></figure>\n<p>Go on and add another manufacturing operation and select the <a data-item-id=\"cd36b15e-e4f1-406a-8fe1-bbc9c8202e33\" href=\"\"><strong>End Plate</strong></a>.</p>\n<figure data-asset-id=\"97a0f9e5-7bef-45d8-96b9-38412c23a613\" data-image-id=\"97a0f9e5-7bef-45d8-96b9-38412c23a613\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7a13ddf9-13cb-48ab-a603-512539fe70be/Footing%20with%20diagonal%20%28AISC%29_15.png\" data-asset-id=\"97a0f9e5-7bef-45d8-96b9-38412c23a613\" data-image-id=\"97a0f9e5-7bef-45d8-96b9-38412c23a613\" alt=\"New end plate operation\"></figure>\n<p>Modify the properties of the operation <strong>EP1</strong>.</p>\n<figure data-asset-id=\"afd25873-b9fc-44cc-afef-dfe94be2da55\" data-image-id=\"afd25873-b9fc-44cc-afef-dfe94be2da55\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0967b11d-31fd-4809-9daf-ddcdbe11283e/Footing%20with%20diagonal%20%28AISC%29_16.png\" data-asset-id=\"afd25873-b9fc-44cc-afef-dfe94be2da55\" data-image-id=\"afd25873-b9fc-44cc-afef-dfe94be2da55\" alt=\"End plate properties\"></figure>\n<p>Now, add the <a data-item-id=\"ab0eacd8-d775-519e-aa5d-51381d185870\" href=\"\"><strong>Connecting Plate</strong></a>.</p>\n<figure data-asset-id=\"1cefd786-793f-44e2-bcc3-7ed22b9fe660\" data-image-id=\"1cefd786-793f-44e2-bcc3-7ed22b9fe660\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a8e53956-f85c-4ff8-bfe2-3ebb5ca074cc/Footing%20with%20diagonal%20%28AISC%29_17.png\" data-asset-id=\"1cefd786-793f-44e2-bcc3-7ed22b9fe660\" data-image-id=\"1cefd786-793f-44e2-bcc3-7ed22b9fe660\" alt=\"Connecting plate operation\"></figure>\n<p>And redefine its properties.</p>\n<figure data-asset-id=\"65b66bf8-9d98-4320-a517-46822a213bd4\" data-image-id=\"65b66bf8-9d98-4320-a517-46822a213bd4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/45d3158a-956b-42bd-9322-705c5108771a/Footing%20with%20diagonal%20%28AISC%29_18.png\" data-asset-id=\"65b66bf8-9d98-4320-a517-46822a213bd4\" data-image-id=\"65b66bf8-9d98-4320-a517-46822a213bd4\" alt=\"Connecting plate operation details\"></figure>\n<p>Next, cut one corner of the connecting plate CPL1. For this, go to the <strong>Editor - </strong><a data-item-id=\"7270b78f-fc35-4add-8b05-fbb141782cd5\" href=\"\"><strong>Gusset plate</strong></a> and create a <strong>Chamfer</strong> at corner number 2.</p>\n<figure data-asset-id=\"807da3b2-81cc-48e3-91d3-1383d1fc94a6\" data-image-id=\"807da3b2-81cc-48e3-91d3-1383d1fc94a6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/05f3a697-db28-40ec-bed6-03358116d6f6/Footing%20with%20diagonal%20%28AISC%29_19.png\" data-asset-id=\"807da3b2-81cc-48e3-91d3-1383d1fc94a6\" data-image-id=\"807da3b2-81cc-48e3-91d3-1383d1fc94a6\" alt=\"Connecting plate editor\"></figure>\n<p>Finish the design with the operation <a data-item-id=\"bb37b7f5-43c1-4f6b-9b23-922a75713b94\" href=\"\"><strong>Stiffener</strong></a><strong>.</strong></p>\n<figure data-asset-id=\"3fd9bb1e-df61-4e43-ae8c-b53135404086\" data-image-id=\"3fd9bb1e-df61-4e43-ae8c-b53135404086\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/86d42037-94e7-4911-983d-2b29e9338d21/Footing%20with%20diagonal%20%28AISC%29_20.png\" data-asset-id=\"3fd9bb1e-df61-4e43-ae8c-b53135404086\" data-image-id=\"3fd9bb1e-df61-4e43-ae8c-b53135404086\" alt=\"New stiffener operation\"></figure>\n<p>And set the correct properties of STIFF1<strong>.</strong></p>\n<figure data-asset-id=\"7dc3c6fb-cfe4-46e5-8559-aa158661f62d\" data-image-id=\"7dc3c6fb-cfe4-46e5-8559-aa158661f62d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/279e02f9-d690-4516-9a32-cc98ae75c754/Footing%20with%20diagonal%20%28AISC%29_21.png\" data-asset-id=\"7dc3c6fb-cfe4-46e5-8559-aa158661f62d\" data-image-id=\"7dc3c6fb-cfe4-46e5-8559-aa158661f62d\" alt=\"Stiffener operation\"></figure>\n<p>Let’s check the final design of the joint.</p>\n<figure data-asset-id=\"a85ca708-6035-46fb-aa94-e75f9eda2de2\" data-image-id=\"a85ca708-6035-46fb-aa94-e75f9eda2de2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dba10054-e3c8-48fc-85ab-aa5217cbed0e/Footing%20with%20diagonal%20%28AISC%29_22.png\" data-asset-id=\"a85ca708-6035-46fb-aa94-e75f9eda2de2\" data-image-id=\"a85ca708-6035-46fb-aa94-e75f9eda2de2\" alt=\"Final base plate model\"></figure>\n<h2>5 Calculation and Check</h2>\n<p>Start the analysis by clicking <strong>Calculate</strong> in the ribbon. The analysis model is automatically generated, the calculation based on <a data-item-id=\"06158daa-1491-4e83-ac34-4964bd5a3c63\" href=\"\">CBFEM</a> is performed, and we can see the Overall check displayed together with the fundamental values of check results.</p>\n<figure data-asset-id=\"5bf88ded-1b08-4672-b012-e583d1fbd6c2\" data-image-id=\"5bf88ded-1b08-4672-b012-e583d1fbd6c2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/577a4fee-1967-440c-8d19-a75b16af9c58/Footing%20with%20diagonal%20%28AISC%29_23.png\" data-asset-id=\"5bf88ded-1b08-4672-b012-e583d1fbd6c2\" data-image-id=\"5bf88ded-1b08-4672-b012-e583d1fbd6c2\" alt=\"Calculate and overall results\"></figure>\n<p>Go to the display tab <strong>Check,</strong> and activate <a data-item-id=\"31d497b2-3ef3-5dd6-8ce8-3eb71c68c6a9\" href=\"\"><strong>Stress in concrete</strong></a> and <a data-item-id=\"fcc089b1-0e09-54a4-ae44-a27fcdf9cdab\" href=\"\"><strong>Mesh</strong></a> from the ribbon to get a complete picture of what is happening in the joint. Open the tab <strong>Concrete block</strong> to see the detailed results for this item.</p>\n<figure data-asset-id=\"bab4de40-d5d6-4a7d-9dbd-279815d4f67c\" data-image-id=\"bab4de40-d5d6-4a7d-9dbd-279815d4f67c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f57d3233-421b-4a4a-8dd5-261140de82cc/Footing%20with%20diagonal%20%28AISC%29_24.png\" data-asset-id=\"bab4de40-d5d6-4a7d-9dbd-279815d4f67c\" data-image-id=\"bab4de40-d5d6-4a7d-9dbd-279815d4f67c\" alt=\"Stress in concrete\"></figure>\n<h2>6 Report</h2>\n<p>At last, go to the tab <strong>Report</strong>. 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                                                                                    "value": "<h2>1 New project</h2>\n<p>Start with launching the <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\"><strong>IDEA StatiCa Connection</strong></a>. Create a new project by selecting the template closest to the required design, fill the name and the description of the project. After choosing the required properties, confirm by <strong>Create blank design</strong>.</p>\n<figure data-asset-id=\"b005bcc7-5f0a-4669-9081-68ad385bfcb8\" data-image-id=\"b005bcc7-5f0a-4669-9081-68ad385bfcb8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1ddcd8e8-3ec8-496e-b950-16451ac9ecd4/tutorial%20-%20Tubular%203D%20frame%20%28AISC%29.png\" data-asset-id=\"b005bcc7-5f0a-4669-9081-68ad385bfcb8\" data-image-id=\"b005bcc7-5f0a-4669-9081-68ad385bfcb8\" alt=\"\"></figure>\n<p>Since you work under the AISC code, set the <strong>imperial units</strong> (see <a data-item-id=\"832da2a8-6d89-4598-84c5-dfc30515c634\" href=\"\">How to change the system of units</a>).</p>\n<h2>2 Geometry</h2>\n<p>Start with a modification of the joint geometry. <strong>Select member CH </strong>and click the \"+\" icon to open the Cross-Section Navigator. Choose the Circular hollow section profile and<strong> </strong>select <strong>HSS12.75X.500</strong> cross-section along with the corresponding library.</p>\n<figure data-asset-id=\"ffc92c48-a6b1-466c-bcfb-6628ac2ccd9d\" data-image-id=\"ffc92c48-a6b1-466c-bcfb-6628ac2ccd9d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3338c0c7-cd49-40ff-9ef9-7bdc18fadbf6/CH%20new%20cross%20section.png\" data-asset-id=\"ffc92c48-a6b1-466c-bcfb-6628ac2ccd9d\" data-image-id=\"ffc92c48-a6b1-466c-bcfb-6628ac2ccd9d\" alt=\"\"></figure>\n<p>The member CH properties must be adjusted, follow the image below.</p>\n<figure data-asset-id=\"2cd71c35-5ae1-4ceb-8004-f686ff7c07ae\" data-image-id=\"2cd71c35-5ae1-4ceb-8004-f686ff7c07ae\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f9d76514-744c-4263-b1aa-3ab0e8867ba0/CH%20parameter%20adjustment.png\" data-asset-id=\"2cd71c35-5ae1-4ceb-8004-f686ff7c07ae\" data-image-id=\"2cd71c35-5ae1-4ceb-8004-f686ff7c07ae\" alt=\"\"></figure>\n<p>Take advantage of the prepared member to copy its properties, under the tree of the entities, <strong>right-click</strong> &nbsp;member CH and select <strong>Copy</strong> command.</p>\n<figure data-asset-id=\"e7bceb75-8cfa-4f5a-b7c9-5e26e5b09cba\" data-image-id=\"e7bceb75-8cfa-4f5a-b7c9-5e26e5b09cba\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/04226ab6-4323-4fe1-991a-69ab94336133/CH%20copy.png\" data-asset-id=\"e7bceb75-8cfa-4f5a-b7c9-5e26e5b09cba\" data-image-id=\"e7bceb75-8cfa-4f5a-b7c9-5e26e5b09cba\" alt=\"\"></figure>\n<p>Adjust the properties of member M4 following the image below.</p>\n<figure data-asset-id=\"fa57a96f-d40f-4de4-9bef-ae646c9ae391\" data-image-id=\"fa57a96f-d40f-4de4-9bef-ae646c9ae391\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/573665ea-b788-4814-a927-7e7ee6e86ddb/M4%20parameters.png\" data-asset-id=\"fa57a96f-d40f-4de4-9bef-ae646c9ae391\" data-image-id=\"fa57a96f-d40f-4de4-9bef-ae646c9ae391\" alt=\"\"></figure>\n<p>Proceed with the change of cross-section on the diagonal member D1. In this case, the cross-section <strong>HSS6.625X0.375</strong> has already been defined in the template. Choose the <strong>first </strong>cross-section from the dropdown menu and adjust the properties as shown below.</p>\n<figure data-asset-id=\"8065d5a3-9eef-4fbd-adf0-4cee6eba3de9\" data-image-id=\"8065d5a3-9eef-4fbd-adf0-4cee6eba3de9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dbaffa89-9164-4d01-862d-428d816185f0/D1%20parameter%20adjustments.png\" data-asset-id=\"8065d5a3-9eef-4fbd-adf0-4cee6eba3de9\" data-image-id=\"8065d5a3-9eef-4fbd-adf0-4cee6eba3de9\" alt=\"\"></figure>\n<p>Proceed to the second diagonal member D2 and change the properties following the image below. The new cross-section is <strong>HSS10.75X.375.</strong></p>\n<figure data-asset-id=\"bcfdf023-2a7c-47eb-9927-f61340b3771d\" data-image-id=\"bcfdf023-2a7c-47eb-9927-f61340b3771d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/529817cc-7a3c-4a0a-82b5-44940ec05ecb/D2%20parameters.png\" data-asset-id=\"bcfdf023-2a7c-47eb-9927-f61340b3771d\" data-image-id=\"bcfdf023-2a7c-47eb-9927-f61340b3771d\" alt=\"\"></figure>\n<p>Now you have to add another member, click the <strong>Member</strong> option at the top ribbon. Change the direction and cross-section for the new member as shown in the image below.&nbsp;</p>\n<figure data-asset-id=\"1f1334ba-633e-44c4-be94-71b14f46ca6e\" data-image-id=\"1f1334ba-633e-44c4-be94-71b14f46ca6e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0184228a-70c2-4491-bafc-05e189824c10/M5%20parameters.png\" data-asset-id=\"1f1334ba-633e-44c4-be94-71b14f46ca6e\" data-image-id=\"1f1334ba-633e-44c4-be94-71b14f46ca6e\" alt=\"\"></figure>\n<h2>3 Load effects</h2>\n<p>You can continue with the <a data-item-id=\"3eca9f92-b870-40f1-b11b-dd1ba61acb5a\" href=\"\">Load effects</a>. One load effect was automatically added by the wizard. You will input all internal forces into the table. You should not forget to turn on the <a data-item-id=\"f32270b7-97ff-5d81-94b7-35e6b51c7dde\" href=\"\">Loads in equilibrium command</a> in the top ribbon.</p>\n<figure data-asset-id=\"3e0dc638-fb5d-44c1-83b1-ffc5f5d6e323\" data-image-id=\"3e0dc638-fb5d-44c1-83b1-ffc5f5d6e323\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e110e23d-7cb6-4a9e-a6fc-2b9c6f101374/Load%20effects.png\" data-asset-id=\"3e0dc638-fb5d-44c1-83b1-ffc5f5d6e323\" data-image-id=\"3e0dc638-fb5d-44c1-83b1-ffc5f5d6e323\" alt=\"\"></figure>\n<h2>4 Design</h2>\n<p>You have to define the right manufacturing operation. Start with selecting the <strong>Operation</strong> feature at the top ribbon. The Manufacturing operations window will open with all available operations. Select the <strong>Plate to plate</strong> operation and adjust the properties as shown in the following image.</p>\n<figure data-asset-id=\"17fe9a04-7bf0-4f1a-b1c3-e825681f3df1\" data-image-id=\"17fe9a04-7bf0-4f1a-b1c3-e825681f3df1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3bc373e1-7b62-4b23-9ba0-c8e51336e5d8/Plate%20to%20plate%20bolt%20selection.png\" data-asset-id=\"17fe9a04-7bf0-4f1a-b1c3-e825681f3df1\" data-image-id=\"17fe9a04-7bf0-4f1a-b1c3-e825681f3df1\" alt=\"\"></figure>\n<figure data-asset-id=\"912d75ec-eb82-4861-8a5d-f884f0692bba\" data-image-id=\"912d75ec-eb82-4861-8a5d-f884f0692bba\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e37ecf95-5fe1-4b91-96af-f95a6e2e8d30/Plate%20to%20Plate%20parameters.png\" data-asset-id=\"912d75ec-eb82-4861-8a5d-f884f0692bba\" data-image-id=\"912d75ec-eb82-4861-8a5d-f884f0692bba\" alt=\"\"></figure>\n<p>Now, connect the other members by the <strong>Cut</strong> manufacturing operations. Add a new operation through the <strong>Operation </strong>feature at the top ribbon to cut member D2. Change the properties of the operation CUT1 following the image below.</p>\n<figure data-asset-id=\"2a0af4e9-be87-4b21-a912-a622bce330e5\" data-image-id=\"2a0af4e9-be87-4b21-a912-a622bce330e5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/08f5778a-dc4c-4881-9b61-8903fbef35a7/D2%20Cut%20parameters.png\" data-asset-id=\"2a0af4e9-be87-4b21-a912-a622bce330e5\" data-image-id=\"2a0af4e9-be87-4b21-a912-a622bce330e5\" alt=\"\"></figure>\n<p>Take advantage of the already defined operation, <strong>right-click</strong>&nbsp;on operation CUT1 and select <strong>Copy</strong> command.</p>\n<figure data-asset-id=\"6177e2dd-2da6-4ca7-8396-bd0ea864dec1\" data-image-id=\"6177e2dd-2da6-4ca7-8396-bd0ea864dec1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5b8f761a-9188-4e43-bfee-4129f0d3348c/Cut1%20copy.png\" data-asset-id=\"6177e2dd-2da6-4ca7-8396-bd0ea864dec1\" data-image-id=\"6177e2dd-2da6-4ca7-8396-bd0ea864dec1\" alt=\"\"></figure>\n<p>Change the properties of CUT2 operation following the image below.</p>\n<figure data-asset-id=\"b4d089fb-0cf2-47cc-ad12-74a127fb7e10\" data-image-id=\"b4d089fb-0cf2-47cc-ad12-74a127fb7e10\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/cc8dcb4d-fe47-49d2-912e-0fbcae56d469/Cut2%20parameters.png\" data-asset-id=\"b4d089fb-0cf2-47cc-ad12-74a127fb7e10\" data-image-id=\"b4d089fb-0cf2-47cc-ad12-74a127fb7e10\" alt=\"\"></figure>\n<p>Copy the CUT2 manufacturing operation and change the properties of the CUT3 manufacturing operation following the image below.</p>\n<figure data-asset-id=\"d54d0d10-64fa-4183-b452-368db2073256\" data-image-id=\"d54d0d10-64fa-4183-b452-368db2073256\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/db5d78dd-ff58-4cc3-9c9f-3507f9b3ef4a/Cut3%20parameters.png\" data-asset-id=\"d54d0d10-64fa-4183-b452-368db2073256\" data-image-id=\"d54d0d10-64fa-4183-b452-368db2073256\" alt=\"\"></figure>\n<p>The last step in the design of the joint is the last copy of the CUT3. Change the properties of the CUT4 following the image below.</p>\n<figure data-asset-id=\"88916c6c-91fe-4b4c-9a9a-9badb1d65925\" data-image-id=\"88916c6c-91fe-4b4c-9a9a-9badb1d65925\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/cd7e05f6-cd4f-4f6b-b9ad-601dcaa8ac4d/Cut4%20parameters.png\" data-asset-id=\"88916c6c-91fe-4b4c-9a9a-9badb1d65925\" data-image-id=\"88916c6c-91fe-4b4c-9a9a-9badb1d65925\" alt=\"\"></figure>\n<h2>5 Calculation and Check</h2>\n<p>You can calculate the analysis right in the Design tab by the Calculate command.</p>\n<figure data-asset-id=\"0b020b42-55ed-4b1c-aad7-36d7989b9ea4\" data-image-id=\"0b020b42-55ed-4b1c-aad7-36d7989b9ea4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8db774aa-3284-4e23-8db8-5db3c2dd2228/Calculate%20model.png\" data-asset-id=\"0b020b42-55ed-4b1c-aad7-36d7989b9ea4\" data-image-id=\"0b020b42-55ed-4b1c-aad7-36d7989b9ea4\" alt=\"\"></figure>\n<p>After a while, the results summary will appear in the left top corner of the 3D scene, and the Overall check model view is set. You can quickly fine-tune the model in case we are not satisfied.</p>\n<figure data-asset-id=\"8de2bd3d-7d20-4de5-8182-16ed4824eeda\" data-image-id=\"8de2bd3d-7d20-4de5-8182-16ed4824eeda\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c6cd106b-0008-48fa-9ee4-67536f084e7d/Analysis%20results.png\" data-asset-id=\"8de2bd3d-7d20-4de5-8182-16ed4824eeda\" data-image-id=\"8de2bd3d-7d20-4de5-8182-16ed4824eeda\" alt=\"\"></figure>\n<p>You will choose the Check tab and turn on the <a data-item-id=\"860ec761-ea54-58b4-b6d2-d42dc086669c\" href=\"\"><strong>Equivalent stress</strong></a>, <a data-item-id=\"fcc089b1-0e09-54a4-ae44-a27fcdf9cdab\" href=\"\"><strong>Mesh</strong></a>, and <a data-item-id=\"b50c7a03-8544-59ce-922d-dbb93967f7bc\" href=\"\"><strong>Deformed model</strong></a> view. You can explore the detailed results for the <a data-item-id=\"941f9e04-d36c-4496-83f3-1db7df9bbcee\" href=\"\"><strong>Bolts</strong></a> also, let’s expand the results for the bolt B7.</p>\n<figure data-asset-id=\"dfe0ca36-ef56-4590-b7bd-64420e27374c\" data-image-id=\"dfe0ca36-ef56-4590-b7bd-64420e27374c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bbb64c3a-834e-4394-b152-a0c888d3cef9/check%20tab.png\" data-asset-id=\"dfe0ca36-ef56-4590-b7bd-64420e27374c\" data-image-id=\"dfe0ca36-ef56-4590-b7bd-64420e27374c\" alt=\"\"></figure>\n<h2>6 Report</h2>\n<p>At last, go to the tab <strong>Report.</strong> IDEA StatiCa offers a fully customizable report to print out or save in an editable format.</p>\n<figure data-asset-id=\"3f6c802e-a0da-464e-ae05-e82ae5b21260\" data-image-id=\"3f6c802e-a0da-464e-ae05-e82ae5b21260\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9e3aac25-395e-4309-be4b-d8bfc5e41a2c/report.png\" data-asset-id=\"3f6c802e-a0da-464e-ae05-e82ae5b21260\" data-image-id=\"3f6c802e-a0da-464e-ae05-e82ae5b21260\" alt=\"\"></figure>\n<p>You have designed, optimized, and code-checked a structural steel joint according to AISC.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"connection_tutorial___tubular_3d_frame__aisc_\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"campus_cta\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"ac77457b_1aa1_0195_99e6_997843a1d6ea\"></object>"
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                                                    "value": "<p>The CBFEM method (Component Based Finite Element Model) enables fast analysis of joints of several shapes and configurations. The model consists of members to which the load is applied and manufacturing operations (including stiffening members), which serve to connect members to each other. Members must not be confused with manufacturing operations because their cut edges are connected via rigid links to the connection node, so they are not deformed properly if used instead of manufacturing operations (stiffening members).</p>\n<p>The analyzed FEM model is generated automatically. The designer does not create the FEM model, he creates the joint using manufacturing operations – see the figure.</p>\n<figure data-asset-id=\"a2574f21-91e0-405f-8b0d-d12f7b283000\" data-image-id=\"a2574f21-91e0-405f-8b0d-d12f7b283000\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/63e297de-c550-403a-8916-b062feafa1da/Structural%20design%20of%20steel%20connection%20-%20Analysis%20model.png\" data-asset-id=\"a2574f21-91e0-405f-8b0d-d12f7b283000\" data-image-id=\"a2574f21-91e0-405f-8b0d-d12f7b283000\" alt=\"Structural design of welded and bolted connections. The analysis model is generated automatically based on the inputs from manufacturing operations. IDEA StatiCa - structural analysis software.\"></figure>\n<p><em>Manufacturing operations/items which can be used to construct the joint</em></p>\n<p>Each manufacturing operation adds new items to the connection – cuts, plates, bolts, welds.</p>\n<h3>Bearing members and supports</h3>\n<p>One member of the joint is always set as “bearing”. All other members are “connected”. The bearing member can be chosen by the designer. The bearing member can be “continuous” or “ended” in the joint. “Ended” members are supported on one end, and “continuous” members are supported on both ends.</p>\n<p>Connected members can be of several types, according to the load which the member can take:</p>\n<ul>\n  <li>Type N-Vy-Vz-Mx-My-Mz – member is able to transfer all 6 components of internal forces</li>\n  <li>Type N-Vy-Mz – member is able to transfer only loading in XY plane – internal forces <em>N, V</em><em><sub>y</sub></em><em>, M</em><em><sub>z</sub></em></li>\n  <li>Type N-Vz-My – member is able to transfer only loading in XZ plane – internal forces <em>N, V</em><em><sub>z</sub></em><em>, M</em><em><sub>y</sub></em></li>\n  <li>Type N-Vy-Vz – member is able to transfer only normal force <em>N</em> and shear forces <em>V</em><em><sub>y</sub></em> and <em>V</em><em><sub>z</sub></em></li>\n</ul>\n<figure data-asset-id=\"8b01a70f-2677-46ec-b28c-af7736fed6e7\" data-image-id=\"8b01a70f-2677-46ec-b28c-af7736fed6e7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a46a953e-1453-453e-aee8-1db6f5dc8a92/plate_to_plate.png\" data-asset-id=\"8b01a70f-2677-46ec-b28c-af7736fed6e7\" data-image-id=\"8b01a70f-2677-46ec-b28c-af7736fed6e7\" alt=\"\"></figure>\n<p><em>Plate to plate connection transfers all components of internal forces</em></p>\n<figure data-asset-id=\"0ed6b352-19d6-49be-b405-2ef0aab384b3\" data-image-id=\"0ed6b352-19d6-49be-b405-2ef0aab384b3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0f725712-9a98-4337-babe-db4c40fbf217/fin_plate.png\" data-asset-id=\"0ed6b352-19d6-49be-b405-2ef0aab384b3\" data-image-id=\"0ed6b352-19d6-49be-b405-2ef0aab384b3\" alt=\"\"></figure>\n<p><em>Fin plate connection can transfer only loads in XZ plane – internal forces N, V</em><em><sub>z</sub></em><em>, M</em><em><sub>y</sub></em></p>\n<figure data-asset-id=\"716fa2e4-5e89-481e-9b8b-92d52d99a643\" data-image-id=\"716fa2e4-5e89-481e-9b8b-92d52d99a643\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0728f58f-9030-4cd6-9894-f3f891b6783d/gusset.png\" data-asset-id=\"716fa2e4-5e89-481e-9b8b-92d52d99a643\" data-image-id=\"716fa2e4-5e89-481e-9b8b-92d52d99a643\" alt=\"\"></figure>\n<p><em>Gusset connection – connection of truss member can transfer only axial force N and shear forces Vy and Vz</em></p>\n<p>Each joint is in the state of equilibrium during the analysis of the frame structure. If the end forces of the individual members are applied to detailed CBFEM model, the state of equilibrium is met too. Thus, it would not be necessary to define supports in the analysis model. However, for practical reasons, the support resisting all translations is defined in the first end of the bearing member. It does influence neither the state of stress nor the internal forces in the joint, only the presentation of deformations.</p>\n<p>Appropriate support types respecting the type of the individual members are defined at the ends of the connected members to prevent the occurrence of unstable mechanisms.</p>\n<p>The default length of each member is twice its height. The length of a member should be at least 1× the height of the member after the last manufacturing operation (weld, opening, stiffener etc.) due to the correct deformations after the rigid links connecting the cut end of a member to the connection node.</p>\n<p><br></p>"
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                                                            "value": "<p>The loads in any node in the structural model need to be in equilibrium. Any unbalanced forces are taken by supports. It is recommended to use a load combination instead of an internal forces envelope.</p>\n<p>Each node of the 3D FEM model must be in equilibrium. The equilibrium requirement is correct, nevertheless, it is not necessary for the design of simple joints. One member of the joint is always „bearing, “ and the others are connected. If only the connection of connected members is checked, it is not necessary to keep the equilibrium. Thus, there are two modes of load input available:</p>\n<ul>\n  <li><strong>Simplified</strong> – for this mode, the bearing member is supported (continuous member on both sides), and the load is not defined on the member</li>\n  <li><strong>Advanced</strong> (exact with equilibrium check) – the bearing member is supported on one end, the loads are applied to all members, and the equilibrium has to be found</li>\n</ul>\n<p>The mode can be switched in the ribbon group <strong>Loads in equilibrium</strong>.</p>\n<figure data-asset-id=\"c7882bc4-30ca-4cff-b9fc-549bc88167a0\" data-image-id=\"c7882bc4-30ca-4cff-b9fc-549bc88167a0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6ed750c5-531a-4fa1-b9ee-7d11a50e6f3f/loads_in_equilibrium.png\" data-asset-id=\"c7882bc4-30ca-4cff-b9fc-549bc88167a0\" data-image-id=\"c7882bc4-30ca-4cff-b9fc-549bc88167a0\" alt=\"Structural design of welded and bolted connections. The loads in any node in the structural model need to be in equilibrium. Any unbalanced forces are taken by supports. IDEA StatiCa - structural analysis software.\"></figure>\n<p>The difference between the modes is shown in the following example of T-connection. The beam is loaded by the end bending moment of 41&nbsp;kNm. There is also a compressive normal force of 100&nbsp;kN in the column. In the case of simplified mode, the normal force is not taken into account because the column is supported on both ends. The program shows only the effect of the bending moment of the beam. Effects of normal force are analyzed only in the full mode, and they are shown in the results.</p>\n<figure data-asset-id=\"e0b79257-ccb6-4543-8c98-68aafb7b6fbd\" data-image-id=\"e0b79257-ccb6-4543-8c98-68aafb7b6fbd\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/82457b84-fa4f-4320-9e1a-18f4d85b074d/no_equilibrium.png\" data-asset-id=\"e0b79257-ccb6-4543-8c98-68aafb7b6fbd\" data-image-id=\"e0b79257-ccb6-4543-8c98-68aafb7b6fbd\" alt=\"\"></figure>\n<p><em>Simplified input: normal force in the column is NOT taken into account</em></p>\n<figure data-asset-id=\"9addd78c-a6d4-42aa-99fe-735b818f9501\" data-image-id=\"9addd78c-a6d4-42aa-99fe-735b818f9501\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a1a76867-b7dd-453d-9409-59af9a44cdd8/equilibrium.png\" data-asset-id=\"9addd78c-a6d4-42aa-99fe-735b818f9501\" data-image-id=\"9addd78c-a6d4-42aa-99fe-735b818f9501\" alt=\"\"></figure>\n<p><em>Advanced input: normal force in the column is taken into account</em></p>\n<p>The simplified method is easier for the user, but it can be used only when the user is interested in studying connection items and not the behavior of the whole joint.</p>\n<p>For cases where the bearing member is heavily loaded and close to its limit capacity, the advanced mode with respecting all the internal forces in the joint is necessary.</p>"
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                                                                    "value": "<p>The end forces of a member of the frame analysis model are transferred to the ends of member segments. Eccentricities of the members caused by the joint design are respected during transfer.</p>\n<p>The analysis model created by the CBFEM method corresponds to the real joint very precisely, whereas the analysis of internal forces is performed on a much idealized 3D FEM bar model, where individual beams are modeled using center lines, and the joints are modeled using immaterial nodes.</p>\n<figure data-asset-id=\"10096aab-7085-4165-96a7-c5a05676a1af\" data-image-id=\"10096aab-7085-4165-96a7-c5a05676a1af\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5627020e-d90c-42b3-be1e-dd6ad0cc2ba1/Structural%20design%20of%20steel%20connections%20-%20Loads.png\" data-asset-id=\"10096aab-7085-4165-96a7-c5a05676a1af\" data-image-id=\"10096aab-7085-4165-96a7-c5a05676a1af\" alt=\"The article is focusing on the internal forces in the steel connections. Structural design of welded and bolted connections. IDEA StatiCa - structural analysis software.\"></figure>\n<p><em>Joint of a vertical column and a horizontal beam</em></p>\n<p>The internal forces are analyzed using 1D members in the 3D model. There is an example of the internal forces in the following figure.</p>\n<figure data-asset-id=\"0bfcbcb4-ae12-4731-a21e-87704c4a6d9a\" data-image-id=\"0bfcbcb4-ae12-4731-a21e-87704c4a6d9a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f94c9234-06f3-455f-b8c0-0718fb1f3082/M_V.png\" data-asset-id=\"0bfcbcb4-ae12-4731-a21e-87704c4a6d9a\" data-image-id=\"0bfcbcb4-ae12-4731-a21e-87704c4a6d9a\" alt=\"\"></figure>\n<p><em>Internal forces in horizontal beam; M and V are the end forces at joint</em></p>\n<p>The effects caused by a member on the joint are important to designing the joint (connection). The effects are illustrated in the following figure:</p>\n<figure data-asset-id=\"8d26d59b-f842-4e4d-b55b-f667ee2a2e6a\" data-image-id=\"8d26d59b-f842-4e4d-b55b-f667ee2a2e6a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bf7d9959-a914-4692-92b9-9c8e34bec9d7/1D_CBFEM.png\" data-asset-id=\"8d26d59b-f842-4e4d-b55b-f667ee2a2e6a\" data-image-id=\"8d26d59b-f842-4e4d-b55b-f667ee2a2e6a\" alt=\"\"></figure>\n<p><em>Effects of the member on the joint; CBFEM model is drawn in dark blue color</em></p>\n<p>Moment M and shear force V act in the theoretical joint. The point of the theoretical joint does not exist in the CBFEM model, thus the load cannot be applied here. The model must be loaded by actions M and V, which have to be transferred to the end of the segment in the distance r</p>\n<p><em>M</em><sub>c</sub> = <em>M</em> – <em>V</em> ∙ <em>r</em></p>\n<p><em>V</em><sub>c</sub> = <em>V</em></p>\n<p>In the CBFEM model, the end section of the segment is loaded by moment <em>M</em><sub>c</sub> and force <em>V</em><sub>c</sub>.</p>\n<p>When designing the joint, its real position relative to the theoretical point of the joint must be determined and respected. The internal forces in the position of the real joint are mostly different from the internal forces in the theoretical point of joint. Thanks to the precise CBFEM model, the design is performed on reduced forces – see moment <em>M</em><sub>r</sub> in the following figure:</p>\n<figure data-asset-id=\"9dea301a-b4b0-45ac-a201-17d2166608e9\" data-image-id=\"9dea301a-b4b0-45ac-a201-17d2166608e9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/41b9b039-09df-4358-a5df-193329807c2b/Mr.png\" data-asset-id=\"9dea301a-b4b0-45ac-a201-17d2166608e9\" data-image-id=\"9dea301a-b4b0-45ac-a201-17d2166608e9\" alt=\"\"></figure>\n<p><em>Bending moment on CBFEM model: The arrow points to the real position of the connection</em></p>\n<p>When loading the joint, it must be respected that the solution of the real joint must correspond to the theoretical model used for the calculation of internal forces. This is fulfilled for rigid joints, but the situation may be completely different for hinges.</p>\n<figure data-asset-id=\"e622907f-9a02-4a70-ac5d-40dcd37bce98\" data-image-id=\"e622907f-9a02-4a70-ac5d-40dcd37bce98\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/73a64f02-d658-4e3e-a965-dc3c77832767/pinned.png\" data-asset-id=\"e622907f-9a02-4a70-ac5d-40dcd37bce98\" data-image-id=\"e622907f-9a02-4a70-ac5d-40dcd37bce98\" alt=\"\"></figure>\n<p><em>Position of hinge in theoretical 3D FEM model and in the real structure</em></p>\n<p>It is illustrated in the previous figure that the position of the hinge in the theoretical 1D members model differs from the real position in the structure. The theoretical model does not correspond to reality. When applying the calculated internal forces, a significant bending moment is applied to the shifted joint, and the designed joint is overlarge or cannot be designed either. The solution is simple – both models must correspond. Either the hinge in 1D member model must be defined in the proper position, or the shear force must be shifted to get a zero moment in the position of the hinge.</p>\n<figure data-asset-id=\"74ae8357-4575-43b3-b11f-ecefebe5b415\" data-image-id=\"74ae8357-4575-43b3-b11f-ecefebe5b415\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d108966f-a62c-4b08-8a51-ed0db6d10eee/M_r_CBFEM.png\" data-asset-id=\"74ae8357-4575-43b3-b11f-ecefebe5b415\" data-image-id=\"74ae8357-4575-43b3-b11f-ecefebe5b415\" alt=\"\"></figure>\n<p><em>Shifted distribution of bending moment on beam: zero moment is at the position of the hinge</em></p>\n<p>The shift of the shear force can be defined in the table for the definition of the internal force.</p>\n<p>The location of the load effect has a big influence on the correct design of the connection. To avoid all misunderstandings, we allow the user to select from three options – <strong>Node</strong> / <strong>Bolts</strong> / <strong>Position</strong>.</p>\n<figure data-asset-id=\"412d71c8-6632-4943-90cb-5f4465a1e332\" data-image-id=\"412d71c8-6632-4943-90cb-5f4465a1e332\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2f8a04e0-e53d-471b-862f-5a3cf91af8db/node_bolts_position.png\" data-asset-id=\"412d71c8-6632-4943-90cb-5f4465a1e332\" data-image-id=\"412d71c8-6632-4943-90cb-5f4465a1e332\" alt=\"\"></figure>\n<p>Note that when selecting the Node option, the forces are applied at the end of a selected member, which is usually at the theoretical node unless the offset of the selected member is set in geometry.</p>\n<h4>Import loads from FEA programs</h4>\n<p>IDEA StatiCa enables to import of internal forces from <a data-item-id=\"4a9855d4-6081-4707-86d5-7f4ad2bb3a57\" href=\"\">third-party FEA programs</a>. FEA programs use an envelope of internal forces from combinations. IDEA StatiCa Connection is a program that resolves steel joint nonlinearly (elastic/plastic material model). Therefore, the envelope combinations cannot be used. IDEA StatiCa searches for extremes of internal forces (<em>N, V</em><em><sub>y</sub></em><em>, V</em><em><sub>z</sub></em><em>, M</em><em><sub>x</sub></em><em>, M</em><em><sub>y</sub></em><em>, M</em><em><sub>z</sub></em>) in all combinations at the ends of all members connected to the joint. For each such extreme value, also all other internal forces from that combination in all remaining members are used. Idea StatiCa determines the worst combination for each component (plate, weld, bolt etc.) in the connection.</p>\n<p>The user can modify this list of load cases. He can work with combinations in the wizard (or BIM), or he can delete some cases directly in <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">IDEA StatiCa Connection</a>.</p>\n<p><strong>Warning!</strong></p>\n<p>It is necessary to take into account unbalanced internal forces during the import. This can happen in the following cases:</p>\n<ul>\n  <li>Nodal force was applied to the position of the investigated node. The software cannot detect which member should transfer this nodal force and, therefore, it is not taken into account in the analysis model. <em>Solution: Do not use nodal forces in global analysis. If necessary, the force must be manually added to a selected member as a normal or shear force.</em></li>\n  <li>Loaded, non-steel (usually timber or concrete) member is connected to the investigated node. Such member is not considered in the analysis, and their internal forces are ignored in the analysis. <em>Solution: Replace the concrete member with a concrete block and anchorage.</em></li>\n  <li>The node is a part of a slab or a wall (usually from concrete). The slab or the wall is not part of the model, and its internal forces are ignored. <em>Solution: Replace the concrete slab or wall with a concrete block and anchorage.</em></li>\n  <li>Some members are connected to the investigated node via rigid links. Such members are not included in the model, and their internal forces are ignored. <em>Solution: Add these members into the list of connected members manually.</em></li>\n  <li>Seismic load cases are analyzed in the software. Most FEA software offer the modal analysis to solve seismicity. The results of internal forces of seismic load cases provide usually only internal force envelopes in sections. 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                                                                            "value": "<p>Strength analysis is the most important analysis of joints. Strain checks of plates together with code checks of components are performed by elastic-plastic analysis.</p>\n<p>The analysis of joints is materially non-linear. The load increments are applied gradually, and the state of stress is searched. There are two optional analysis modes in <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">IDEA StatiCa Connection</a>:</p>\n<ul>\n  <li><strong>The response of structure (joint) to the overall load.</strong> All defined load (100 %) is applied in this mode, and the corresponding state of stress and deformation is calculated.</li>\n</ul>\n<figure data-asset-id=\"1b2688b3-f6c8-49ce-b947-59d9f9b06f96\" data-image-id=\"1b2688b3-f6c8-49ce-b947-59d9f9b06f96\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7957c668-0dc3-4b76-b960-3c1d98ef5232/Strength%20analysis%20of%20steel%20joints.png\" data-asset-id=\"1b2688b3-f6c8-49ce-b947-59d9f9b06f96\" data-image-id=\"1b2688b3-f6c8-49ce-b947-59d9f9b06f96\" alt=\"Structural design of welded and bolted connections. Strain checks of plates together with code checks of components are performed by elastic-plastic analysis. IDEA StatiCa - structural analysis software.\"></figure>\n<ul>\n  <li><strong>Analysis termination at reaching the ultimate limit state.</strong> The checkbox in Code setup “Stop at limit strain” should be ticked. The state is found when the plastic strain reaches the defined limit. In the case when the defined load is higher than the calculated capacity, the analysis is marked as non-satisfying, and the percentage of used load is printed. Note that the analytical resistance of components, for example of bolts, can be exceeded.</li>\n</ul>\n<figure data-asset-id=\"2f9f2c24-302b-4687-a156-fbdb7174f6bf\" data-image-id=\"2f9f2c24-302b-4687-a156-fbdb7174f6bf\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1ce7928f-ee02-4720-9438-efaba07919d9/Analysis_incomplete.png\" data-asset-id=\"2f9f2c24-302b-4687-a156-fbdb7174f6bf\" data-image-id=\"2f9f2c24-302b-4687-a156-fbdb7174f6bf\" alt=\"\"></figure>\n<p>The second mode is more suitable for practical design. The first one is preferable for a detailed analysis of complex joints.</p>"
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                                                                                    "value": "<p>Joints are classified according to stiffness as rigid, semirigid, and pinned. The engineer should ensure that the stiffness of the joint confirms the stiffness set in the CAE software. The goal of the stiffness analysis is to get the correct load distribution in members and joints, and correct deflections of the members and overall structure</p>\n<p>The CBFEM method analyzes the stiffness of the connection of individual joint members. For the proper stiffness analysis, a separate analysis model must be created for each analyzed member. Then, the stiffness analysis is not influenced by the stiffness of other members of joint but only by the node itself and the construction of the connection of the analyzed member. Whereas the bearing member is supported for the strength analysis (member SL in the figure below), all members except the analyzed one are supported by the stiffness analysis (see two figures below for stiffness analysis of members B1 and B3). The exception is the column base where supports are provided by the concrete foundation, only the analyzed member is loaded, and other members have restrains only according to their model type.</p>\n<figure data-asset-id=\"5e1bd36b-759d-47db-9be4-55d519566a60\" data-image-id=\"5e1bd36b-759d-47db-9be4-55d519566a60\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3004d62f-17a8-4ea8-ad57-30b9d67dd919/Supports_strength.png\" data-asset-id=\"5e1bd36b-759d-47db-9be4-55d519566a60\" data-image-id=\"5e1bd36b-759d-47db-9be4-55d519566a60\" alt=\"\"></figure>\n<p><em>Supports on members for strength analysis</em></p>\n<figure data-asset-id=\"5a5ec524-e4c6-4400-8814-8be3aa3c77d1\" data-image-id=\"5a5ec524-e4c6-4400-8814-8be3aa3c77d1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9630dab2-8eed-4eb7-a32e-44e15e27c374/stiffness.png\" data-asset-id=\"5a5ec524-e4c6-4400-8814-8be3aa3c77d1\" data-image-id=\"5a5ec524-e4c6-4400-8814-8be3aa3c77d1\" alt=\"\"></figure>\n<table><tbody>\n  <tr><td><em>Supports on members for stiffness analysis of member B1</em></td><td><em>Supports on members for stiffness analysis of member B3</em></td></tr>\n</tbody></table>\n<p>Loads can be applied only to the analyzed member. If bending moment, <em>M</em><em><sub>y</sub></em>, is defined, the rotational stiffness about the y-axis is analyzed. If bending moment <em>M</em><em><sub>z</sub></em> is defined, the rotational stiffness about the z-axis is analyzed. If axial force <em>N</em> is defined, the axial stiffness of the connection is analyzed.</p>\n<p>The moment-rotation (or load-deformation) curve is calculated for two models:</p>\n<ul>\n  <li>Full connection model – with members, plates, bolts, welds, etc. (materially nonlinear analysis)</li>\n  <li>Member model – with members only rigidly connected in the node (linear elastic analysis)</li>\n</ul>\n<p>The shown diagram is created by subtracting the Member model from the Full connection model. This way, the elastic deformation of members, which is already included in the model of the overall structure, is excluded.&nbsp;</p>\n<figure data-asset-id=\"db6d67e1-92fb-43ec-9269-93ae7641bafb\" data-image-id=\"db6d67e1-92fb-43ec-9269-93ae7641bafb\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bc871927-72bb-4a3d-a59a-1f438dc5dc23/Stiffness_models.png\" data-asset-id=\"db6d67e1-92fb-43ec-9269-93ae7641bafb\" data-image-id=\"db6d67e1-92fb-43ec-9269-93ae7641bafb\" alt=\"\"></figure>\n<p>The program generates a complete diagram automatically; it is directly displayed in the GUI and can be added to the output report. Rotational or axial stiffness can be studied for specific design loads. <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">IDEA StatiCa Connection</a> can also deal with the interaction of the other internal forces.</p>\n<p>Diagram shows:</p>\n<ul>\n  <li>Level of design load <em>M</em><sub>Ed</sub></li>\n  <li>Limit value of capacity of connection for 5% equivalent strain <em>M</em><sub>j,Rd</sub>; limit for plastic strain may be changed in Code setup</li>\n  <li>The limit value of capacity of connected member (useful also for seismic design) <em>M</em><sub>c,Rd</sub></li>\n  <li>2/3 of limit capacity for calculation of initial stiffness</li>\n  <li>Value of initial stiffness <em>S</em><sub>j,ini</sub></li>\n  <li>Value of secant stiffness <em>S</em><sub>js</sub></li>\n  <li>Limits for the classification of connection – rigid and pinned</li>\n  <li>Rotational deformation <em>Φ</em></li>\n  <li>Rotational capacity <em>Φ</em><sub>c</sub></li>\n</ul>\n<figure data-asset-id=\"6535dff5-6f62-439b-9144-5a72f1f746c0\" data-image-id=\"6535dff5-6f62-439b-9144-5a72f1f746c0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b2dfb001-fc2f-4e19-b9b3-f5bcfb1b4463/rigid.png\" data-asset-id=\"6535dff5-6f62-439b-9144-5a72f1f746c0\" data-image-id=\"6535dff5-6f62-439b-9144-5a72f1f746c0\" alt=\"\"></figure>\n<p><em>Rigid welded connection</em></p>\n<figure data-asset-id=\"14a4f835-9e3b-400f-a7e5-a775ef42453d\" data-image-id=\"14a4f835-9e3b-400f-a7e5-a775ef42453d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/fb77019c-bf4b-4be8-8779-7e78c25acf3f/semirigid.png\" data-asset-id=\"14a4f835-9e3b-400f-a7e5-a775ef42453d\" data-image-id=\"14a4f835-9e3b-400f-a7e5-a775ef42453d\" alt=\"\"></figure>\n<p><em>Semi-rigid bolted connection</em></p>\n<figure data-asset-id=\"96e6bbf9-ec55-42fb-8930-ad14fadcac03\" data-image-id=\"96e6bbf9-ec55-42fb-8930-ad14fadcac03\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/48189f93-44cd-47d4-89ac-39c7c54e98f1/design_resistance.png\" data-asset-id=\"96e6bbf9-ec55-42fb-8930-ad14fadcac03\" data-image-id=\"96e6bbf9-ec55-42fb-8930-ad14fadcac03\" alt=\"\"></figure>\n<p><em>After reaching the 5 % strain in the column web panel in shear, the plastic zones propagate rapidly</em></p>\n<p>The joint is classified according to its stiffness into rigid, semi-rigid, or pinned category according to the relevant code. The theoretical length of the member can be set for the analyzed member:</p>\n<figure data-asset-id=\"68401921-4d75-4d82-a7a6-909b80481eb3\" data-image-id=\"68401921-4d75-4d82-a7a6-909b80481eb3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/26898a8f-ca33-4da2-af79-9703fbff79a0/stiffness_length.png\" data-asset-id=\"68401921-4d75-4d82-a7a6-909b80481eb3\" data-image-id=\"68401921-4d75-4d82-a7a6-909b80481eb3\" alt=\"\"></figure>\n<h3>How are the loads applied?</h3>\n<p>Only one member is loaded and investigated in the stiffness analysis. The analyzed member may be loaded by:</p>\n<ul>\n  <li>Normal force <em>N</em></li>\n  <li>Shear forces <em>V</em><em><sub>y</sub></em> and <em>V</em><em><sub>z</sub></em></li>\n  <li>Bending moments <em>M</em><em><sub>y</sub></em> and <em>M</em><em><sub>z</sub></em></li>\n  <li>Torsion <em>M</em><em><sub>x</sub></em></li>\n</ul>\n<p>All load effects are applied simultaneously. If the applied loads are too small, they are all increased by a factor so that the joint resistance is reached (applied forces must be greater than 1). When creating the moment-rotation or load-deformation diagrams, all the load effects are increased in steps proportionally.&nbsp;</p>\n<p>For example, the analyzed member is loaded by:</p>\n<ul>\n  <li>Normal force <em>N</em> = 50 kN</li>\n  <li>Shear force <em>V</em><em><sub>z</sub></em> = -80 kN</li>\n  <li>Bending moment <em>M</em><em><sub>y</sub></em> = 30 kNm</li>\n</ul>\n<p>The member resistances are:</p>\n<ul>\n  <li>Normal resistance <em>N</em><sub>R</sub> = 2 111 kN</li>\n  <li>Shear resistance <em>V</em><em><sub>z,</sub></em><sub>R</sub> = 763 kN</li>\n  <li>Bending moment resistance <em>M</em><em><sub>y</sub></em><sub>,R</sub> = 226 kNm</li>\n</ul>\n<p>The loads are multiplied by a factor:</p>\n<p>\\[ \\alpha = \\textrm{min} \\left \\{ \\frac{N_R}{N}, \\, \\frac{M_{y,R}}{M_y}, \\, \\frac{M_{z,R}}{M_z} \\right \\} &nbsp;\\]</p>\n<p>Note that if the shear force is not applied in the node, i.e. it acts on a lever arm, the bending moment is affected. The bending moment in the node, as seen in a wireframe model, is used as a set load.</p>\n<figure data-asset-id=\"9a3f28c9-8f1e-4081-99f0-516ef85464fa\" data-image-id=\"9a3f28c9-8f1e-4081-99f0-516ef85464fa\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3e8bcba8-0fb9-406d-8654-89b3ac2f4bc7/stiffness-bending_moment.png\" data-asset-id=\"9a3f28c9-8f1e-4081-99f0-516ef85464fa\" data-image-id=\"9a3f28c9-8f1e-4081-99f0-516ef85464fa\" alt=\"\"></figure>\n<p>In this example, the factor is \\( \\alpha = 7.53 \\). Set loads are multiplied and then applied in steps, and the results are plotted in the Stiffness diagram. The applied loads are divided into 12 steps, and when the connection is nearing its resistance, the steps are further refined. The example of the first three steps is in the following table:</p>\n<table><tbody>\n  <tr><td><br></td><td>Set loads</td><td>Applied loads</td><td>First step</td><td>Second step</td><td>Third step</td></tr>\n  <tr><td><br></td><td><br></td><td>100%</td><td>8.33%</td><td>16.67%</td><td>25.00%</td></tr>\n  <tr><td><em><strong>N</strong></em></td><td>50</td><td>377</td><td>31</td><td>63</td><td>94</td></tr>\n  <tr><td><em><strong>V</strong></em><em><strong><sub>y</sub></strong></em></td><td>0</td><td>0</td><td>0</td><td>0</td><td>0</td></tr>\n  <tr><td><em><strong>V</strong></em><em><strong><sub>z</sub></strong></em></td><td>-80</td><td>-603</td><td>-50</td><td>-100</td><td>-151</td></tr>\n  <tr><td><em><strong>M</strong></em><em><strong><sub>x</sub></strong></em></td><td>0</td><td>0</td><td>0</td><td>0</td><td>0</td></tr>\n  <tr><td><em><strong>M</strong></em><em><strong><sub>y</sub></strong></em></td><td>30</td><td>226</td><td>19</td><td>38</td><td>57</td></tr>\n  <tr><td><em><strong>M</strong></em><em><strong><sub>z</sub></strong></em></td><td>0</td><td>0</td><td>0</td><td>0</td><td>0</td></tr>\n</tbody></table>\n<h3>Deformation capacity</h3>\n<p>The deformation capacity/ductility <em>δ</em><sub>Cd</sub> belongs with the resistance and the stiffness to the three basic parameters describing the behavior of connections. In moment-resistant connections, the ductility is achieved by a sufficient rotation capacity <em>φ</em><sub>Cd</sub>. The deformation/rotation capacity is calculated for each connection in the joint separately.</p>\n<p>The software estimates the deformation capacity as a point where one of the following conditions is achieved:</p>\n<ul>\n  <li>Bolt or anchor resistance in tension, shear, or tension/shear interaction is reached</li>\n  <li>Weld resistance is reached</li>\n  <li>Plastic strain in plates is 15 %</li>\n</ul>\n<p>The estimation of the rotation capacity is important in connections exposed to <a data-item-id=\"02b63bda-ca02-5270-a15e-ab2642cfbdaf\" href=\"\">seismic</a>, see Gioncu and Mazzolani (2002) and Grecea (2004) and extreme loading, see Sherbourne and Bahaari (1994 and 1996). The deformation capacity of components has been studied from the end of the last century (Foley and Vinnakota, 1995). Faella et al. (2000) carried out tests on T-stubs and derived the analytical expressions for the deformation capacity. Kuhlmann and Kuhnemund (2000) performed tests on the column web subjected to transverse compression at different levels of compression axial force in the column. Da Silva et al. (2002) predicted deformation capacity at different levels of axial force in the connected beam. Based on the test results combined with FE analysis, deformation capacities are established for the basic components by analytical models by Beg et al. (2004). In the work, components are represented by non-linear springs and appropriately combined in order to determine the rotation capacity of the joint for the end-plate connections, with an extended or flush end-plate and welded connections. For these connections, the most important components that may significantly contribute to the rotation capacity were recognized as the web in compression, column web in tension, column web in shear, column flange in bending, and end-plate in bending. Components related to the column web are relevant only when there are no stiffeners in the column that resist compression, tension, or shear forces. The presence of a stiffener eliminates the corresponding component, and its contribution to the rotation capacity of the joint can be therefore neglected. End-plates and column flanges are important only for end-plate connections where the components act as a T-stub, where also the deformation capacity of the bolts in tension is included. The questions and limits of the deformation capacity of connections of high-strength steel were studied by Girao et al. (2004).</p>"
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                                                    "value": "<p>Capacity design is a part of a joint check-in seismic design. When relying on the ductility of a structure, the capacity design must be performed.&nbsp;</p>\n<p>The objective of capacity design is to confirm a building undergoes controlled ductile behavior to avoid a collapse in a design-level earthquake.</p>\n<p>A dissipative item is selected with increased strength and a modified material diagram. An overstrength factor \\(\\gamma_{ov}\\) is defined in Materials, and a strain-hardening factor \\(\\gamma_{sh}\\) at the dissipative item operation. Note that the nomenclature differs between the codes. A dissipative item is excluded from the strain check of plates.&nbsp;</p>\n<figure data-asset-id=\"ddc1fc96-f9c5-4d2d-9ca5-5150ad9bce19\" data-image-id=\"ddc1fc96-f9c5-4d2d-9ca5-5150ad9bce19\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/278940a1-f39c-4dc3-baa9-ee0915804701/Steel%20connection%20capacity%20design.png\" data-asset-id=\"ddc1fc96-f9c5-4d2d-9ca5-5150ad9bce19\" data-image-id=\"ddc1fc96-f9c5-4d2d-9ca5-5150ad9bce19\" alt=\"The objective of capacity design is to confirm a building undergoes controlled ductile behavior in order to avoid a collapse in a design-level earthquake. Structural design of welded and bolted connections. \"></figure>\n<p><em>Modified material diagram for dissipative item</em></p>\n<p><a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">IDEA StatiCa Connection</a> checks the connection on applied design load, which should create a plastic hinge in the selected dissipative item, usually the beam. The plastic strain in the dissipative item should be around 5%. This can serve as a confirmation that the magnitude and position of loads were determined properly.&nbsp;</p>\n<figure data-asset-id=\"60d63b32-e0ab-41e1-b674-903365151edd\" data-image-id=\"60d63b32-e0ab-41e1-b674-903365151edd\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/483ccbcc-0aaf-4302-be41-45b5bf3074b6/plastic%20hinge.png\" data-asset-id=\"60d63b32-e0ab-41e1-b674-903365151edd\" data-image-id=\"60d63b32-e0ab-41e1-b674-903365151edd\" alt=\"Plastic hinge\"></figure>\n<p><em>Plastic hinge created at the intended place of the dissipative item – the beam</em></p>\n<p>The supports of the continuous member are automatically defined as supported at one end and with restrained moments at the other end. This way, the continuous column may be loaded by the normal force and shear forces, and also one side may move sideways so that the failure of the column web in shear is revealed.</p>\n<p>Note, that detailing is very important for seismic resistant joints but is not checked in IDEA StatiCa.&nbsp;</p>"
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                                                            "value": "<p>The designer usually solves the task of designing the connection/joint to transfer the known design load. But it is also useful to know how far the design from the limit state is, i.e., how big the reserve in the design is and how safe it is. This can be done simply by the type of analysis – <a data-item-id=\"4171b781-9048-587e-8051-cadf1a05e547\" href=\"\">Joint design resistance</a>.</p>\n<p>The user inputs design load like in a standard design. The software automatically proportionally increases all load components until one of the included checks does not satisfy.&nbsp;</p>\n<p>DR analyses conduct checks for the following components:</p>\n<ul>\n  <li>Plastic strain in plates</li>\n  <li>Bolts – shear, tension, and a combination of tension and shear</li>\n  <li>Anchors – tension and shear steel resistance&nbsp;</li>\n  <li>Welds</li>\n</ul>\n<p>Please note that other components not included in the above list will not be checked due to unknown directions of forces in components. For this reason, an EPS analysis should always be conducted to ensure that all checks are correctly performed.&nbsp;</p>\n<p>The user gets the ratio of maximal load to the design load. Also, a simple diagram is provided.&nbsp;</p>\n<figure data-asset-id=\"aeb1691e-ba03-4612-b058-d255b489cfdd\" data-image-id=\"aeb1691e-ba03-4612-b058-d255b489cfdd\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/793de987-9a57-45a5-b384-022d11a8b940/Steel%20connection%20resistance%20design.png\" data-asset-id=\"aeb1691e-ba03-4612-b058-d255b489cfdd\" data-image-id=\"aeb1691e-ba03-4612-b058-d255b489cfdd\" alt=\"Joint design resistance helps to estimate reserve in the steel connection resistance. Structural design of welded and bolted connections.\"></figure>\n<p>The results of user-defined load cases are shown unless the Joint design resistance Factor is smaller than 100 % which means that the calculation did not converge, and the last converged step of the load case is shown.</p>"
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                                                    "value": "<p>Buckling is usually not an important issue in joints. However, it should be checked that there are no buckling issues and that the results of strength analysis, which uses only geometrically linear analysis, are correct.</p>\n<p><a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">IDEA StatiCa Connection</a> can perform linear buckling analysis of a model of a joint. The results are predicted in buckling modes. Critical load, at which buckling of the perfect model occurs, is calculated for each buckling mode. Critical load is presented by multipliers of the load acting on the joint. According to the buckling mode and critical load multiplier, the user can determine the safe buckling design.</p>\n<p>Some codes, e.g. Eurocode (EN 1993-1-1, Chapter 5.2.1), recommend a critical load multiplier higher than 15 for bar models of structures. If the critical load multiplier is higher than 15, the code does not require a buckling check of members.</p>\n<p>For joints, the matter is different, and the code does not provide any specific recommendation. The design of local buckling must be tackled in another way. Generally, the local buckling may be divided into three groups:</p>\n<ol>\n  <li>Plates connecting individual members</li>\n  <li>Stiffening plates in the joint – stiffeners, ribs, short haunches</li>\n  <li>Closed sections and thin-walled sections</li>\n</ol>\n<p>The buckling of plates from group 1 affects the buckling shape of the whole member. Therefore, it is recommended to apply the same rules as for these members also to these plates, i.e., consider safe critical load multiplier 15 and higher. The engineer should verify that the real execution of the joint corresponds to the boundary conditions of the model used for buckling analysis of the whole structure.</p>\n<p>Plates from group 2 affect the local buckling of the joint. For such plates, the safe boundary of critical load multiplier 15 is conservative, but specific guidance is missing in codes. The guidance is provided by&nbsp;<a href=\"https://www.ideastatica.com/support-center/all?category=verification_example&amp;label=buckling\" data-new-window=\"true\" title=\"IDEA StatiCa Support Center\" target=\"_blank\" rel=\"noopener noreferrer\">research papers</a>&nbsp;that recommend a safe boundary of critical load multiplier equal to 3.</p>\n<p>Buckling of plates and members from group 3 is very problematic, and individual assessment of each particular case is necessary.</p>\n<p>For plates with a critical load multiplier smaller than suggested values (15 for group 1, 3 for group 2), plastic design cannot be used. Other methods that are not offered by IDEA StatiCa are necessary for their check.</p>\n<p>The result of buckling analysis in IDEA StatiCa Connection is not a definite check. The codes do not give sufficient guidance. The assessment requires engineering judgment and IDEA StatiCa provides unique tools not available in standard design software.</p>\n<figure data-asset-id=\"daa85f66-8e1f-4ad5-9669-b8c24536c88f\" data-image-id=\"daa85f66-8e1f-4ad5-9669-b8c24536c88f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1571dacd-fb9b-4c75-9adf-91746be2a52c/Steel%20joint%20buckling%20analysis.png\" data-asset-id=\"daa85f66-8e1f-4ad5-9669-b8c24536c88f\" data-image-id=\"daa85f66-8e1f-4ad5-9669-b8c24536c88f\" alt=\"Gusset plate as an elongation of a truss – example of plate from group 1 for which buckling can be neglected if critical buckling factor is higher than 15\"></figure>\n<p><em>Gusset plate as an elongation of a truss – example of the plate from group 1 for which buckling can be neglected if the critical buckling factor is higher than 15</em></p>\n<figure data-asset-id=\"64f50f79-57b5-48a7-8773-6f4a05ecaa2a\" data-image-id=\"64f50f79-57b5-48a7-8773-6f4a05ecaa2a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/efa05183-1d66-4644-9e09-6d2167ea28c1/buckling2.png\" data-asset-id=\"64f50f79-57b5-48a7-8773-6f4a05ecaa2a\" data-image-id=\"64f50f79-57b5-48a7-8773-6f4a05ecaa2a\" alt=\"\"></figure>\n<p><em>Examples of buckling shapes of plates from group 2 where the buckling can be neglected if the critical buckling factor is higher than 3</em></p>\n<p>The model used for buckling analysis is supported by different supports than set by the user in stress, strain analysis type (EPS). The bearing member stays fully supported. Model type of a beam set as N-Vy-Vz-Mx-My-Mz (free to move in stress, strain analysis type) is fully supported in buckling analysis. All other beam analysis types have restrained bending moments and normal force but are free to move sideways.</p>\n<ul>\n  <li>Model type N-Vy-Vz-Mx-My-Mz: supports in buckling model: N-Vy-Vz-Mx-My-Mz</li>\n  <li>Model type N-Vy-Vz: supports in buckling model: N-Mx-My-Mz</li>\n  <li>Model type N-Vz-My: supports in buckling model: N-Mx-My-Mz</li>\n  <li>Model type N-Vy-Mz: supports in buckling model: N-Mx-My-Mz</li>\n</ul>\n<p>It is assumed that in case of rigid joint, user sets the bending moment and the buckling of the short beam segment is not relevant. On the other hand, in the case of the pinned joint, user sets only normal and shear force and no bending moment, but the buckling of the pinned member is relevant, so it contributes to the buckling factor. See the figure below. \"Model\" shows the model in the stress-strain analysis type, and \"Buckling\" shows the model in the buckling analysis.</p>\n<figure data-asset-id=\"96acce5c-0e2d-4837-84a5-f073225fa84d\" data-image-id=\"96acce5c-0e2d-4837-84a5-f073225fa84d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c79b0662-8042-4da8-b653-4607bdaf1fce/buckling3.png\" data-asset-id=\"96acce5c-0e2d-4837-84a5-f073225fa84d\" data-image-id=\"96acce5c-0e2d-4837-84a5-f073225fa84d\" alt=\"\"></figure>"
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                                                            "value": "<p>The finite element analysis might not converge for several reasons, usually due to some element that is not sufficiently supported and can freely move or rotate.</p>\n<p>Finite element analysis requires a slightly increasing stress-strain diagram of material models. In some cases of complicated models, e.g., with multiple contacts, the increase in divergent iterations might help with convergence. This value can be set in the Code setup. The most common causes of analysis failure are singularities when the parts of a model are not connected properly and are free to move or rotate. A user is notified and should check the model for missing welds or bolts. The deformed shape is shown with the items which caused the first singularity moved 1&nbsp;m so that singularity may be easily detected.</p>\n<figure data-asset-id=\"b5960e4f-48b0-4031-915a-6a0960079231\" data-image-id=\"b5960e4f-48b0-4031-915a-6a0960079231\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a460d97a-00e3-4100-bd1a-866caaf8e6d1/Analysis%20convergence%20of%20complex%20steel%20connection%20models.png\" data-asset-id=\"b5960e4f-48b0-4031-915a-6a0960079231\" data-image-id=\"b5960e4f-48b0-4031-915a-6a0960079231\" alt=\"The finite element analysis might not converge due to some element that is not sufficiently supported and can freely move or rotate. Analysis for the structural design of complex welded and bolted steel connections.\"></figure>\n<p><em>Missing welds at gusset plates leading to singularity</em></p>"
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                                                                    "value": "<p><a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">IDEA StatiCa Connection</a> for design of joints of thin-walled members should be left only to experienced engineers. Buckling analysis is a must and each mode shape must be carefully analyzed.</p>\n<p>Software IDEA StatiCa Connection is dedicated to the assessment of connections of hot-rolled members which are not significantly affected by buckling. The geometrically linear and materially non-linear analysis is performed because of its fast and stable calculation. However, this analysis is not sufficient for stability loss. If buckling may be a problem, performing a linear buckling analysis helps to detect dangerous areas and provide a factor for Euler’s bifurcation point, but this is still not enough for thin-walled members. For thin-walled members, only geometrically nonlinear analysis with imperfections is suitable.</p>\n<p>If the user still decides to use IDEA StatiCa Connection software to check connections of thin-walled members, he should:</p>\n<ul>\n  <li>Perform linear buckling analysis and carefully evaluate each buckling shape, the first 5 presented buckling shapes might not be enough (<a data-item-id=\"940e97db-790e-439d-95b7-c99b79c53c43\" href=\"\">How to increase the number of evaluated shapes</a>)</li>\n  <li>Do not rely on the plasticity of steel plates and rather limit the von Mises stress to yield strength or even lower</li>\n  <li>Be aware that local buckling, which is not considered, can redistribute internal forces in components differently</li>\n  <li>Be aware that the stiffness of components may be different due to different failure modes or their combination.</li>\n  <li>Be aware that presented checks and detailing of components (e.g., bolts, welds) are the following guides for standard members. The checks for thin-walled members may vary, and then the provided checks are not correct.</li>\n</ul>\n<p>The design of connections of thin-walled members is very case-specific, and no general guide can be provided. IDEA StatiCa Connection was not validated for this use.</p>\n<h4>Component checks – EN</h4>\n<p>In EN 1993-1-1 thin-walled members are defined as: “Class 4 cross-sections are those in which local buckling will occur before the attainment of yield stress in one or more parts of the cross-section.” The main part of Eurocode for steel is limited to members with material thickness t ≥ 3 mm. <a data-item-id=\"2f49e81d-802d-4857-84e1-8776e12bc8ee\" href=\"\">Chapter 4 – Welded connections</a> apply only to a material thickness of t ≥ 4 mm. Therefore, the checks of components provided by software do not apply to cold-formed members with smaller thicknesses. Users should be aware of this and replace the checks with appropriate formulas from EN 1993-1-3 manually.</p>\n<p>Analysis of <a data-item-id=\"48d4bb94-7eb2-4c01-b2dc-56bae88b469b\" href=\"\">hollow section joints</a> should also be carefully performed for members which are out of the range of validity for welded joints – EN 1993-1-8 – Table 7.1. There are no guidelines for such joints, and the software results have not been validated.</p>\n<h4>Component checks – AISC</h4>\n<p>In Chapter A of AISC 360-16 there is a user note stating: “For the design of cold-formed steel structural members, the provisions in the AISI North American Specification for the Design of Cold-Formed Steel Structural Members (AISI S100) are recommended, except for cold-formed hollow structural sections (HSS), which are designed in accordance with this Specification.” AISI S100 and AS/NZS 4600 provide formulas to determine the shear and tension resistance of the most common fastener types together with their range of application</p>\n<h4>Component checks – CISC</h4>\n<p>CSA S16-14 states in Chapter 1: “Requirements for steel structures such as bridges, antenna towers, offshore structures, and cold-formed steel structural members are given in other CSA Group Standards.”</p>"
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                                                                            "value": "<h3>Model description</h3>\n<p><a data-item-id=\"3410fe73-5e05-4f0b-9e97-52c983c69bbd\" href=\"\">Lateral-torsional restraint</a> is simulated by two stiffnesses added to any plate:</p>\n<ul>\n  <li>Lateral (shear) <em>S</em> [N] applied in the direction of <em>y</em> axis of plate local coordinate system</li>\n  <li>Torsional <em>C</em> [Nm/m] applied around <em>x</em> axis of a plate local coordinate system</li>\n</ul>\n<p>Users may select any plate of a member, length of the restraint, type (continuous or discrete with set spacing), and lateral and torsional stiffnesses.</p>\n<figure data-asset-id=\"7b6a6908-8529-441f-b84d-51778489958a\" data-image-id=\"7b6a6908-8529-441f-b84d-51778489958a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ee764dc7-4e26-43a1-8f3b-3f2555263672/LTR.png\" data-asset-id=\"7b6a6908-8529-441f-b84d-51778489958a\" data-image-id=\"7b6a6908-8529-441f-b84d-51778489958a\" alt=\"Lateral-torsional restraint\"></figure>\n<p><em>Local coordinate system of a plate with applied LTR</em></p>\n<p>Nodes of finite elements are connected along the plate width by rigid body elements type 3 (RBE3) to one point at the plate longitudinal axis. Torsional stiffness is applied at this point by a special element with only one stiffness, rotation around <em>x</em> axis. This point is also connected by two other RBE3 with a special element between them with one stiffness, displacement in <em>y</em> axis.&nbsp;</p>\n<p>The lateral stiffness is set by the user as free, rigid, or with set stiffness. Rigid stiffness is sufficiently high, set as 1000 times the shear stiffness of the plate. Stiffness \\(S\\) is set per unit length (one meter) with a force unit [N]. The stiffness of one element \\(S_i\\) has a force unit divided by length unit [N/m] and is then:</p>\n<p>\\[ S_i = \\frac{S}{s_d} \\]</p>\n<p>where:</p>\n<ul>\n  <li>&nbsp;\\(s_d\\) – distance between two points [m]</li>\n</ul>\n<p>For discrete type, spacing is set directly by the user. For continuous type, the spacing is sufficiently small so that the behavior of the plate is not affected by spacing.</p>\n<p>Similarly, the torsional stiffness is set by the user as free, rigid, or with set stiffness. Rigid stiffness is sufficiently high, set as 1 000 times the bending stiffness of the plate. Stiffness \\(C\\) is set per unit length (one meter) with a unit of bending moment divided by length unit [Nm/m]. The stiffness of one element \\(C_i\\) has a bending moment unit divided by length unit squared [Nm/m<sup>2</sup>] and is then:</p>\n<p>\\[ C_i = \\frac{C}{s_d} \\]</p>\n<p>For a better understanding of the stiffness values, see the document <a href=\"https://www.irbnet.de/daten/iconda/CIB_DC28847.pdf\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">European Recommendations on the Stabilization of Steel Structures by Sandwich Panels</a>.</p>\n<figure data-asset-id=\"7fcd7a17-f5c2-4d08-9964-43a6727ac424\" data-image-id=\"7fcd7a17-f5c2-4d08-9964-43a6727ac424\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/704a113e-5cce-45ed-9c15-3c28097bf4de/LTR2-eng.png\" data-asset-id=\"7fcd7a17-f5c2-4d08-9964-43a6727ac424\" data-image-id=\"7fcd7a17-f5c2-4d08-9964-43a6727ac424\" alt=\"\"></figure>\n<p><em>Hidden finite elements and RBE3 provide lateral and torsional stiffness to member plate</em></p>\n<p>Note that RBE3 are only interpolation links that do not provide any stiffness on their own.</p>\n<h2>Verification</h2>\n<p>A model providing LTR was verified by LTBeam software, which uses bar (1D) elements with seven degrees of freedom. That means the cross-section is not deformed, but the element can capture <a data-item-id=\"cbb8d45e-a941-4f80-8bbb-c288edafdd5c\" href=\"\">warping</a>. The comparison is shown on an example of IPE 180 cross-section from steel grade S355 with a length of 6 m. The beam is fixed at both ends with a uniform load of 20 kN/m applied at the top flange. Software LTBeam is able to determine the elastic critical moment that corresponds to the result of linear buckling analysis (LBA) in <a data-item-id=\"e2fb6b14-f5e4-4b81-8322-71acd2cdf487\" href=\"\">IDEA StatiCa Member</a>.</p>\n<figure data-asset-id=\"02d0a026-39fd-4938-87d0-794aab18fa11\" data-image-id=\"02d0a026-39fd-4938-87d0-794aab18fa11\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4bbed293-94ba-45b6-aafe-9b38dd103b00/LTR3.png\" data-asset-id=\"02d0a026-39fd-4938-87d0-794aab18fa11\" data-image-id=\"02d0a026-39fd-4938-87d0-794aab18fa11\" alt=\"\"></figure>\n<p><em>Comparison of LTBeam and IDEA StatiCa Member for lateral and torsional stiffness</em>&nbsp;</p>\n<p>The critical load multiplier to elastic buckling \\(\\alpha_{cr}\\) with lateral stiffness is very similar according to both software. The limit lateral stiffness where lateral-torsional buckling has an effect up to only&nbsp;5 % of beam bending resistance is calculated according to EN 1993-1-1 as S<sub>lim</sub> = 8 589 kN. However, the results with torsional restraint are diverging at higher levels of rotational stiffness. Observing the deformed shape in IDEA StatiCa Member, the difference is caused by the cross-section deformation that can be captured only by the shell model. LTBeam provides unrealistically high critical load multipliers for high torsional stiffness.&nbsp;</p>\n<p>To verify this claim, the ABAQUS shell element model was created at ETH university. The beam is again fixed on both ends, made of steel grade S355 and with a length of 6 m. Beam cross-section IPE 240 was used. Limit torsional stiffness, i.e. lateral-torsional buckling has an effect up to only 5 % of beam bending resistance, was calculated as C<sub>lim</sub> = 27.13 kNm/m. The model is loaded by force in the mid-span at the top flange.&nbsp;</p>\n<figure data-asset-id=\"f3f3f514-c968-4af0-9832-fb0394b94d3c\" data-image-id=\"f3f3f514-c968-4af0-9832-fb0394b94d3c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b68af254-356c-4729-977c-1395d6827f0c/LTR4.png\" data-asset-id=\"f3f3f514-c968-4af0-9832-fb0394b94d3c\" data-image-id=\"f3f3f514-c968-4af0-9832-fb0394b94d3c\" alt=\"\"></figure>\n<p><em>Comparison of ABAQUS, LTBeam, and IDEA StatiCa Member for torsional stiffness</em></p>\n<p>The effect of torsional stiffness is very similar in both models made of shell elements and LTBeam diverges. Most importantly, ABAQUS and <a data-item-id=\"e2fb6b14-f5e4-4b81-8322-71acd2cdf487\" href=\"\">IDEA StatiCa Member</a> buckling resistances provided by GMNIA almost coincide – the differences are up to 4 %.</p>\n<h2>Stiffness estimation</h2>\n<p>LTR provided by floors filled with concrete and with composite action provided by shear studs may be assumed as rigid at least in the case of lateral stiffness. The stiffnesses provided by trapezoidal sheets of sandwich panels are much smaller and may be determined by experiments or calculations. Most often, the values of lateral and torsional stiffness would be recommended by manufacturers of sandwich panels or other types of cladding.&nbsp;</p>\n<p>The calculation of lateral stiffness <em>S</em> [N] provided by trapezoidal sheets is provided in EN 1993-1-3, Chapter 10:</p>\n<p>\\[S=1000 \\sqrt{t^3} \\left ( 50+10 \\sqrt[3]{b_{roof}} \\right ) \\frac{s}{h_w} \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>t</em> – design thickness of trapezoidal sheeting [mm]</li>\n  <li><em>b</em><sub>roof</sub> – roof width, i.e. for gable roof it is the distance between a ridge and an eave [mm]</li>\n  <li><em>s</em> – distance between beams [mm]</li>\n  <li><em>h</em><sub>w</sub> – trapezoidal sheet profile depth [mm]&nbsp;</li>\n</ul>\n<p>The formula is valid if the trapezoidal sheet is connected to the beam at each rib. If the sheeting is connected to the beam at every second rib only, then <em>S</em> should be substituted by 0.2 <em>S</em>.</p>\n<p>Lateral stiffness of sandwich panels is described in ECCS recommendation. The stiffness of fasteners is essential:</p>\n<p>\\[S=\\frac{k_v}{2B} \\sum_{k=1}^{n_k}c_k^2\\]</p>\n<p>where:</p>\n<ul>\n  <li><em>k</em><sub>v</sub> – shear stiffness of a fastening</li>\n  <li><em>B</em> – width of a sandwich panel</li>\n  <li><em>n</em><sub>k</sub> – number of pairs of fasteners per panel and support</li>\n  <li><em>c</em><sub>k</sub> – distance between the two fasteners of a pair</li>\n</ul>\n<p>Torsional stiffness is more complicated and can also be estimated by ECCS recommendation. It contains the contribution of fasteners, sandwich panel, and beam distortion. The beam distortion may be neglected because it is already included in the shell element model.</p>\n<figure data-asset-id=\"bf736d70-434b-4ba1-acac-810ad8c29f8a\" data-image-id=\"bf736d70-434b-4ba1-acac-810ad8c29f8a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/96410b67-ba2f-46f3-91ea-ad1c22d4ebc6/LTR5.png\" data-asset-id=\"bf736d70-434b-4ba1-acac-810ad8c29f8a\" data-image-id=\"bf736d70-434b-4ba1-acac-810ad8c29f8a\" alt=\"\"></figure>\n<p><em>Torsional (on the left) and lateral stiffness (on the right) provided by sandwich panels (ECCS, 2014)</em></p>\n<p>In American practice, restraint against lateral torsional buckling is typically assumed to be full or negligible based on the type and orientation of decking. For example, Table 8.1 of the AISC Seismic Design Manual identifies restraint conditions for beams subject to axial compression. However, where necessary, the lateral stiffness can be derived from the diaphragm stiffness, <em>G</em>’, computed in accordance with AISI S310. Denavit et al. (2020) present a method of calculating torsional stiffness.&nbsp;</p>\n<h2>References</h2>\n<ul>\n  <li>CTICM, LTBeam v. 1.0.11, available at: <a href=\"https://www.cesdb.com/ltbeam.html\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">https://www.cesdb.com/ltbeam.html</a></li>\n  <li>Abaqus. <em>Reference manual</em>, version 6.16. Simulia, Dassault Systéms. France, 2016.</li>\n  <li>EN 1993-1-3: <em>Eurocode 3: Design of steel structures – Part 1-3: </em>General rules – Supplementary rules for cold-formed members and sheeting, CEN, 2006.</li>\n  <li>ECCS TC7 – Technical Working Group TWG 7.9 Sandwich Panels and Related Structures, <em>European Recommendations on the Stabilization of Steel Structures by Sandwich Panels,</em> 2<sup>nd</sup> edition, 2014. ISBN 978-90-6363-081-2</li>\n  <li>Denavit, M.D.; Jacobs, W.P.; Helwig, T.A. (2020). \"Continuous Bracing Requirements for Constrained-Axis Torsional Buckling,\"&nbsp;<em>Engineering Journal</em>, American Institute of Steel Construction, Vol. 57, pp. 69-89.</li>\n</ul>"
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                                                                                    "value": "<p>Joints of hollow section members may undergo serious deformations while able to carry still higher loads. On the other hand, the plates may buckle in inelastic range, for which purpose, geometrically and materially nonlinear analysis is implemented.</p>\n<h4>Out-of-plane deformation</h4>\n<p>One of the criteria for the ultimate limit state of hollow section joints is the out-of-plane deformation of the hollow section cross-section. The check is available in the software (in Code Setup as Local deformation check, for hollow bearing members turned on by default). It is recognized by <a href=\"https://www.cidect.org/design-guides/\"><strong>CIDECT design guides</strong></a>. The limits are 3 % of the smaller size of the cross-section (0.03 <em>d</em><sub>0</sub> for CHS and 0.03 <em>b</em><sub>0</sub> for RHS) for the ultimate limit state and 1 % for the serviceability limit state.</p>\n<figure data-asset-id=\"5a438c97-6033-4a56-9d0b-f422e233ad59\" data-image-id=\"5a438c97-6033-4a56-9d0b-f422e233ad59\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0a007549-7dd8-4f3d-82bb-bd025ce91c63/hollow_sections2.PNG\" data-asset-id=\"5a438c97-6033-4a56-9d0b-f422e233ad59\" data-image-id=\"5a438c97-6033-4a56-9d0b-f422e233ad59\" alt=\"\"></figure>\n<p><em>Definition of </em><a data-item-id=\"376528a7-312a-52ea-b8a0-d2f726dd9f62\" href=\"\"><em>cross-section</em></a><em> sizes for circular hollow section (CHS) and rectangular hollow section (RHS)</em></p>\n<figure data-asset-id=\"3d929273-3740-4b0f-80ac-cbcdef7156dc\" data-image-id=\"3d929273-3740-4b0f-80ac-cbcdef7156dc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ec91f617-98e4-4cce-8e89-dca42c9c7a0b/hollow_sections.png\" data-asset-id=\"3d929273-3740-4b0f-80ac-cbcdef7156dc\" data-image-id=\"3d929273-3740-4b0f-80ac-cbcdef7156dc\" alt=\"Failure modes for HSS members\"></figure>\n<p><em>Typical load-deformation diagrams for hollow section joints; the red curve is for thin-walled member loaded in compression, the green curve for regular members loaded in compression, the blue curve is e.g. for X-joint loaded by tension</em></p>\n<h4>Geometrically and materially non-linear analysis (GMNA)</h4>\n<p>In the case of some joints of hollow sections, especially with high diameter to thickness ratio, the geometrically linear analysis may not capture the behavior of the joint with sufficient precision, and its load resistance may be underestimated or overestimated. It is recommended to use more advanced geometrically and materially nonlinear analysis for joints of hollow sections even though the computational time is slightly higher. If GMNA analysis for hollow sections is selected in Code setup, GMNA is used instead of geometrically linear and materially nonlinear analysis (MNA, used as a standard in IDEA&nbsp;Statica Connection) for models with hollow section member as a bearing member.</p>\n<p><em>Note: If the bearing member is not a hollow section, the GMNA solver is disabled for the analysis of the whole connection model regardless of the settings in the code setup (GMNA on or off).</em></p>\n<h4>Cross-section deforms at the end of the shell model</h4>\n<p>The cross-section may deform at the ends of the model consisting of shell elements. Joints of hollow sections require relatively long members – up to 10 times cross-section diameter. Condensed superelement is placed behind the part of the model consisting of shell elements. This allows faster calculation with the same precision as the full model consisting of shell elements. The condensed superelement has only elastic material properties, and that means the plastic strains due to the investigated failure mode should not reach the end of shell element model. For this reason, the shell model spans by default 1.25 times the cross-section height (editable in Code setup) behind the last manufacturing operation. &nbsp;</p>\n<figure data-asset-id=\"d540c6c8-c955-4515-a5cf-538a3eebfb04\" data-image-id=\"d540c6c8-c955-4515-a5cf-538a3eebfb04\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e7e89119-c6c4-4ec7-a097-48de5018924a/RN%2021%20-%20Solver%202-1200x630.png\" data-asset-id=\"d540c6c8-c955-4515-a5cf-538a3eebfb04\" data-image-id=\"d540c6c8-c955-4515-a5cf-538a3eebfb04\" alt=\"Hollow section with deformed end cross-sections\"></figure>\n<h4>Shell bending resistance reduced for hollow sections (imperfections)</h4>\n<p>Load resistances of hollow section joints in the codes are determined by the Failure Mode Method that uses curve-fitting models determined from experiments and advanced numerical models. The real structure contains initial imperfections and residual stresses, which are not captured by shell models in <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">IDEA StatiCa Connection</a>. To achieve closer compliance with the results of codes, the influence of residual stress and initial imperfections is simulated by reducing the bending resistance of shells of hollow sections with a high&nbsp;<em>D</em>/(2<em>t</em>) ratio.</p>\n<figure data-asset-id=\"b5363002-d1cd-4fba-bed0-6a6ee7a7a425\" data-image-id=\"b5363002-d1cd-4fba-bed0-6a6ee7a7a425\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c22a9cb4-c28e-4228-90a4-8b0c91ab3d2b/Hollow%20sections%20-%20reduction%20factor.png\" data-asset-id=\"b5363002-d1cd-4fba-bed0-6a6ee7a7a425\" data-image-id=\"b5363002-d1cd-4fba-bed0-6a6ee7a7a425\" alt=\"\"></figure>"
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                                                                                            "value": "<p>The fatigue analysis type does not provide any final resistance or number of cycles the detail can take. It just provides inputs to further calculations according to codes.</p>\n<p>Always, at least two load cases must be set. The first load case is the reference one. It is assumed as, e.g., a self-weight of the structure and can contain zero loads. The other load cases are simulating fatigue actions. The nominal normal and shear stress provided by IDEA StatiCa is the stress range between the fatigue action, e.g. LE2, and the reference load case.</p>\n<p>For example, the shear stress at a certain location is 50 MPa in the Reference load case and 180 MPa in LE2. The shown nominal shear stress at this location is:</p>\n<p>\\[\\tau = 180-50=130\\, \\textrm{MPa}\\]</p>\n<p>Note that there should be no yielding of plates due to fatigue actions, otherwise the stress ranges are distorted.&nbsp;</p>\n<p>The stresses are available for:</p>\n<ul>\n  <li>Bolts</li>\n  <li>Welds</li>\n  <li>Plates</li>\n</ul>\n<h3>Bolts</h3>\n<p>At bolts, the stresses are determined simply by dividing the force by the corresponding area:</p>\n<ul>\n  <li>\\(\\sigma = F_t / A_s \\)</li>\n  <li>\\(\\tau = V / A \\)</li>\n</ul>\n<p>where:</p>\n<ul>\n  <li>\\(F_t\\) – tensile force in the bolt</li>\n  <li>\\(A_s\\) – tensile stress area of the bolt</li>\n  <li>\\(V\\) – shear force in bolt; if there are multiple shear planes, the highest shear force is used</li>\n  <li>\\(A\\) – area of the bolt resisting in shear; tensile stress area if threads are intercepted by the shear plane and gross cross-sectional area otherwise</li>\n</ul>\n<h3>Welds</h3>\n<p>Welds in <a data-item-id=\"06158daa-1491-4e83-ac34-4964bd5a3c63\" href=\"\">CBFEM</a> consist of the weld element with multipoint constraints connecting the plates. The stress distribution in the weld is disrupted by the constraints and, therefore, the stresses are taken from a section located at 1.5 times the leg size from the weld toe. Three sections are created for a double-sided fillet weld. Two sections are in the same detail category, and only the more stressed one is shown. The maximum normal stress and the corresponding shear stress at the same location, as well as the maximum shear stress and the corresponding normal stress at the same location, are shown.</p>\n<p>See also the <a data-item-id=\"a2f4a486-315f-4571-a9b3-abdcfff0b7a8\" href=\"\">fatigue analysis improvements in the 22.0</a> version.</p>\n<figure data-asset-id=\"c809153d-25c3-4725-a953-14143234806b\" data-image-id=\"c809153d-25c3-4725-a953-14143234806b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6096a5d7-d1dd-47f8-be7e-4f2943c80a20/FAT_weld.png\" data-asset-id=\"c809153d-25c3-4725-a953-14143234806b\" data-image-id=\"c809153d-25c3-4725-a953-14143234806b\" alt=\"\"></figure>\n<h3>Plates</h3>\n<p>The stress in plates may be visualized by creating a user-defined section by a Workplane manufacturing operation. In the figure below, two workplaces were created to see the stresses around bolt holes. The maximum normal stress and the corresponding shear stress at the same location, as well as the maximum shear stress and the corresponding normal stress at the same location, are shown.</p>\n<figure data-asset-id=\"709c7491-6499-4b38-9ef6-d3fa262da6cf\" data-image-id=\"709c7491-6499-4b38-9ef6-d3fa262da6cf\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5d05e482-4c90-4f7f-a7f8-592b6d6be4f3/FAT_WP.png\" data-asset-id=\"709c7491-6499-4b38-9ef6-d3fa262da6cf\" data-image-id=\"709c7491-6499-4b38-9ef6-d3fa262da6cf\" alt=\"\"></figure>"
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                                                                                                    "value": "<p>The weld resistance is reduced in connections to unstiffened flanges or in long joints due to concentrated stress. The plastic strain in a weld is limited to 5% as in the plate. The design resistance of the fillet weld is determined using the Directional method given in section 4.5.3.2 EN1993-1-8:2006.</p>\n<h3>Stress development</h3>\n<p>The strain distribution in a welded connection of a beam-to-column joint is shown below. The joint is loaded by bending moment and shear force. The design resistance is governed by yielding in flange weld and is limited by 5% of plastic strain.</p>\n<p><strong>1/ Yielding starts in the flange weld</strong><br>\n<em>F</em><sub>d</sub><em> </em>= 0.63 <em>R</em><sub>d</sub></p>\n<figure data-asset-id=\"d19999fc-0947-4581-af63-66d4620b09e1\" data-image-id=\"d19999fc-0947-4581-af63-66d4620b09e1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3fc7bab7-86b8-415c-b6de-546970c9b1d5/weld-1_250x222.png\" data-asset-id=\"d19999fc-0947-4581-af63-66d4620b09e1\" data-image-id=\"d19999fc-0947-4581-af63-66d4620b09e1\" alt=\"\"></figure>\n<figure data-asset-id=\"c9cf2cc8-811e-4a81-afce-0d044b318c05\" data-image-id=\"c9cf2cc8-811e-4a81-afce-0d044b318c05\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2fe8b4e0-bc19-4c07-bd93-a760abee0313/weld-4_250x342.png\" data-asset-id=\"c9cf2cc8-811e-4a81-afce-0d044b318c05\" data-image-id=\"c9cf2cc8-811e-4a81-afce-0d044b318c05\" alt=\"\"></figure>\n<p><strong>2/ Yielding starts in the web weld</strong><br>\n<em>F</em><sub>d</sub><em> </em>= 0.95 <em>R</em><sub>d</sub></p>\n<figure data-asset-id=\"98e4e3cb-3ed7-4cde-8db5-f2a31c57679c\" data-image-id=\"98e4e3cb-3ed7-4cde-8db5-f2a31c57679c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/976cc0ee-18b7-467e-b0fc-d3bc5766ae7a/weld-2_250x222.png\" data-asset-id=\"98e4e3cb-3ed7-4cde-8db5-f2a31c57679c\" data-image-id=\"98e4e3cb-3ed7-4cde-8db5-f2a31c57679c\" alt=\"\"></figure>\n<figure data-asset-id=\"fe3bd3aa-e6c9-469f-bbfc-d9e60b1abe61\" data-image-id=\"fe3bd3aa-e6c9-469f-bbfc-d9e60b1abe61\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ed0adc89-652c-4044-8ce7-bc8f26aad2ce/weld-5_250x340.png\" data-asset-id=\"fe3bd3aa-e6c9-469f-bbfc-d9e60b1abe61\" data-image-id=\"fe3bd3aa-e6c9-469f-bbfc-d9e60b1abe61\" alt=\"\"></figure>\n<p><strong>3/ Stress in welds at design resistance</strong><br>\n<em>F</em><sub>d</sub> = <em>R</em><sub>d</sub></p>\n<figure data-asset-id=\"16b73a79-a665-435e-b32a-1e18ed6af9c7\" data-image-id=\"16b73a79-a665-435e-b32a-1e18ed6af9c7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7811b2a4-ab38-4583-b861-438336de3a77/weld-3_250x221.png\" data-asset-id=\"16b73a79-a665-435e-b32a-1e18ed6af9c7\" data-image-id=\"16b73a79-a665-435e-b32a-1e18ed6af9c7\" alt=\"\"></figure>\n<figure data-asset-id=\"1c3525cb-9a62-43de-a098-a879da1d2f2c\" data-image-id=\"1c3525cb-9a62-43de-a098-a879da1d2f2c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/80dca9ff-9544-4e19-83d7-8cc84c199cec/weld-6_250x322.png\" data-asset-id=\"1c3525cb-9a62-43de-a098-a879da1d2f2c\" data-image-id=\"1c3525cb-9a62-43de-a098-a879da1d2f2c\" alt=\"\"></figure>\n<h3>Effective width</h3>\n<p>The effective width of an unstiffened beam-to-column joint is shown below. The stress is concentrated in an effective width while the weld resistance around the unstiffened parts is reduced. The stress distribution is shown for an open and a box or channel section.</p>\n<p><strong>I - section column</strong></p>\n<figure data-asset-id=\"dde5912d-23ac-4e28-ba2d-b9499e6834f1\" data-image-id=\"dde5912d-23ac-4e28-ba2d-b9499e6834f1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/62ee84cd-ddba-43e1-9019-9691eee7a28a/welds-1-1.png\" data-asset-id=\"dde5912d-23ac-4e28-ba2d-b9499e6834f1\" data-image-id=\"dde5912d-23ac-4e28-ba2d-b9499e6834f1\" alt=\"\"></figure>\n<p><strong>RHS - section column</strong></p>\n<figure data-asset-id=\"23bbd52d-1d35-4aa6-9dbc-284ec30bb558\" data-image-id=\"23bbd52d-1d35-4aa6-9dbc-284ec30bb558\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/58321395-bf2f-4d42-a0f1-a4f15320adae/welds-2-1.png\" data-asset-id=\"23bbd52d-1d35-4aa6-9dbc-284ec30bb558\" data-image-id=\"23bbd52d-1d35-4aa6-9dbc-284ec30bb558\" alt=\"\"></figure>\n<p>The non-uniform distribution of the stress along its length and the influence of the weld length on the design resistance is shown below. The resistance of a long weld is reduced due to the stress concentration in weld edges.</p>\n<figure data-asset-id=\"8c940183-360c-484a-ab14-dcfdcfbbd29b\" data-image-id=\"8c940183-360c-484a-ab14-dcfdcfbbd29b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9e3dc390-df9d-4ee5-a959-7c4cfa9aca3b/welds_distr.png\" data-asset-id=\"8c940183-360c-484a-ab14-dcfdcfbbd29b\" data-image-id=\"8c940183-360c-484a-ab14-dcfdcfbbd29b\" alt=\"\"></figure>\n<p>The weld model respects the properties of the real weld, like geometry, stiffness, and ductility. Plastic redistribution&nbsp;is one of the best features that CBFEM can offer.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n412d0bdb_48d8_01d6_5b45_1768a793f440\"></object>"
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                                                    "value": "<h3>Temperature</h3>\n<p>In <a data-item-id=\"e2fb6b14-f5e4-4b81-8322-71acd2cdf487\" href=\"\">IDEA StatiCa Member</a>, the user sets a temperature for the whole model. All entities in the model have a set temperature.</p>\n<p>In <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">IDEA StatiCa Connection</a>, the user may set the temperature for each member or plate separately. The temperature of connecting elements - bolts and welds - is assumed to be according to the hottest connecting plate.</p>\n<p>The temperature of members and plates in connections may be determined according to EN 1993-1-2 – Cl. 4.2.5 Steel temperature development and D.3 Temperature of joints in fire. The thermal properties of steel components are taken from EN 1993-1-2:</p>\n<ul>\n  <li>Specific heat – Cl. 3.4.1.2</li>\n  <li>Thermal conductivity – Cl. 3.4.1.3</li>\n</ul>\n<p>Note that thermal elongation is not used in IDEA StatiCa Steel, because it would add forces that are greatly dependent on boundary conditions. Users are encouraged to add forces from the thermal expansion into the load effects themselves.</p>\n<h3>Material degradation</h3>\n<p>Material degradation of <strong>steel plates</strong> is available according to three codes:</p>\n<ul>\n  <li>EN 1993-1-2 – Table 3.1</li>\n  <li>AISC 360-16 – Table A-4.2.1</li>\n  <li>CSA S16-14 – Table K.1</li>\n</ul>\n<p>The multilinear material diagram is used for steel plates with six points according to EN 1993-1-2 – Figure 3.1. An example is shown for steel grade S355, material degradation according to EN 1993-1-2 – Table 3.1, and temperature \\(\\theta = 560^{\\circ}\\textrm{C}\\). The slope of plastic branch past the yield strength \\(f_y\\) is \\(E_{a,\\theta}/1000\\). The reduction factors for modulus of elasticity \\(k_{E,\\theta}\\), for proportionality limit \\(k_{p,\\theta}\\), and yield strength \\(k_{y,\\theta}\\) are 0.426,&nbsp;0.252, and 0.594, respectively. The plastic strain is assumed to build up since the proportionality limit.</p>\n<table><tbody>\n  <tr><td><br></td><td>Strain</td><td>Plastic strain</td><td>Stress</td></tr>\n  <tr><td><br></td><td>\\(\\varepsilon\\) [%]</td><td>\\(\\varepsilon_{pl}\\) [%]</td><td>\\(\\sigma\\) [MPa]</td></tr>\n  <tr><td>0</td><td>0.00</td><td>0.00</td><td>0.0</td></tr>\n  <tr><td>1</td><td>0.10</td><td>0.00</td><td>89.5</td></tr>\n  <tr><td>2</td><td>0.25</td><td>0.15</td><td>131.4</td></tr>\n  <tr><td>3</td><td>0.50</td><td>0.40</td><td>160.5</td></tr>\n  <tr><td>4</td><td>1.00</td><td>0.90</td><td>191.3</td></tr>\n  <tr><td>5</td><td>2.00</td><td>1.90</td><td>210.9</td></tr>\n  <tr><td>6</td><td>15.00</td><td>14.90</td><td>222.5</td></tr>\n</tbody></table>\n<figure data-asset-id=\"c0145cee-e416-4c2b-bd73-b9ac1346e7f5\" data-image-id=\"c0145cee-e416-4c2b-bd73-b9ac1346e7f5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/795061c3-0e71-4f9c-ab65-3c457ed0a624/Material%20degradation.png\" data-asset-id=\"c0145cee-e416-4c2b-bd73-b9ac1346e7f5\" data-image-id=\"c0145cee-e416-4c2b-bd73-b9ac1346e7f5\" alt=\"\"></figure>\n<p><br></p>\n<p>Material degradation of <strong>bolts</strong> is available according to three codes:</p>\n<ul>\n  <li>EN 1993-1-2 – Table D.1</li>\n  <li>AISC 360-16 – Table A-4.2.3</li>\n  <li>CSA S16-14 – Table K.3</li>\n</ul>\n<p>Material degradation of <strong>welds </strong>is available according to one code:</p>\n<ul>\n  <li>EN 1993-1-2 – Table D.1</li>\n</ul>\n<p>Only the resistance of bolts and welds is reduced. Their stiffness remains the same as at ambient temperature.</p>\n<p>Thermal expansion is neglected and not assumed in any models. If necessary, the effects of thermal expansion should be simulated by added loads.</p>\n<h3>Checks</h3>\n<p>Steel plates are checked for plastic strain 5% by default.&nbsp;</p>\n<p>In Eurocode, a dedicated partial safety factor for Fire design, \\(\\gamma_{M,fi}\\) is used for checks of bolts and welds. In all other codes, the standard resistance or safety factors are used. The load-deformation curves and checks of bolts and welds are reduced by factors \\(k_b\\) and \\(k_f\\) based on set temperature.</p>\n<p>Preloaded bolts are assumed to slip and are checked as regular snug-tight bolts.</p>\n<p>The temperature of the concrete block and anchors is unknown and corresponding components are not checked in Fire design.</p>\n<h3>Stiffness</h3>\n<p>Stiffness analysis is not available for Fire design at the moment. It is recommended to use stiffness analysis for ambient temperature and multiply the stiffness by reduction factor for modulus of elasticity \\(k_{E,\\theta}\\).</p>"
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                                                    "value": "<p>In IDEA StatiCa Connection, there are two strategies of weld sizing available to all users:</p>\n<ul>\n  <li>to full-strength</li>\n  <li>with over-strength</li>\n</ul>\n<p>For Eurocode users, there are two more:</p>\n<ul>\n  <li>to capacity estimation</li>\n  <li>to minimum ductility</li>\n</ul>\n<p>Weld sizing method is specified in Operations dialogue.</p>\n<figure data-asset-id=\"23b31177-b78d-49af-9ee4-8480098c3942\" data-image-id=\"23b31177-b78d-49af-9ee4-8480098c3942\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/04f8a4f1-c853-4f9a-95ee-3f8ac8887067/3.png\" data-asset-id=\"23b31177-b78d-49af-9ee4-8480098c3942\" data-image-id=\"23b31177-b78d-49af-9ee4-8480098c3942\" alt=\"\"></figure>\n<p>When running Weld sizing, every fillet weld in the model is modified according to weld sizing method. Generally, the size of welds will increase in this order:</p>\n<ol>\n  <li>To capacity estimation</li>\n  <li>To minimum ductility</li>\n  <li>Full strength</li>\n  <li>With over-strength</li>\n</ol>\n<p>The methods are described in detail below.&nbsp;</p>\n<h3>To capacity estimation</h3>\n<p>Weld sizing to capacity estimation automatically provides weld sizes that are strong just enough to transfer set loads.&nbsp;</p>\n<p>Weld capacity estimation is the first use of machine learning in IDEA StatiCa. At the moment, it is implemented only in Eurocode. Weld resistance is determined according to the most stressed weld element. Therefore, weld utilization is highly nonlinear. The resistance of the whole length is estimated by a machine-learning algorithm based on the stress distribution along the weld length.</p>\n<p>Weld sizing to capacity estimation requires results. Size of fillet welds is adjusted according to the following formula:</p>\n<p>\\[ a_{new} = a \\cdot Ut_c / Ut_{target} \\]</p>\n<p>where:</p>\n<ul>\n  <li>\\(a_{new}\\) – adjusted fillet weld size</li>\n  <li>\\(a\\) – previously set fillet weld size</li>\n  <li>\\(Ut_c\\) – capacity estimation based on machine learning algorithm visible at Weld check&nbsp;</li>\n  <li>\\(Ut_{target}\\) – target utilization in Settings → Design → Autodesign → Weld sizing</li>\n</ul>\n<p>Resulting \\(a_{new}\\) is rounded up according to Preferences → Application units → New entity rounding → Weld size.&nbsp;</p>\n<p>Note that weld sizes are limited by detailing rules, e.g. weld size cannot be smaller than 3 mm (EN 1993-1-8 – 4.5.2). These detailing rules are adhered to. Also, keep in mind that multiple welds in IDEA StatiCa are often set by one value. In these cases, the size is set according to the most utilized one.</p>\n<p>Also, a calculation loop is available. When weld sizing method is set to capacity estimation, it:</p>\n<ol>\n  <li>Sizes the fillet welds to full strength</li>\n  <li>Calculates the model</li>\n  <li>Sizes the fillet welds to capacity estimation</li>\n  <li>Calculates the model</li>\n</ol>\n<figure data-asset-id=\"b32d2f35-98c4-47f2-834f-f5968024303b\" data-image-id=\"b32d2f35-98c4-47f2-834f-f5968024303b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0e70d6dc-2d15-40e1-9eb6-9d2ed5036c6c/Weld%20sizing%20button.png\" data-asset-id=\"b32d2f35-98c4-47f2-834f-f5968024303b\" data-image-id=\"b32d2f35-98c4-47f2-834f-f5968024303b\" alt=\"\"></figure>\n<p>Welds are then set at or below target utilization with just one click.</p>\n<h3>To minimum ductility</h3>\n<p>Weld sizing to minimum ductility automatically provides welded connections that are strong enough to prevent brittle failures. The weld strength allows for the initial yielding of the plate, but ultimately, the weld ruptures.</p>\n<p>The requirement for minimum ductility of welded joints in FprEN 1993-1-8:2023 – 6.9(4). It originates from Dutch national annex of EN 1993-1-8, where the fixed ratio of weld strength to plate strength is 0.8. It is also included in widely-used <a href=\"https://www.steelconstruction.info/images/a/a9/SCI_P358.pdf\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">Green books from the UK, namely in Chapters C2 and C3</a>. However, the fixed ratio is suitable only for steel grade S355. In the second generation Eurocode, this is expanded for all steel grades.</p>\n<p>This requirement is checked for double-sided fillet welds by:</p>\n<p>\\[a/t=\\frac{\\beta_w\\gamma_{M2} f_y}{\\sqrt{2} f_u \\gamma_{M0} } \\cdot \\min \\left \\{1.0, 1.1\\frac{f_y}{f_u} \\right \\}\\]</p>\n<p>where:</p>\n<ul>\n  <li>\\(a\\) – weld throat thickness</li>\n  <li>\\(t\\) – thickness of the plate&nbsp;connected by edge</li>\n  <li>\\(\\beta_w\\) – weld correlation factor&nbsp;</li>\n  <li>\\(\\gamma_{M2}\\) – safety factor for bolts and welds; editable in Code setup</li>\n  <li>\\(f_y\\) – plate yield strength</li>\n  <li>\\(f_u\\) – weld ultimate strength</li>\n  <li>\\(\\gamma_{M0}\\) – safety factor for plates; editable in Code setup</li>\n</ul>\n<p>The weld throat thickness for single-sided fillet weld is twice larger than that for double-sided fillet weld.</p>\n<p>Note that the method is useful for transversely loaded welds and works if the plate is connected by its full width.</p>\n<h3>To full strength</h3>\n<p>Weld sizing to full strength automatically provides welds that are stronger than the connected plate. In the calculation, it is assumed that the plates are loaded in tension and welds transversely as the worst case for weld strength and ductility. This design is useful to avoid brittle failures of welds for static loading.</p>\n<p>This approach is also included in widely-used <a href=\"https://www.steelconstruction.info/File:SCI_P358.pdf\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">Green books from the UK, namely in Chapter C1</a>.</p>\n<p>This requirement is checked for double-sided fillet welds by:</p>\n<p>\\[a/t=\\frac{\\beta_w\\gamma_{M2} f_y}{\\sqrt{2} f_u \\gamma_{M0} }\\]</p>\n<p>where:</p>\n<ul>\n  <li>\\(a\\) – weld throat thickness</li>\n  <li>\\(t\\) – thickness of the plate&nbsp;connected by edge</li>\n  <li>\\(\\beta_w\\) – weld correlation factor&nbsp;</li>\n  <li>\\(\\gamma_{M2}\\) – safety factor for bolts and welds; editable in Code setup</li>\n  <li>\\(f_y\\) – plate yield strength</li>\n  <li>\\(f_u\\) – weld ultimate strength</li>\n  <li>\\(\\gamma_{M0}\\) – safety factor for plates; editable in Code setup</li>\n</ul>\n<p>Note that the method is useful for transversely loaded welds and works if the plate is connected by its full width.</p>\n<h3>With overstrength</h3>\n<p>Weld sizing with overstrength automatically provides welds that are much stronger than the connected plate. Overstrength factor is specified Settings → Design → Autodesign → Weld sizing. The default value of 1.4 is taken from EN 1993-1-8 – 6.2.3 (5) to form a plastic hinge.&nbsp;</p>\n<figure data-asset-id=\"46affa46-f7a7-4caa-bb19-12d801c4c6f4\" data-image-id=\"46affa46-f7a7-4caa-bb19-12d801c4c6f4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d01c2c80-c7bf-4e58-92ae-8769024d89c2/EN%201993-1-8%20-%206.2.3.png\" data-asset-id=\"46affa46-f7a7-4caa-bb19-12d801c4c6f4\" data-image-id=\"46affa46-f7a7-4caa-bb19-12d801c4c6f4\" alt=\"\"></figure>\n<p>In the calculation, it is assumed that the plates are loaded in tension and welds transversely as the worst case for weld strength and ductility. This design is useful to avoid brittle failures of welds for plastic design or cyclic loading. Note that the large weld size automatically does not guarantee high ductility. On the opposite, it may lead to excessive residual stresses and deformations caused by weld shrinkage.</p>\n<p>This requirement is checked for double-sided fillet welds by:</p>\n<p>\\[a/t=\\frac{\\beta_w\\gamma_{M2} f_y}{\\sqrt{2} f_u \\gamma_{M0} } \\cdot f_{overstrength}\\]</p>\n<p>where:</p>\n<ul>\n  <li>\\(a\\) – weld throat thickness</li>\n  <li>\\(t\\) – thickness of the plate&nbsp;connected by edge</li>\n  <li>\\(\\beta_w\\) – weld correlation factor&nbsp;</li>\n  <li>\\(\\gamma_{M2}\\) – safety factor for bolts and welds; editable in Code setup</li>\n  <li>\\(f_y\\) – plate yield strength</li>\n  <li>\\(f_u\\) – weld ultimate strength</li>\n  <li>\\(\\gamma_{M0}\\) – safety factor for plates; editable in Code setup</li>\n  <li>\\(f_{overstrength}\\) – overstrength factor specified in Settings → Design → Autodesign → Weld sizing</li>\n</ul>\n<p>Note that the method is useful for transversely loaded welds and works if the plate is connected by its full width.</p>"
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                                            "value": "<h2>Introduction to the CBFEM method</h2>\n<p><a href=\"#general-introduction\">General introduction for the structural design of steel connections</a><br>\n<a href=\"#Steel-connection-material-model\">Steel connection material model</a><br>\n<a href=\"#Plate-model-and-mesh-convergence\">Plate model and mesh convergence</a><br>\n<a href=\"#Contacts-between-steel-connection-plates\">Contacts between steel connection plates</a><br>\n<a href=\"#Welded connections analysis\">Welded connections analysis</a><br>\n<a href=\"#Bolts and preloaded bolts connections\">Bolts and preloaded bolts connections</a><br>\n<a href=\"#Anchor_bolts\">Anchor bolts</a><br>\n<a href=\"#Structural model of a concrete block\">Structural model of a concrete block</a></p>\n<h2>Analysis model of IDEA StatiCa</h2>\n<p><a href=\"#Steel joint analysis model\">Steel joint analysis model</a><br>\n<a href=\"#Node equilibrium in the 3D FEM model\">Node equilibrium in the 3D FEM model</a><a href=\"#Equilibrium_in_node\"><br>\n</a><a href=\"#Internal forces in the steel connections\">Internal forces in the steel connections</a><br>\n<a href=\"#Strength analysis of steel joints\">Strength analysis of steel joints</a><br>\n<a href=\"#Stiffness analysis and deformation capacity of steel joints\">Stiffness analysis and deformation capacity of steel joints</a><br>\n<a href=\"#Steel connection capacity design\">Steel connection capacity design</a><br>\n<a href=\"#Steel connection design resistance\">Steel connection design resistance</a><br>\n<a href=\"#Steel joint buckling analysis\">Steel joint buckling analysis</a><br>\n<a href=\"#Analysis convergence of complex steel connection models\">Analysis convergence of complex steel connection models</a><br>\n<a href=\"#Steel-to-timber connections\">Steel-to-timber connections</a><br>\n<a href=\"#Thin-walled steel members\">Thin-walled steel members</a><br>\n<a href=\"#Lateral-torsional restraint in structural design\">Lateral-torsional restraint in structural design</a><br>\n<a href=\"#Steel joints of hollow section cross-section members\">Steel joints of hollow section cross-section members</a><br>\n<a href=\"#Fatigue_analysis_type_in_structural_design\">Fatigue analysis type in structural design</a><br>\n<a href=\"#Fire-design\">Fire design</a><br>\n<a href=\"#Weld-sizing\">Weld sizing</a></p>\n<h2>Specifications for national codes</h2>\n<p><a data-item-id=\"13cc5bee-7ec7-422b-8dbe-8a57ef0073a9\" href=\"\">Check of components according to EN (Eurocode)</a><br>\n<a data-item-id=\"39660a09-9d6b-596f-acab-dbef59ebd019\" href=\"\">Check of components according to AISC (American standards)</a><br>\n<a data-item-id=\"ccb0dd69-3047-537c-9214-82c29d42a56a\" href=\"\">Check of components according to CISC (Canadian standards)</a><br>\n<a data-item-id=\"93b8c5be-e359-5cf8-a004-7b0ebf0553e7\" href=\"\">Check of components according to AS (Australian standards)</a><br>\n<a data-item-id=\"b7bfd35a-ab30-57d6-b2de-6087b7101d97\" href=\"\">Check of components according to SP (Russian standards)<br>\n</a><a data-item-id=\"c5aa2dab-e07e-4e66-b1f7-e0a2b6e5fe2b\" href=\"\">Check of components according to IS 800 (Indian standards)</a><br>\n<a data-item-id=\"4656dcda-ef9a-4ff9-8e1f-fc340656806d\" href=\"\">Check of components according to HKG (Hong Kong Code of Practice)</a><br>\n<a data-item-id=\"3b79e492-7f7e-59b7-8748-cc333d8ece18\" href=\"\">Check of components according to GB (Chinese standards)</a></p>\n<h2>Introduction to CBFEM method</h2>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n0eafe4bf_66b5_0167_65fd_13be7d7548a8\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background___general___introduction\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" 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                                                            "value": "<p>The resulting equivalent stress (HMH, von Mises) and plastic strain are calculated on plates. When the yield strength (in LRFD multiplied by material resistance factor <em>ϕ</em> = 0.9, in ASD divided by material safety factor <em>Ω</em> = 1.67, which are editable in Code setup) on the bilinear material diagram is reached, the check of the equivalent <a data-item-id=\"46a108f9-c505-4a5e-af09-1785b0efc4c6\" href=\"\">plastic strain</a> is performed. The limit value of 5 % is suggested in Eurocode (EN1993-1-5 App. C, Par. C8, Note 1). This value can be modified in the Code setup, but verification studies were made for this recommended value.</p>\n<p>The plate element is divided into five layers, and elastic/plastic behavior is investigated in each of them. The program shows the worst result of all of them.</p>\n<figure data-asset-id=\"98d9f508-265d-47a5-91f2-0f68a5760ab5\" data-image-id=\"98d9f508-265d-47a5-91f2-0f68a5760ab5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ad9d7833-cef9-478c-a002-a8ad261e587f/plates.png\" data-asset-id=\"98d9f508-265d-47a5-91f2-0f68a5760ab5\" data-image-id=\"98d9f508-265d-47a5-91f2-0f68a5760ab5\" alt=\"\"></figure>\n<p>The <a data-item-id=\"06158daa-1491-4e83-ac34-4964bd5a3c63\" href=\"\">CBFEM</a> method can provide stress a little bit higher than yield strength. The reason is the slight inclination of the plastic branch of the stress-strain diagram, which is used in the analysis to improve the stability of the interaction calculation. This is not a problem for practical design. The equivalent plastic strain is exceeded at higher stress, and the joint does not satisfy anyway.</p>"
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                                                                    "value": "<p>Fillet welds are checked according to AISC 360 - Chapter J2. The strength of CJP groove welds is assumed the same as the base metal and is not checked.</p>\n<h4>Fillet welds</h4>\n<p>The design strength, <em>ϕR</em><sub>n</sub>, and the allowable strength, <em>R</em><sub>n</sub>/<em>Ω</em>, of welded joints are evaluated in the connection weld check.</p>\n<p><em>ϕ</em> = 0.75&nbsp;&nbsp;&nbsp; (Load and Resistance Factor Design, LRFD, editable in Code setup)</p>\n<p><em>Ω</em> = 2.00&nbsp;&nbsp;&nbsp; (Allowable Strength Design, ASD, editable in Code setup)</p>\n<p>Available strength of welded joints is evaluated according to AISC 360-16 – J2.4</p>\n<p><em>R</em><sub>n</sub> = <em>F</em><sub>nw</sub> <em>A</em><sub>we</sub></p>\n<p><em>F</em><sub>nw</sub> = 0.6 <em>F</em><sub>EXX</sub> (1.0 + 0.5 sin<sup>1.5</sup><em>θ</em> )</p>\n<p>where:</p>\n<ul>\n  <li><em>F</em><sub>nw</sub> – nominal stress of weld material</li>\n  <li><em>A</em><sub>we</sub> – effective area of the weld\n    <ul>\n      <li><em>A</em><sub>we </sub>= Lc*Th</li>\n    </ul>\n  </li>\n  <li><em>F</em><sub>EXX</sub> – electrode classification number, i.e., minimum specified tensile strength</li>\n  <li><em>θ</em> – angle calculated between the longitudinal axis of the weld and resultant force direction acting in the most stressed finite element of the weld.</li>\n</ul>\n<p>Note that directional strength increase is not used for welds where the edge of a rectangular hollow structural section is connected (AISC 360-16:2022 – J2.4.(2).</p>\n<figure data-asset-id=\"4bbbd703-b00d-4017-ac7e-45e2e654bca6\" data-image-id=\"4bbbd703-b00d-4017-ac7e-45e2e654bca6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d8ef55d1-488d-49df-a5a8-a831c0efc01a/weld_angle.png\" data-asset-id=\"4bbbd703-b00d-4017-ac7e-45e2e654bca6\" data-image-id=\"4bbbd703-b00d-4017-ac7e-45e2e654bca6\" alt=\"\"></figure>\n<p>Base metal strength is evaluated if the option is selected in Code setup (Base metal capacity at the fusion face).</p>\n<p><em>R</em><sub>n</sub> = <em>F</em><sub>nBM</sub> <em>A</em><sub>BM</sub> – AISC 360-16 – J2.4 (J2-2)</p>\n<p>where:</p>\n<ul>\n  <li><em>F</em><sub>nBM</sub> = 0.6 <em>F</em><sub>u</sub> – nominal strength of the base metal – AISC 360-16 – J4.2 (J4-4)</li>\n  <li>\\( A_{BM}=A_{we}\\sqrt{2} \\) – cross-sectional area of the base metal</li>\n  <li><em>F</em><sub>u</sub> – specified minimum tensile strength</li>\n</ul>\n<p>All values required for check are printed in tables.</p>\n<figure data-asset-id=\"f9fa3bce-8f47-4f75-a081-ad507e953c2f\" data-image-id=\"f9fa3bce-8f47-4f75-a081-ad507e953c2f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d2437755-1175-479b-97e8-4b24262b7021/welds_check.png\" data-asset-id=\"f9fa3bce-8f47-4f75-a081-ad507e953c2f\" data-image-id=\"f9fa3bce-8f47-4f75-a081-ad507e953c2f\" alt=\"\"></figure>\n<p>where:</p>\n<ul>\n  <li>Xu – used welding electrode&nbsp;</li>\n  <li>Th – weld throat thickness (calculated from Ls)</li>\n  <li>Ls – weld leg size (user input)</li>\n</ul>\n<figure data-asset-id=\"1f1a2a6c-cdd2-4667-9c50-4a094f45221d\" data-image-id=\"1f1a2a6c-cdd2-4667-9c50-4a094f45221d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/09a5904e-b8dc-42be-a4ec-83f86c88f9e7/Legsize.png\" data-asset-id=\"1f1a2a6c-cdd2-4667-9c50-4a094f45221d\" data-image-id=\"1f1a2a6c-cdd2-4667-9c50-4a094f45221d\" alt=\"\"></figure>\n<ul>\n  <li>\\(L\\) – total weld length</li>\n  <li>\\(L_c\\) – length of critical weld element</li>\n  <li>Loads – critical load effect for investigated weld</li>\n  <li>\\(F_n\\) – force in critical weld element</li>\n  <li>\\(\\phi\\)Rn – weld resistance</li>\n  <li>Ut – utilization of the critical weld element</li>\n</ul>\n<p>The force, \\(F_n\\), and weld angle, \\(\\theta\\), are derived from stresses \\( \\sigma_{\\perp}, ,\\ \\tau_{\\perp}, \\, \\tau_{\\parallel}\\), length and effective area of weld finite element. These stresses are the basic output of finite element solver.</p>\n<p>The weld diagrams show stress according to the following formulas:</p>\n<p>If base metal is deactivated (matching electrode is used):</p>\n<p>\\[ \\sigma = \\frac{\\sqrt{ \\sigma_{\\perp}^2 + \\tau_{\\perp}^2 + \\tau_{\\parallel}^2 }}{1+0.5 \\sin^{1.5}{\\theta}} \\]</p>\n<p>If base metal is activated (matching electrode is not used):</p>\n<p>\\[ \\sigma = \\max \\left \\{ &nbsp;\\frac{\\sqrt{ \\sigma_{\\perp}^2 + \\tau_{\\perp}^2 + \\tau_{\\parallel}^2 }}{1+0.5 \\sin^{1.5}{\\theta}}, \\, \\frac{\\sqrt{ \\sigma_{\\perp}^2 + \\tau_{\\perp}^2 + \\tau_{\\parallel}^2 }}{\\sqrt{2} F_u / F_{EXX}} \\right \\} \\]</p>\n<figure data-asset-id=\"ffed132b-d4b9-4dd3-a7f0-980232559f11\" data-image-id=\"ffed132b-d4b9-4dd3-a7f0-980232559f11\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a1a3ce82-7d5c-4c7f-8b04-bfd8b9be0390/weld.png\" data-asset-id=\"ffed132b-d4b9-4dd3-a7f0-980232559f11\" data-image-id=\"ffed132b-d4b9-4dd3-a7f0-980232559f11\" alt=\"\"></figure>\n<p><strong>User Note:</strong> In IDEA StatiCa, when weld leg size is input as 0, the following value is used:</p>\n<ul>\n  <li>For single-sided fillet weld, weld throat thickness equals the thinner connected plate.</li>\n  <li>For double-sided fillet weld, weld throat thickness equals half of the thinner connected plate.</li>\n</ul>\n<h4>CJP groove welds</h4>\n<p>AISC Specification Table J2.5 identifies four loading conditions that might be associated with groove welds and shows that the strength of the joint is either controlled by the base metal or that the loads need not be considered in the design of the welds connecting the parts. Accordingly, when Complete Joint Penetration (CJP) groove welds are made with matching-strength filler metal, the strength of a connection is governed or controlled by the base metal and no checks on the weld strength are required.</p>\n<h4>PJP groove welds</h4>\n<p>The design strength, <em>ϕR</em><sub>n</sub>, and the allowable strength, <em>R</em><sub>n</sub>/<em>Ω</em>, of PJP groove weld is determined according to AISC 360-22 – Table J2.5). The most conservative case – load type by shear – is assumed.&nbsp;</p>\n<p><em>ϕ</em> = 0.75&nbsp;&nbsp;&nbsp; (Load and Resistance Factor Design, LRFD, editable in Code setup)</p>\n<p><em>Ω</em> = 2.00&nbsp;&nbsp;&nbsp; (Allowable Strength Design, ASD, editable in Code setup)</p>\n<p>Available strength of welded joints is evaluated according to AISC 360-16 – J2.4</p>\n<p><em>R</em><sub>n</sub> = <em>F</em><sub>nw</sub> <em>A</em><sub>we</sub></p>\n<p>where:</p>\n<ul>\n  <li><em>F</em><sub>nw </sub>= 0.6 <em>F</em><sub>EXX</sub> – nominal stress of weld material</li>\n  <li><em>A</em><sub>we</sub> – effective area of the weld\n    <ul>\n      <li><em>A</em><sub>we </sub>= <em>L</em><sub>c</sub> <em>E</em>&nbsp;</li>\n    </ul>\n  </li>\n  <li><em>F</em><sub>EXX</sub> – electrode classification number, i.e., minimum specified tensile strength</li>\n  <li><em>L</em><sub>c</sub> – length of critical weld element</li>\n  <li><em>E</em> – effective throat of PJP weld</li>\n</ul>\n<p>Base metal strength is evaluated if the option is selected in Code setup (Base metal capacity at the fusion face).</p>\n<p><em>R</em><sub>n</sub> = <em>F</em><sub>nBM</sub> <em>A</em><sub>BM</sub> – AISC 360-22 – J2.4 (J4)</p>\n<p>where:</p>\n<ul>\n  <li><em>F</em><sub>nBM</sub> = 0.6 <em>F</em><sub>u</sub> – nominal strength of the base metal – AISC 360-22 – J4.2 (J4-4)</li>\n  <li>\\( A_{BM}=A_{we} \\) – cross-sectional area of the base metal assumed to be equal to the effective area of the weld</li>\n  <li><em>F</em><sub>u</sub> – specified minimum tensile strength of base metal</li>\n</ul>"
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                                                                            "value": "<p>The forces in bolts are determined by finite element analysis. The tensile forces include prying forces. The bolt resistances are checked according to AISC 360 - Chapter J3.</p>\n<h3>Bolts</h3>\n<h4>Tensile and shear strength of bolts</h4>\n<p>The design tensile or shear strength, <em>ϕR</em><sub>n</sub>, and the allowable tensile or shear strength, <em>R</em><sub>n</sub>/<em>Ω</em> of a snug-tightened bolt is determined according to the limit states of tension rupture and shear rupture as follows:</p>\n<p><em>R</em><sub>n</sub> = <em>F</em><sub>n</sub><em>A</em><sub>b</sub></p>\n<p><em>ϕ</em> = 0.75 &nbsp;&nbsp;&nbsp;(LRFD, editable in Code setup)</p>\n<p><em>Ω</em> = 2.00 &nbsp;&nbsp;&nbsp;(ASD, editable in Code setup)</p>\n<p>where:</p>\n<p><em>A</em><sub>b</sub> – nominal unthreaded body area of bolt or threaded part</p>\n<p><em>F</em><sub>n</sub> – nominal tensile stress, <em>F</em><sub>nt</sub>, or shear stress, <em>F</em><sub>nv</sub>, from Table J3.2</p>\n<p>The required tensile strength includes any tension resulting from prying action produced by the deformation of the connected parts.</p>\n<h4>Combined Tension and shear in bearing type connection</h4>\n<p>The available tensile strength of a bolt subjected to combined tension and shear is determined according to the limit states of tension and shear rupture as follows:</p>\n<p><em>R</em><sub>n</sub> = <em>F'</em><sub>nt</sub> <em>A</em><sub>b</sub>&nbsp;&nbsp;&nbsp; (AISC 360-16 J3-2)</p>\n<p><em>ϕ</em> = 0.75 &nbsp;&nbsp;&nbsp;(LRFD, editable in Code setup)</p>\n<p><em>Ω</em> = 2.00 &nbsp;&nbsp;&nbsp;(ASD, editable in Code setup)</p>\n<p>\\( F'_{nt}=1.3 F_{nt} - \\frac{f_{rv} F_{nt}}{\\phi F_{nv}} \\)&nbsp;&nbsp;&nbsp;(AISC 360-16 J3-3a LRFD)</p>\n<p>\\( F'_{nt}=1.3 F_{nt} - \\frac{f_{rv} \\Omega F_{nt}}{F_{nv}} \\)&nbsp;&nbsp;&nbsp;&nbsp;(AISC 360-16 J3-3b ASD)</p>\n<p>where:</p>\n<ul>\n  <li><em>F'</em><sub>nt</sub> – nominal tensile stress modified to include the effects of shear stress</li>\n  <li><em>F</em><sub>nt</sub> – nominal tensile stress from AISC 360-16 Table J3.2</li>\n  <li><em>F</em><sub>nv</sub> – nominal shear stress from AISC 360-16 Table J3.2</li>\n  <li><em>f</em><sub>rv</sub> – required shear stress using LRFD or ASD load combinations. The available shear stress of the fastener shall be equal or exceed the required shear stress, <em>f</em><sub>rv</sub></li>\n</ul>\n<h4>Bearing strength in bolt holes</h4>\n<p>The available bearing strengths, <em>ϕR</em><sub>n</sub> and <em>R</em><sub>n</sub>/<em>Ω</em>, at bolt holes are determined for the limit state of bearing as follows:</p>\n<p><em>ϕ</em> = 0.75 &nbsp;&nbsp;&nbsp;(LRFD, editable in Code setup)</p>\n<p><em>Ω</em> = 2.00 &nbsp;&nbsp;&nbsp;(ASD, editable in Code setup)</p>\n<p>The nominal bearing strength of the connected material, <em>R</em><sub>n</sub>, is determined as follows:</p>\n<p>For a bolt in a connection with standard holes:</p>\n<p><em>R</em><sub>n</sub> = 1.2 <em>l</em><sub>c</sub> <em>t</em> <em>F</em><sub>u</sub> ≤ 2.4 <em>d</em> <em>t</em> <em>F</em><sub>u</sub>&nbsp;&nbsp;&nbsp; (AISC 360-16 J3-6a, J3-6a, c)</p>\n<p>For a bolt in a connection with slotted holes:</p>\n<p><em>R</em><sub>n</sub> = 1.0 <em>l</em><sub>c</sub> <em>t</em> <em>F</em><sub>u</sub> ≤ 2.0 <em>d t F</em><sub>u</sub>&nbsp;&nbsp;&nbsp; (AISC 360-16 J3-6a, J3-6e, f)</p>\n<p>where:</p>\n<ul>\n  <li><em>F</em><sub>u</sub> – specified minimum tensile strength of the connected material</li>\n  <li><em>d</em> – nominal bolt diameter</li>\n  <li><em>l</em><sub>c</sub> – clear distance, in the direction of the force, between the edge of the hole and the edge of the adjacent hole or edge of the material</li>\n  <li><em>t</em> – thickness of the connected material</li>\n</ul>\n<h3>Preloaded bolts</h3>\n<p>The design slip resistance of preloaded class A325 or A490 bolt with the effect of tensile force Ft</p>\n<p>Preloading force to be used AISC 360-10 tab. J3.1.</p>\n<p><em>T</em><sub>b</sub> = 0.7 <em>f</em><sub>ub</sub> <em>A</em><sub>s</sub></p>\n<p>Design slip resistance per bolt AISC 360-10 par. J3.8</p>\n<p><em>R</em><sub>n</sub> = <em>k</em><sub>SC</sub> <em>μ</em> <em>D</em><sub>u</sub> <em>h</em><sub>f</sub> <em>T</em><sub>b</sub> <em>n</em><sub>s</sub></p>\n<p>Utilization in shear [%]:</p>\n<p><em>U</em><sub>ts</sub> = <em>V</em> / <em>ϕR</em><sub>n</sub>&nbsp;&nbsp;&nbsp; (LRFD)</p>\n<p><em>U</em><sub>ts</sub> = <em>Ω V</em> / <em>R</em><sub>n</sub>&nbsp;&nbsp;&nbsp; (ASD)</p>\n<p>where:</p>\n<ul>\n  <li><em>A</em><sub>s</sub> – tensile stress area of the bolt</li>\n  <li><em>f</em><sub>ub</sub> – ultimate tensile strength</li>\n  <li>\\( k_{SC}=1-\\frac{F_t}{D_u T_b n_b} \\)&nbsp;&nbsp;&nbsp;– factor for combined tension and shear (LRFD) (J3-5a)</li>\n  <li>\\( k_{SC}=1-\\frac{1.5 F_t}{D_u T_b n_b} \\)&nbsp;&nbsp;&nbsp;&nbsp; – factor for combined tension and shear (ASD) (J3-5b)</li>\n  <li><em>μ</em> – mean slip factor coefficient editable in Code setup</li>\n  <li><em>D</em><sub>u</sub> = 1.13 – multiplier that reflects the ratio of the mean installed bolt pretension to the specified minimum bolt pretension</li>\n  <li><em>h</em><sub>f</sub> = 1.0 – factor for fillers</li>\n  <li><em>n</em><sub>s</sub> – number of the friction surfaces; Check is calculated for each friction surface separately</li>\n  <li><em>V</em> – shear force acting on the bolt</li>\n  <li><em>ϕ</em> = 1.0 – resistance factor for standard size holes (LRFD) editable in Code setup</li>\n  <li><em>ϕ</em> = 0.7 – resistance factor for slotted holes (LRFD)</li>\n  <li><em>Ω</em> = 1.5 – resistance factor for standard size holes (ASD) editable in Code setup</li>\n  <li><em>Ω</em> = 2.14 – resistance factor for slotted holes (ASD)</li>\n</ul>"
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                                                                                    "value": "<p>Concrete below base plate is simulated by the Winkler subsoil with uniform stiffness, which provides the contact stresses. The average stress at the loaded area in contact with the base plate is used for compressive check.</p>\n<h3>Concrete in compression</h3>\n<p><a data-item-id=\"b4790cf9-a605-45b3-b41b-e36909ad4291\" href=\"\">Concrete design</a> bearing strength in compression is designed according to AISC 360-16, Section J8. When the supporting surface of the concrete is larger than the base plate, the design bearing strength is defined as</p>\n<p>\\[ f_{p(max)}=0.85 f_c \\sqrt{\\frac{A_2}{A_1}} \\le 1.7 f'_c \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>f'</em><sub>c</sub> – concrete compressive strength</li>\n  <li><em>A</em><sub>1</sub> – base plate area in contact with a concrete surface (upper surface area of the frustum)</li>\n  <li><em>A</em><sub>2</sub> – concrete supporting surface (geometrically similar lower area of the frustum having its slopes of 1 vertical to 2 horizontal)</li>\n</ul>\n<p>The assessment of concrete in the bearing is as follows</p>\n<p><em>σ</em> ≤ <em>ϕ</em><sub>c</sub> <em>f</em><sub>p(max)</sub> for LRFD</p>\n<p><em>σ</em> ≤ <em>f</em><sub>p(max)</sub> / <em>Ω</em><sub>c</sub> for ASD</p>\n<p>where:</p>\n<ul>\n  <li><em>σ</em> – average compressive stress under the base plate</li>\n  <li><em>ϕ</em><sub>c</sub> = 0.65 – resistance factor for concrete</li>\n  <li><em>Ω</em><sub>c</sub> = 2.31 – safety factor for concrete</li>\n</ul>\n<figure data-asset-id=\"30cf233d-5c20-4bdb-88a5-f82e92ec4d90\" data-image-id=\"30cf233d-5c20-4bdb-88a5-f82e92ec4d90\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f88e32bb-e665-4bc9-9dc1-3439c7a638ea/concrete_compression.png\" data-asset-id=\"30cf233d-5c20-4bdb-88a5-f82e92ec4d90\" data-image-id=\"30cf233d-5c20-4bdb-88a5-f82e92ec4d90\" alt=\"\"></figure>\n<h3>Transfer of shear forces</h3>\n<p>Shear loads can be transferred via one of these options:</p>\n<ul>\n  <li>Shear lug,</li>\n  <li>Friction,</li>\n  <li>Anchor bolts.</li>\n</ul>\n<h4>Shear lug</h4>\n<p>Only LFRD is available. The shear load is transferred via the shear lug. The concrete in bearing and, unless reinforcement is provided to develop the required strength, concrete breakout checks are necessary.</p>\n<p>The <strong>bearing capacity</strong> of shear lug against concrete is determined according to ACI 349-01 – B.4.5 and ACI 349-01 RB11 as:</p>\n<p><em>ϕP</em><sub>br</sub> = <em>ϕ</em> 1.3 <em>f'</em><sub>c</sub> <em>A</em><sub>1</sub> + <em>ϕ K</em><sub>c</sub> (<em>N</em><sub>y</sub> – <em>P</em><sub>a</sub>)</p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em> = 0.7 – strength reduction factor for bearing on concrete according to ACI 349</li>\n  <li><em>f'</em><sub>c</sub> – concrete compressive strength</li>\n  <li><em>A</em><sub>1</sub> – projected area of the embedded shear lug in the direction of the force, excluding the portion of the lug in contact with the grout above concrete member</li>\n  <li><em>K</em><sub>c</sub> = 1.6 – confinement coefficient</li>\n  <li><em>N</em><sub>y</sub> = <em>n</em> <em>A</em><sub>se</sub> <em>F</em><sub>y</sub> – yield strength of tensioned anchors</li>\n  <li><em>P</em><sub>a</sub> – external axial load</li>\n</ul>\n<p>The <strong>concrete breakout strength</strong> of the shear lug according to ACI 349 – B11 is:</p>\n<p>\\[ \\phi V_{cb} = A_{Vc} 4 \\phi \\sqrt{f'_c} \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em> = 0.85 – strength reduction factor for shear according to ACI 349</li>\n  <li><em>A</em><sub>Vc</sub> – effective stress area defined by projecting a 45° plane from the bearing edges of the shear lug to the free surface in the direction of the shear load. The bearing area of the shear lug is excluded from the projected area</li>\n</ul>\n<p>If the concrete breakout resistance in Code setup is disabled, user is provided with the force that needs to be transferred via reinforced concrete.</p>\n<figure data-asset-id=\"e9a98d54-ed09-481d-812d-19be4e8a464f\" data-image-id=\"e9a98d54-ed09-481d-812d-19be4e8a464f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/04aa2383-4202-41e2-9e6e-8ffc481e1d4d/shear_lug.png\" data-asset-id=\"e9a98d54-ed09-481d-812d-19be4e8a464f\" data-image-id=\"e9a98d54-ed09-481d-812d-19be4e8a464f\" alt=\"\"></figure>\n<h4>Friction</h4>\n<p>The shear load is transferred via friction. The shear resistance is determined as:</p>\n<p><em>ϕ</em><sub>c</sub> <em>V</em><sub>r</sub> = <em>ϕ</em><sub>c</sub> <em>μ</em> <em>C</em>&nbsp;&nbsp;&nbsp; (LRFD)</p>\n<p><em>V</em><sub>r</sub> / <em>Ω</em><sub>c</sub> =<em>μ C</em> / <em>Ω</em><sub>c</sub>&nbsp;&nbsp;&nbsp; (ASD)</p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em><sub>c</sub> = 0.65 – resistance factor (LRFD)</li>\n  <li><em>Ω</em><sub>c</sub> = 2.31 – safety factor (ASD)</li>\n  <li><em>μ</em> = 0.4 – coefficient of friction between base plate and concrete (recommended value 0.4 in AISC Design guide 7 – 9.2 and ACI 349 – B.6.1.4, editable in Code setup)</li>\n  <li><em>C</em> – compressive force</li>\n</ul>\n<h4>Anchor bolts</h4>\n<p>If the shear load is transferred via anchor bolts only, the shear force acting on each anchor is determined by FEA and anchor bolts are assessed according to ACI 318-14 as described in the following chapters.</p>"
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                                                                                            "value": "<p>The forces in anchors including prying forces are determined by finite element analysis, but the resistances are checked using code provisions of ACI 318-14 - Chapter 17.</p>\n<p>Only LFRD is available. Anchor rods are designed according to AISC 360-16 – J9 and ACI 318-14 – Chapter 17. The following resistances of anchor bolts are evaluated:</p>\n<ul>\n  <li>Steel strength of anchor in tension <em>ϕN</em><sub>sa</sub>,</li>\n  <li>Concrete breakout strength in tension <em>ϕN</em><sub>cbg</sub>,</li>\n  <li>Concrete pullout strength <em>ϕN</em><sub>p</sub>,</li>\n  <li>Concrete side-face blowout strength <em>ϕN</em><sub>sb</sub>,</li>\n  <li>Steel strength of anchor in shear <em>ϕV</em><sub>sa</sub>,</li>\n  <li>Concrete breakout strength in shear <em>ϕV</em><sub>cbg</sub>,</li>\n  <li>Concrete pryout strength of anchor in shear <em>ϕV</em><sub>cp</sub>.</li>\n</ul>\n<p>The user must choose the concrete condition (cracked or non-cracked – with no cracks in service condition) and the type of anchors (with or without washer plates).</p>\n<p>Following checks of anchors loaded in tension are not provided and should be checked using information in relevant Technical Product Specification (based on the 5 percent fractile&nbsp;of tests performed and evaluated according to&nbsp;ACI 355.2):</p>\n<ul>\n  <li>Pull-out failure of fastener (for post-installed mechanical anchors) –&nbsp;ACI 318-19: 17.6.3,</li>\n  <li>Bond strength of adhesive anchor&nbsp;(for post-installed bonded anchors)&nbsp;–&nbsp;ACI 318-19:&nbsp;17.6.5,</li>\n  <li>Concrete splitting failure&nbsp;during installation should be&nbsp;evaluated by ACI 355.2 requirements.</li>\n</ul>\n<p>Concrete blow-out failure is provided only for anchors with washer plates.</p>\n<h4>Steel strength of anchor in tension</h4>\n<p>Steel strength of anchor in tension is determined according to ACI 318-14 – 17.4.1 as</p>\n<p><em>ϕN</em><sub>sa</sub> = <em>ϕ A</em><sub>se,N</sub> <em>f</em><sub>uta</sub></p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em> = 0.7 – strength reduction factor for anchors in tension according to ACI 318-14 – 17.3.3, the factor is editable in Code setup</li>\n  <li><em>A</em><sub>se,N</sub> – tensile stress area</li>\n  <li><em>f</em><sub>uta</sub> – specified tensile strength of anchor steel and shall not be greater than 1.9 <em>f</em><sub>ya</sub> and 125 ksi</li>\n</ul>\n<h4>Concrete breakout strength</h4>\n<p>Concrete breakout strength is designed according to the Concrete Capacity Design (CCD) in ACI 318-14 – Chapter 17. In the CCD method, the concrete cone is considered to be formed at an angle of approximately 34° (1 vertical to 1.5 horizontal slope). For simplification, the cone is considered to be square rather than round in plan. The concrete breakout stress in the CCD method is considered to decrease with an increase in size of the breakout surface. Consequently, the increase in strength of the breakout in the CCD method is proportional to the embedment depth to the power of 1.5. Anchors whose concrete cones overlap create a group of anchors which create a common concrete cone. Note that no equivalent ASD solution exists for concrete capacity design.</p>\n<p>\\[ \\phi N_{cbg} = \\phi \\frac{A_{Nc}}{A_{Nco}} \\psi_{ec,N} \\psi_{ed,N} \\psi_{c,N} \\psi_{cp,N} N_b \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em> = 0.7 – strength reduction factor for anchors in tension according to ACI 318-14 – 17.3.3, the factor is editable in Code setup</li>\n  <li><em>A</em><sub>Nc</sub> – actual concrete breakout cone area for a group of anchors that create a common concrete cone</li>\n  <li><em>A</em><sub>Nco</sub> = 9 <em>h</em><sub>ef</sub><sup>2</sup> – concrete breakout cone area for single anchor not influenced by edges</li>\n  <li>\\( \\psi_{ec,N} = \\frac{1}{1+\\frac{2 e'_N}{3 h_{ef}}} \\) – modification factor for anchor groups loaded eccentrically in tension; in the case where eccentric loading exists about two axes, the modification factor <em>Ψ</em><sub>ec,N</sub> is calculated for each axis individually and the product of these factors is used</li>\n  <li>\\( \\psi_{ed,N} = \\min \\left ( 0.7 + \\frac{0.3 c_{a,min}}{1.5 h_{ef}}, 1 \\right ) \\) – modification factor for edge distance</li>\n  <li><em>c</em><sub>a,min</sub> – smallest distance from the anchor to the edge</li>\n  <li><em>Ψ</em><sub>c,N</sub> – modification factor for concrete conditions; <em>Ψ</em><sub>c,N</sub> =1 for cracked concrete, <em>Ψ</em><sub>c,N</sub> =1.25 for non-cracked concrete</li>\n  <li><em>Ψ</em><sub>cp,N</sub> = min (<em>c</em><sub>a,min</sub> / <em>c</em><sub>ac</sub>,1) – modification factor for splitting for post-installed anchors designed for uncracked concrete without supplementary reinforcement to control splitting; <em>Ψ</em><sub>cp,N</sub> = 1 for all other cases</li>\n  <li>\\( N_b = k_c \\lambda_a \\sqrt{f'_c} h_{ef}^{1.5} \\) – basic concrete breakout strength of a single anchor in tension in cracked concrete; for cast-in anchors and 11&nbsp;in. ≤ <em>h</em><sub>ef</sub> ≤ 25&nbsp;in. \\( N_b = 16 \\lambda_a \\sqrt{f'_c} h_{ef}^{5/3} \\)</li>\n  <li><em>k</em><sub>c</sub> = 24 for cast-in anchors</li>\n  <li><em>h</em><sub>ef</sub> – depth of embedment; according to Chapter 17.4.2.3 in ACI 318-14, the effective embedment depth <em>h</em><sub>ef</sub> is reduced to \\( h_{ef} = \\max \\left ( \\frac{c_{a,max}}{1.5}, \\frac{s}{3} \\right ) \\) if anchors are located less than 1.5 <em>h</em><sub>ef</sub> from three or more edges</li>\n  <li><em>s</em> – spacing between anchors</li>\n  <li><em>c</em><sub>a,max</sub> – maximum distance from an anchor to one of the three close edges</li>\n  <li><em>λ</em><sub>a</sub> = 1 – modification factor for lightweight concrete</li>\n  <li><em>f'</em><sub>c</sub> – concrete compressive strength [psi]</li>\n</ul>\n<p>According to ACI 318-14 – 17.4.2.8, in case of headed anchors, the projected surface area <em>A</em><sub>Nc</sub> is determined from the effective perimeter of the washer plate, which is the lesser value of <em>d</em><sub>a</sub> + 2 <em>t</em><sub>wp</sub> or <em>d</em><sub>wp</sub>, where:</p>\n<ul>\n  <li><em>d</em><sub>a</sub> – anchor diameter</li>\n  <li><em>d</em><sub>wp</sub> – washer plate diameter or edge size</li>\n  <li><em>t</em><sub>wp</sub> – washer plate thickness</li>\n</ul>\n<p>The group of anchors is checked against the sum of tensile forces in anchors loaded in tension and creating a common concrete cone.</p>\n<p>The concrete breakout cone area for group of anchors loaded by tension that create common concrete cone, <em>A</em><sub>c,N</sub>, is shown by red dashed line.</p>\n<figure data-asset-id=\"0618ccf0-0c5d-47e2-b8c3-c2f0539ab219\" data-image-id=\"0618ccf0-0c5d-47e2-b8c3-c2f0539ab219\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/98effa12-7603-4f61-96c1-3589a051ad77/AcN.png\" data-asset-id=\"0618ccf0-0c5d-47e2-b8c3-c2f0539ab219\" data-image-id=\"0618ccf0-0c5d-47e2-b8c3-c2f0539ab219\" alt=\"\"></figure>\n<p>According to ACI 318-14 – 17.4.2.9, where anchor reinforcement is developed in accordance with ACI 318-14 – 25 on both sides of the breakout surface, the anchor reinforcement is presumed to transfer the tension forces, and concrete breakout strength is not evaluated.</p>\n<h4>Concrete pullout strength</h4>\n<p><strong>Anchor bolts with washer plate (headed bolts):</strong></p>\n<p>Concrete pullout strength of a headed anchor bolt is defined in ACI 318-14 – 17.4.3 as</p>\n<p><em>ϕN</em><sub>pn</sub> = <em>ϕΨ</em><sub>c,P</sub> <em>N</em><sub>p</sub></p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em> = 0.7 – strength reduction factor for anchors in tension according to ACI 318-14 – 17.3.3, editable in Code setup</li>\n  <li><em>Ψ</em><sub>c,P</sub> – modification factor for concrete condition; <em>Ψ</em><sub>c,P</sub> = 1.0 for cracked concrete, <em>Ψ</em><sub>c,P</sub> = 1.4 for non-cracked concrete</li>\n  <li><em>N</em><sub>P</sub> = 8 <em>A</em><sub>brg</sub> <em>f'</em><sub>c</sub> for headed anchor</li>\n  <li><em>A</em><sub>brg</sub> – bearing area of the head of stud or anchor bolt</li>\n  <li><em>f'</em><sub>c</sub> – concrete compressive strength</li>\n</ul>\n<p><strong>Hooked anchor bolts (J- or L-bolts):</strong></p>\n<p>Concrete pullout strength of a hooked anchor bolt is defined in ACI 318-14 – 17.4.3 as</p>\n<p><em>ϕN</em><sub>pn</sub> = <em>ϕΨ</em><sub>c,P</sub> <em>N</em><sub>p</sub></p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em> = 0.7 – strength reduction factor for anchors in tension according to ACI 318-14 – 17.3.3, editable in Code setup</li>\n  <li><em>Ψ</em><sub>c,P</sub> – modification factor for concrete condition; <em>Ψ</em><sub>c,P</sub> = 1.0 for cracked concrete, <em>Ψ</em><sub>c,P</sub> = 1.4 for non-cracked concrete</li>\n  <li><em>N</em><sub>P</sub> = 0.9 <em>f'</em><sub>c</sub> <em>e</em><sub>h</sub> <em>d</em><sub>a</sub> for hooked anchor bolt</li>\n  <li><em>f'</em><sub>c</sub> – concrete compressive strength</li>\n  <li><em>e</em><sub>h</sub> – distance from the inner surface of the shaft of a J- or L-bolt to the outer tip of the J- or L-bolt</li>\n  <li><em>d</em><sub>a</sub>&nbsp;– anchor bolt diameter</li>\n</ul>\n<p>Concrete pullout strength for other types of anchors than headed or hooked is not evaluated in the software and has to be specified by the manufacturer.</p>\n<h4>Concrete side-face blowout strength</h4>\n<p>Concrete side-face blowout strength of headed anchor in tension is defined in ACI 318-14 – 17.4.4 as</p>\n<p>\\[ \\phi N_{sb} = \\phi 160 c_{a1} \\sqrt{A_{brg}} \\sqrt{f'_c} \\]</p>\n<p>The concrete side-face blowout strength is multiplied by one of reduction factors:</p>\n<ul>\n  <li>\\( \\frac{1+\\frac{c_{a2}}{c_{a1}}}{4} \\le 1 \\)</li>\n  <li>\\( \\frac{1+\\frac{s}{6 c_{a1}}}{2} \\le 1 \\)</li>\n</ul>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em> = 0.7 – strength reduction factor for anchors in tension according to ACI 318-14 – 17.3.3, editable in Code setup</li>\n  <li><em>c</em><sub>a1</sub> – shorter distance from the centreline of an anchor to an edge</li>\n  <li><em>c</em><sub>a2</sub> – longer distance, perpendicular to <em>c</em><sub>a1</sub>, from the centreline of an anchor to an edge</li>\n  <li><em>A</em><sub>brg</sub> – bearing area of the head of stud or anchor bolt</li>\n  <li><em>f'</em><sub>c</sub> – concrete compressive strength</li>\n  <li><em>s</em> – spacing between two adjacent anchors near one edge</li>\n</ul>\n<h4>Steel strength in shear</h4>\n<p>The steel strength in shear is determined according to ACI 318-14 – 17.5.1 as</p>\n<p><em>ϕV</em><sub>sa</sub> = <em>ϕ</em> 0.6 <em>A</em><sub>se,V</sub> <em>f</em><sub>uta</sub></p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em> = 0.65 – strength reduction factor for anchors in tension according to ACI 318-14 – 17.3.3, editable in Code setup</li>\n  <li><em>A</em><sub>se,V</sub> – tensile stress area</li>\n  <li><em>f</em><sub>uta</sub> – specified tensile strength of anchor steel and shall not be greater than 1.9 <em>f</em><sub>ya</sub> and 125 ksi</li>\n</ul>\n<p>If mortar joint is selected, steel strength in shear <em>V</em><sub>sa</sub> is multiplied by 0.8 (ACI 318-14 – 17.5.1.3).</p>\n<p>The shear on lever arm, which is present in the case of base plate with oversized holes and washers or plates added to the top of the base plate to transmit the shear force, is not considered.</p>\n<h4>Concrete breakout strength of anchor in shear</h4>\n<p>The concrete breakout strength of an anchor or anchor group in shear is designed according to ACI 318 14 – 17.5.2.</p>\n<p>\\[ \\phi V_{cbg} = \\phi \\frac{A_V}{A_{Vo}} \\psi_{ec,V} \\psi_{ed,V} \\psi_{c,V} \\psi_{h,V} \\psi_{\\alpha,V} V_b \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em> = 0.65 – strength reduction factor for anchors in shear according to ACI 318-14 – 17.3.3, editable in Code setup</li>\n  <li><em>A</em><sub>v</sub> – projected concrete failure area of an anchor or group of anchors</li>\n  <li><em>A</em><sub>vo</sub> – projected concrete failure area of one anchor when not limited by corner influences, spacing, or member thickness</li>\n  <li>\\( \\psi_{ec,V} = \\frac{1}{1+\\frac{2 e'_V}{3 c_{a1}}} \\) – modification factor for anchor groups loaded eccentrically in shear</li>\n  <li>\\( \\psi_{ed,V} = 0.7 + 0.3 \\frac{c_{a2}}{1.5 c_{a1}} \\le 1.0 \\) – modification factor for edge effect</li>\n  <li><em>Ψ</em><sub>c,V</sub> – modification factor for concrete condition; <em>Ψ</em><sub>c,V</sub> = 1.0 for cracked concrete, <em>Ψ</em><sub>c,V</sub> = 1.4 for non-cracked concrete</li>\n  <li>\\( \\psi_{h,V} = \\sqrt{\\frac{1.5 c_{a1}}{h_a}} \\ge 1 \\) – modification factor for anchors located in a concrete member where <em>h</em><sub>a</sub>&nbsp;&lt;&nbsp;1.5&nbsp;<em>c</em><sub>a1</sub></li>\n  <li>\\( \\psi_{\\alpha ,V} = \\sqrt{\\frac{1}{(\\cos \\alpha_V )^2 + (0.5 \\sin \\alpha_V)^2}} \\) – modification factor for anchors loaded at an angle 90° − <em>α</em><sub>V</sub> with the concrete edge; in ACI 318-14 – 17.5.2.1 are only discrete values, equation is taken from FIB bulletin 58 – Design of anchorages in concrete (2011)</li>\n  <li><em>h</em><sub>a</sub> – height of a failure surface on the concrete side</li>\n  <li>\\( V_b = \\min \\left ( 7 \\left ( \\frac{l_e}{d_a} \\right )^{0.2} \\lambda_a \\sqrt{d_a} \\sqrt{f'_c} c_{a1}^{1.5}, 9 \\lambda_a \\sqrt{d_a} \\sqrt{f'_c} c_{a1}^{1.5} \\right ) \\)</li>\n  <li><em>l</em><sub>e</sub> = <em>h</em><sub>ef</sub> ≤ 8 <em>d</em><sub>a</sub> – load-bearing length of the anchor in shear</li>\n  <li><em>d</em><sub>a</sub> – anchor diameter</li>\n  <li><em>f'</em><sub>c</sub> – concrete compressive strength</li>\n  <li><em>c</em><sub>a1</sub> – edge distance in the direction of load; according to Cl.&nbsp;17.5.2.4, for a narrow member, <em>c</em><sub>2,max</sub> &lt; 1.5 <em>c</em><sub>1</sub> that is also deemed to be thin, <em>h</em><sub>a</sub> &lt; 1.5 <em>c</em><sub>1</sub>, <em>c'</em><sub>1</sub> is used in previous equations instead of <em>c</em><sub>1</sub>; the reduced <em>c'</em><sub>1</sub> = max (<em>c</em><sub>2,max</sub> / 1.5, <em>h</em><sub>a</sub> / 1.5, <em>s</em><sub>c,max</sub> / 3)</li>\n  <li><em>c</em><sub>a2</sub> – edge distance in the direction perpendicular to load</li>\n  <li><em>c</em><sub>2,max</sub> – largest edge distance in the direction perpendicular to load</li>\n  <li><em>s</em><sub>c,max</sub> – maximum spacing perpendicular to direction of shear, between anchors within a group</li>\n</ul>\n<p>If <em>c</em><sub>a2</sub> ≤ 1.5 <em>c</em><sub>a1</sub> and <em>h</em><sub>a</sub> ≤ 1.5 <em>c</em><sub>a1</sub>, \\( c_{a1}= \\max \\left ( \\frac{c_{a2}}{1.5}, \\frac{h_a}{1.5}, \\frac{s}{3} \\right ) \\), where <em>s</em> is the maximum spacing perpendicular to direction of shear, between anchors within a group.</p>\n<p>According to ACI 318-14 – 17-5.2.9, where anchor reinforcement is developed in accordance with ACI 318-14 – 25 on both sides of the breakout surface, the anchor reinforcement is presumed to transfer the shear forces and concrete breakout strength is not evaluated.</p>\n<h4>Concrete pryout strength of anchor in shear</h4>\n<p>Concrete pryout strength is designed according to ACI 318-14 – 17.5.3.</p>\n<p><em>ϕV</em><sub>cp</sub> = <em>ϕk</em><sub>cp</sub> <em>N</em><sub>cp</sub></p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em> = 0.65 – strength reduction factor for anchors in shear according to ACI 318-14 – 17.3.3, editable in Code setup</li>\n  <li><em>k</em><sub>cp</sub> = 1.0 for <em>h</em><sup>ef</sup> &lt; 2.5 in., <em>k</em><sub>cp</sub> = 2.0 for <em>h</em><sub>ef</sub> ≥ 2.5 in</li>\n  <li><em>N</em><sub>cp</sub> = <em>N</em><sub>cb</sub> (concrete breakout strength – all anchors are assumed in tension) in case of cast-in anchors</li>\n</ul>\n<p>According to ACI 318-14 – 17.4.2.9, where anchor reinforcement is developed in accordance with ACI 318-14 – 25 on both sides of the breakout surface, the anchor reinforcement is presumed to transfer the tension forces, and concrete breakout strength is not evaluated.</p>\n<h4>Interaction of tensile and shear forces</h4>\n<p>Interaction of tensile and shear forces is assessed according to ACI 318-14 – R17.6.</p>\n<p>\\[ \\left ( \\frac{N_{ua}}{N_n} \\right )^{\\zeta} + \\left ( \\frac{V_{ua}}{V_n} \\right )^{\\zeta} \\le 1.0 \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>N</em><sub>ua</sub> and <em>V</em><sub>ua</sub> – design forces acting on an anchor</li>\n  <li><em>N</em><sub>n</sub> and <em>V</em><sub>n</sub> – the lowest design strengths determined from all appropriate failure modes</li>\n  <li><em>ς</em> = 5 / 3</li>\n</ul>\n<h4>Anchors with stand-off</h4>\n<p>The bar element is designed according to AISC 360-16. Interaction of shear force is neglected because the minimum length of the anchor to fit the nut under the base plate ensures that the anchor fails in bending before the shear force reaches half the shear resistance, and the shear interaction is negligible (up to 7 %). Interaction of bending moment and compressive or tensile force is conservatively assumed as linear. Second order effects are not taken into account.</p>\n<p><strong>Shear resistance</strong> (AISC 360-16 – G):</p>\n<p>\\( V_n = \\frac{0.6 A_V F_y}{\\Omega_V} \\) &nbsp;&nbsp;&nbsp;(ASD)</p>\n<p>\\( V_n = \\phi_V 0.6 A_V F_y \\) &nbsp;&nbsp;&nbsp;(LRFD)</p>\n<ul>\n  <li><em>A</em><sub>V</sub>&nbsp;=&nbsp;0.844 ∙ <em>A</em><sub>s</sub> – the shear area</li>\n  <li><em>A</em><sub>s</sub> – bolt area reduced by threads</li>\n  <li><em>F</em><sub>y</sub> – bolt yield strength</li>\n  <li><em>Ω</em><sub>V</sub> – safety factor, recommended value is 2</li>\n  <li><em>ϕ</em><sub>V</sub> – resistance factor, recommended value is 0.75</li>\n</ul>\n<p><strong>Tensile resistance</strong> (AISC 360-16 – D2):</p>\n<p>\\( P_n = \\frac{A_s F_y}{\\Omega_t} \\) &nbsp;&nbsp;&nbsp;(ASD)</p>\n<p>\\( P_n = \\phi_t A_s F_y \\) &nbsp;&nbsp;&nbsp;(LRFD)</p>\n<ul>\n  <li><em>Ω</em><sub>t</sub> – safety factor, recommended value is 2</li>\n  <li><em>ϕ</em><sub>t</sub> – resistance factor, recommended value is 0.75</li>\n</ul>\n<p><strong>Compressive resistance</strong> (AISC 360-16 – E3)</p>\n<p>\\( P_n = \\frac{F_{cr} A_s}{\\Omega_c} \\) &nbsp;&nbsp;&nbsp;(ASD)</p>\n<p>\\( P_n = \\phi_c F_{cr} A_s \\) &nbsp;&nbsp;&nbsp;(LRFD)</p>\n<ul>\n  <li>\\( F_{cr} = 0.658^{\\frac{F_y}{F_e}} F_y \\) for \\( \\frac{L_c}{r} \\le 4.74 \\sqrt{\\frac{E}{F_y}} \\), &nbsp;\\( F_{cr} = 0.877 F_e \\) for \\( \\frac{L_c}{r} &gt; 4.74 \\sqrt{\\frac{E}{F_y}} \\) – critical stress</li>\n  <li>\\( F_e = \\frac{\\pi^2 E} {\\left ( \\frac{L_c}{r} \\right) ^2} \\) – elastic buckling stress</li>\n  <li><em>L</em><sub>c</sub>&nbsp;=&nbsp;2&nbsp;∙&nbsp;<em>l</em> – buckling length</li>\n  <li><em>l</em> – length of the bolt element equal to half the base plate thickness + gap + half the bolt diameter</li>\n  <li>\\( r= \\sqrt{\\frac{I}{A_s}} \\) – radius of gyration of the anchor bolt</li>\n  <li>\\( I= \\frac{\\pi d_s^4}{64} \\) – moment of inertia of the bolt</li>\n  <li><em>Ω</em><sub>c</sub> – safety factor, recommended value is 2</li>\n  <li><em>ϕ</em><sub>c</sub> – resistance factor, recommended value is 0.75</li>\n</ul>\n<p><strong>Bending resistance</strong> (AISC 360-16 – F11):</p>\n<p>\\( M_n = \\frac{Z F_y}{\\Omega_b} \\le \\frac{1.6 S_x F_y}{\\Omega_b} \\)&nbsp;&nbsp;&nbsp;(ASD)</p>\n<p>\\( M_n = \\phi_b Z F_y \\le 1.6 \\phi_b S_x F_y \\)&nbsp;&nbsp;&nbsp;(ASD)</p>\n<ul>\n  <li>\\( Z = \\frac{d_s^3}{6} \\) – plastic section modulus of the bolt</li>\n  <li>\\( S_x= \\frac{2 I}{d_s} \\) – elastic section modulus of the bolt</li>\n  <li><em>Ω</em><sub>c</sub> – safety factor, recommended value is 2</li>\n  <li><em>ϕ</em><sub>c</sub> – resistance factor, recommended value is 0.75</li>\n</ul>\n<p><strong>Linear interaction:</strong></p>\n<p>\\[ \\frac{N}{P_n}+\\frac{M}{M_n} \\le 1 \\]</p>\n<ul>\n  <li><em>N</em> – the tensile (positive) or compressive (negative sign) factored force</li>\n  <li><em>P</em><sub>n</sub> – the tensile (positive) or compressive (negative sign) design or allowable strength</li>\n  <li><em>M</em> – the factored bending moment</li>\n  <li><em>M</em><sub>n</sub> – the design or allowable bending resistance</li>\n</ul>"
                                                                                          },
                                                                                          "regions": {
                                                                                            "name": "Region",
                                                                                            "type": "taxonomy",
                                                                                            "value": [
                                                                                              {
                                                                                                "name": "AMER",
                                                                                                "codename": "amer"
                                                                                              }
                                                                                            ],
                                                                                            "taxonomyGroup": "region"
                                                                                          },
                                                                                          "product_groups": {
                                                                                            "name": "Product group",
                                                                                            "type": "taxonomy",
                                                                                            "value": [
                                                                                              {
                                                                                                "name": "Connection design",
                                                                                                "codename": "connection_design"
                                                                                              },
                                                                                              {
                                                                                                "name": "Steel",
                                                                                                "codename": "steel"
                                                                                              }
                                                                                            ],
                                                                                            "taxonomyGroup": "product_group"
                                                                                          },
                                                                                          "support_center_article_types": {
                                                                                            "name": "Support center article",
                                                                                            "type": "taxonomy",
                                                                                            "value": [
                                                                                              {
                                                                                                "name": "Knowledge base",
                                                                                                "codename": "knowledgebase_article"
                                                                                              }
                                                                                            ],
                                                                                            "taxonomyGroup": "support_center_article"
                                                                                          },
                                                                                          "expertise_levels": {
                                                                                            "name": "Expertise level",
                                                                                            "type": "taxonomy",
                                                                                            "value": [],
                                                                                            "taxonomyGroup": "expertise_level"
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                                                                                          "labels": {
                                                                                            "name": "Labels",
                                                                                            "type": "taxonomy",
                                                                                            "value": [
                                                                                              {
                                                                                                "name": "Connection",
                                                                                                "codename": "connection"
                                                                                              },
                                                                                              {
                                                                                                "name": "AISC (USA)",
                                                                                                "codename": "aisc"
                                                                                              },
                                                                                              {
                                                                                                "name": "Anchoring",
                                                                                                "codename": "anchoring"
                                                                                              },
                                                                                              {
                                                                                                "name": "CBFEM",
                                                                                                "codename": "cbfem"
                                                                                              },
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                                                                                                    "value": "<h4>Bolts</h4>\n<p>The minimum spacing between bolts and distance to the bolt centre to an edge of a connected part are checked. The minimum spacing 2.66 times (editable in Code setup) the nominal bolt diameter between centres of bolts is checked according to AISC 360-16 – J.3.3. The minimum distance to the bolt centre to an edge of a connected part is checked according to AISC 360-16 – J.3.4; the values are in Table J3.4 and J3.4M.</p>\n<h4>Welds</h4>\n<p>The minimal and maximal weld size and the sufficient length of the weld are checked.</p>\n<p>The maximal weld size is checked according to AISC 360-16 – J2.2b for a plate parallel to the welded plate with an edge-to-surface fillet weld.</p>\n<ul>\n  <li>For plate thickness smaller than 1/4 in, the weld size should be no bigger than plate thickness.</li>\n  <li>For plate thickness equal to or higher than 1/4 in, the weld size should be no bigger than the plate thickness −1/16 in.</li>\n</ul>\n<p>Examples for welds where maximum thickness is checked are in the following figure.</p>\n<figure data-asset-id=\"29a51855-7ea4-42bb-bfbe-0e9e140a45f9\" data-image-id=\"29a51855-7ea4-42bb-bfbe-0e9e140a45f9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c098e72b-6f22-47e3-a769-1a35ee1ff64a/AISC%20weld%20detailing.png\" data-asset-id=\"29a51855-7ea4-42bb-bfbe-0e9e140a45f9\" data-image-id=\"29a51855-7ea4-42bb-bfbe-0e9e140a45f9\" alt=\"\"></figure>\n<p>The minimal <a data-item-id=\"c06cb68e-da64-517f-b983-b6bf80c8addd\" href=\"\">weld size</a> of fillet weld is checked according to Table J2.4:</p>\n<ul>\n  <li>For \\(t_p \\le 1/4\\,\\textrm{in}\\) the weld size should be higher than or equal to 1/8 in.</li>\n  <li>For \\(1/4\\,\\textrm{in}&lt; t_p \\le 1/2\\,\\textrm{in}\\) the weld size should be higher than or equal to 3/16 in.</li>\n  <li>For \\(1/2\\,\\textrm{in}&lt; t_p \\le 3/4\\,\\textrm{in}\\) the weld size should be higher than or equal to 1/4 in.</li>\n  <li>For \\(3/4\\,\\textrm{in}&lt; t_p\\)&nbsp;the weld size should be higher than or equal to 5/16 in.</li>\n</ul>\n<p>where \\(t_p\\) is the thickness of the thinner plate.</p>\n<p>The minimum length of fillet welds should not be less than four times the weld size according to J2.2b (c).</p>\n<p>The minimal effective throat of PJP groove weld is determined according to AISC 360-22 – Table J2.3:</p>\n<table><tbody>\n  <tr><td>Thickness of thinner part joint [in.]</td><td>Minimum effective throat [in.]</td></tr>\n  <tr><td>\\(t_p \\le 0.25\\)</td><td>0.1250</td></tr>\n  <tr><td>\\(0.25 &lt; t_p \\le 0.50\\)</td><td>0.1875</td></tr>\n  <tr><td>\\(0.50 &lt; t_p \\le 0.75\\)</td><td>0.2500</td></tr>\n  <tr><td>\\(0.75 &lt; t_p \\le 1.50\\)</td><td>0.3125</td></tr>\n  <tr><td>\\(1.50 &lt; t_p \\le 2.25\\)</td><td>0.3750</td></tr>\n  <tr><td>\\(2.25 &lt; t_p \\le 6\\)</td><td>0.5000</td></tr>\n  <tr><td>\\(6.00 &lt; t_p\\)</td><td>0.6250</td></tr>\n</tbody></table>\n<h4>Anchors</h4>\n<p>The spacing between anchors should be greater than four times anchor diameter according to ACI&nbsp;318-14&nbsp;–&nbsp;17.7.1.</p>\n<p>Minimum plate edge distance follows rules for bolts.</p>"
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                                                                                                            "value": "<p>Joints are classified according to joint stiffness to:</p>\n<ul>\n  <li>Rigid – joints with insignificant change of original angles between members,</li>\n  <li>Semirigid – joints which are assumed to have the capacity to furnish a dependable and known degree of flexural restraint,</li>\n  <li>Simple – joints which do not develop bending moments.</li>\n</ul>\n<p>Joints are classified according to the commentary in AISC&nbsp;360-16, Cl.&nbsp;B3.4.</p>\n<ul>\n  <li>Rigid – \\( \\frac{S_{j,ini} L_b}{E I_b} \\ge 20 \\)</li>\n  <li>Semirigid – \\( 2 &lt; \\frac{S_{j,ini} L_b}{E I_b} &lt; 20 \\)</li>\n  <li>Simple – \\( \\frac{S_{j,ini} L_b}{E I_b} \\le 2 \\)</li>\n</ul>\n<p>where:</p>\n<ul>\n  <li><em>S</em><sub>j,ini</sub> – initial stiffness of the joint; the joint stiffness is assumed linear up to the 2/3 of <em>M</em><sub>j,Rd</sub></li>\n  <li><em>L</em><sub>b</sub> – theoretical length of the analyzed member</li>\n  <li><em>E</em> – Young's modulus of elasticity</li>\n  <li><em>I</em><sub>b</sub> – moment of inertia of the analyzed member</li>\n  <li><em>M</em><sub>j,Rd</sub> – joint design moment resistance</li>\n</ul>"
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                                                                                                                    "value": "<p>Capacity design is a part of the seismic check and ensures that the joint has sufficient deformation capacity.</p>\n<p>The objective of capacity design is to confirm a building undergoes controlled ductile behavior in order to avoid collapse in a design-level earthquake. Plastic hinge is expected to appear in dissipative item and all non-dissipative items of the joint must be able to safely transfer forces due to the yielding in the dissipative item. The dissipative item is usually a beam in moment resisting frame but it may also be e.g. an end plate. The safety factor is not used for dissipative items. Two factors are assigned to the yield strength of the dissipative item:</p>\n<ul>\n  <li><em>R</em><sub>y</sub> – ratio of probable to minimal yield strength – AISC 341-16 – Table A3.1; editable in materials</li>\n  <li>\\( C_{pr}=\\frac{F_y+F_u}{2\\bullet F_y} \\le 1.2 \\) – strain-hardening factor</li>\n</ul>\n<p>The ultimate strength of the dissipative item is increased by factor <em>R</em><sub>t</sub> – ratio of probable to minimal tensile strength – AISC 341-16 – Table A3.1; editable in materials</p>\n<p>The material diagram is modified according to the following figure:</p>\n<figure data-asset-id=\"a1229dc4-5f3a-4bbf-8b62-6318f14e74f5\" data-image-id=\"a1229dc4-5f3a-4bbf-8b62-6318f14e74f5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ef4b2114-522c-41f5-bda5-4439f2e20f8e/AISC-dissipative.png\" data-asset-id=\"a1229dc4-5f3a-4bbf-8b62-6318f14e74f5\" data-image-id=\"a1229dc4-5f3a-4bbf-8b62-6318f14e74f5\" alt=\"\"></figure>\n<p>The increased strength of the dissipative item allows for the input of loads that cause the plastic hinge to appear in the dissipative item. In the case of moment resisting frame and beam as the dissipative item, the beam should be loaded by <em>M</em><em><sub>y</sub></em> = <em>C</em><sub>pr</sub><em>R</em><sub>y</sub><em>F</em><sub>y</sub><em>Z</em><sub>pl,</sub><em><sub>y</sub></em> and corresponding shear force<em>V</em><em><sub>z</sub></em> = –2 <em>M</em><em><sub>y</sub></em> / <em>L</em><sub>h</sub>, where:</p>\n<ul>\n  <li><em>F</em><sub>y</sub> – characteristic yield strength</li>\n  <li><em>Z</em><sub>pl,</sub><em><sub>y</sub></em> – plastic section modulus</li>\n  <li><em>L</em><sub>h</sub> – distance between plastic hinges on the beam</li>\n</ul>\n<p>In case of asymmetric joint, the beam should be loaded by both sagging and hogging bending moments and their corresponding shear forces.</p>\n<p>The plates of dissipative items are excluded from check.</p>"
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                                                                                                                                    "value": "<h2>1 New project</h2>\n<p>To begin, launch <strong>IDEA StatiCa</strong> and select application <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\"><strong>Connection</strong></a>. Create a new project by selecting a starting template closest to the desired design, filling in the name, and choosing the design code and default material properties – A992.</p>\n<figure data-asset-id=\"822ecc49-1734-4550-a56c-7c00fe03f5ca\" data-image-id=\"822ecc49-1734-4550-a56c-7c00fe03f5ca\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8e10a1ca-15ed-43ab-93ef-709d035cd82d/template%20selection.jpg\" data-asset-id=\"822ecc49-1734-4550-a56c-7c00fe03f5ca\" data-image-id=\"822ecc49-1734-4550-a56c-7c00fe03f5ca\" alt=\"\"></figure>\n<p>Since this project follows the AISC code, let's proceed by utilizing imperial units (see <a data-item-id=\"832da2a8-6d89-4598-84c5-dfc30515c634\" href=\"\">How to change the system of units</a>).</p>\n<h2>2 Geometry</h2>\n<p>A column and beam with shear connection was automatically added onto the design.</p>\n<figure data-asset-id=\"09506b99-5c38-4e21-bfe9-451c4c6b1087\" data-image-id=\"09506b99-5c38-4e21-bfe9-451c4c6b1087\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f6b11c97-f5fe-45bb-af25-08748479b485/New%20template%20model.jpg\" data-asset-id=\"09506b99-5c38-4e21-bfe9-451c4c6b1087\" data-image-id=\"09506b99-5c38-4e21-bfe9-451c4c6b1087\" alt=\"\"></figure>\n<p>First, change the <a data-item-id=\"a93fbea4-d814-5dcb-aa9e-35315063cb88\" href=\"\">cross-section</a> of the column. New cross-section is W12x96.</p>\n<figure data-asset-id=\"a8eb1c89-6da8-4f55-b2c5-781ab7bd15ff\" data-image-id=\"a8eb1c89-6da8-4f55-b2c5-781ab7bd15ff\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a089888b-3950-478f-bcb1-63e9ec88373f/Column%20profile%20section%20change.jpg\" data-asset-id=\"a8eb1c89-6da8-4f55-b2c5-781ab7bd15ff\" data-image-id=\"a8eb1c89-6da8-4f55-b2c5-781ab7bd15ff\" alt=\"\"></figure>\n<p>Next, change the <a data-item-id=\"a93fbea4-d814-5dcb-aa9e-35315063cb88\" href=\"\">cross-section</a> of the beam. New cross-section is W10x45.</p>\n<figure data-asset-id=\"7a712bac-dc3e-4db2-816a-e27a6e6b29a2\" data-image-id=\"7a712bac-dc3e-4db2-816a-e27a6e6b29a2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/584af040-ef70-4d17-903a-fd38c8238d49/Beam%20profile%20section%20change.jpg\" data-asset-id=\"7a712bac-dc3e-4db2-816a-e27a6e6b29a2\" data-image-id=\"7a712bac-dc3e-4db2-816a-e27a6e6b29a2\" alt=\"\"></figure>\n<p>Then add two new <a data-item-id=\"e2fb6b14-f5e4-4b81-8322-71acd2cdf487\" href=\"\">members</a>.</p>\n<figure data-asset-id=\"0d39a143-224f-4c01-9ce4-a050fcf000c3\" data-image-id=\"0d39a143-224f-4c01-9ce4-a050fcf000c3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a2dd65bb-5c11-471c-9cb2-0f1106104825/New%20model%20entity.jpg\" data-asset-id=\"0d39a143-224f-4c01-9ce4-a050fcf000c3\" data-image-id=\"0d39a143-224f-4c01-9ce4-a050fcf000c3\" alt=\"\"></figure>\n<p>Change the cross-sections of the two new members. For M3, new cross-section is W12x45. For M4, the new cross-section is T-section from a W12x40.</p>\n<figure data-asset-id=\"9b9ee4a9-14fc-4097-b662-06e9a23e219d\" data-image-id=\"9b9ee4a9-14fc-4097-b662-06e9a23e219d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dc15dcbd-e8d5-4cb9-9323-4239e7fbc803/M3%20profile%20section%20change.jpg\" data-asset-id=\"9b9ee4a9-14fc-4097-b662-06e9a23e219d\" data-image-id=\"9b9ee4a9-14fc-4097-b662-06e9a23e219d\" alt=\"\"></figure>\n<figure data-asset-id=\"0b475471-5d6e-4568-8cda-2ee976bb3308\" data-image-id=\"0b475471-5d6e-4568-8cda-2ee976bb3308\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a83fa425-8bfd-410b-b229-71cb673e8e0c/M4%20profile%20section%20change.jpg\" data-asset-id=\"0b475471-5d6e-4568-8cda-2ee976bb3308\" data-image-id=\"0b475471-5d6e-4568-8cda-2ee976bb3308\" alt=\"\"></figure>\n<p>Adjust the position parameters of both M3 and M4. Their directions and alignment will be updated so that the full geometry can be complete.</p>\n<figure data-asset-id=\"3cf8f293-d3c9-4f11-9de3-78727d21c121\" data-image-id=\"3cf8f293-d3c9-4f11-9de3-78727d21c121\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0f24d5f3-ff29-4d4c-9c71-38a19697e16c/M3%20parameters%20change.jpg\" data-asset-id=\"3cf8f293-d3c9-4f11-9de3-78727d21c121\" data-image-id=\"3cf8f293-d3c9-4f11-9de3-78727d21c121\" alt=\"\"></figure>\n<figure data-asset-id=\"d3d23862-26ef-40b6-ae91-0caf84b18d51\" data-image-id=\"d3d23862-26ef-40b6-ae91-0caf84b18d51\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dcc66cc2-47b5-4850-a3e8-749061ecfdf2/M4%20parameters%20change.jpg\" data-asset-id=\"d3d23862-26ef-40b6-ae91-0caf84b18d51\" data-image-id=\"d3d23862-26ef-40b6-ae91-0caf84b18d51\" alt=\"\"></figure>\n<h2>3 Load effects</h2>\n<p>Remove the default load effects that are present in the model.&nbsp;</p>\n<figure data-asset-id=\"25d99299-caab-4666-ba23-ab61a7b9f442\" data-image-id=\"25d99299-caab-4666-ba23-ab61a7b9f442\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/eb417552-e181-416b-8a9e-eac58a6289c4/load%20effects%20cleared.jpg\" data-asset-id=\"25d99299-caab-4666-ba23-ab61a7b9f442\" data-image-id=\"25d99299-caab-4666-ba23-ab61a7b9f442\" alt=\"\"></figure>\n<p>Turn off <a data-item-id=\"f32270b7-97ff-5d81-94b7-35e6b51c7dde\" href=\"\">Loads in equilibrium</a> and input the new values of internal forces into the chart. More load cases can be added.</p>\n<figure data-asset-id=\"e056b805-5471-4270-b555-79510af74526\" data-image-id=\"e056b805-5471-4270-b555-79510af74526\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d95f7aba-1c8d-44ee-8b39-c86d6a5fdb87/New%20load%20effects.jpg\" data-asset-id=\"e056b805-5471-4270-b555-79510af74526\" data-image-id=\"e056b805-5471-4270-b555-79510af74526\" alt=\"\"></figure>\n<h2>4 Design</h2>\n<p>Before the connection can be modeled, make sure to \"Explode\" the <a href=\"https://www.ideastatica.com/support-center/parametric-templates-in-connection-library\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">parametric template</a>. Right-click on the <strong>Operations (P)</strong> label and select \"Explode\" as shown below.&nbsp;</p>\n<figure data-asset-id=\"41908fde-51a9-4df8-b0a4-3bd528e59ad9\" data-image-id=\"41908fde-51a9-4df8-b0a4-3bd528e59ad9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2518ae2a-48d6-4456-92ea-603e2be2c48e/explode%20template.jpg\" data-asset-id=\"41908fde-51a9-4df8-b0a4-3bd528e59ad9\" data-image-id=\"41908fde-51a9-4df8-b0a4-3bd528e59ad9\" alt=\"\"></figure>\n<p>The manufacturing operation <strong>Fin plate</strong> was already created. Just update some of its properties.</p>\n<figure data-asset-id=\"69529062-a7e0-486d-9f47-eca8d2495743\" data-image-id=\"69529062-a7e0-486d-9f47-eca8d2495743\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/49d68838-0f00-4592-bf03-6969be77db37/SP1%20parameters.jpg\" data-asset-id=\"69529062-a7e0-486d-9f47-eca8d2495743\" data-image-id=\"69529062-a7e0-486d-9f47-eca8d2495743\" alt=\"\"></figure>\n<figure data-asset-id=\"413ff5a8-de1b-4087-aea8-15ba8d1a49e9\" data-image-id=\"413ff5a8-de1b-4087-aea8-15ba8d1a49e9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c4e51198-5dd9-4a31-abce-6cf1c7bd32d1/Material%20selection.jpg\" data-asset-id=\"413ff5a8-de1b-4087-aea8-15ba8d1a49e9\" data-image-id=\"413ff5a8-de1b-4087-aea8-15ba8d1a49e9\" alt=\"\"></figure>\n<p>Right click on the operation <strong>FP1</strong> and copy the operation, then update the following properties so that it relates to member M3.</p>\n<figure data-asset-id=\"a39b614c-e17c-4c45-99d8-2c3bda583841\" data-image-id=\"a39b614c-e17c-4c45-99d8-2c3bda583841\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/131d06ac-d3a5-4bf8-83bc-b62da0d0b786/Copy%20of%20an%20operation.jpg\" data-asset-id=\"a39b614c-e17c-4c45-99d8-2c3bda583841\" data-image-id=\"a39b614c-e17c-4c45-99d8-2c3bda583841\" alt=\"\"></figure>\n<figure data-asset-id=\"3a21ce42-e235-46d4-9871-2fe7bd77c239\" data-image-id=\"3a21ce42-e235-46d4-9871-2fe7bd77c239\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1906b1fa-33e7-4be7-b3d3-ac099005062d/FP2%20parameter%20update.jpg\" data-asset-id=\"3a21ce42-e235-46d4-9871-2fe7bd77c239\" data-image-id=\"3a21ce42-e235-46d4-9871-2fe7bd77c239\" alt=\"\"></figure>\n<p>Now, add the <strong>Gusset plate</strong> operation.</p>\n<figure data-asset-id=\"61df07b8-b0b2-4b90-90aa-771e3ad550bb\" data-image-id=\"61df07b8-b0b2-4b90-90aa-771e3ad550bb\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/45619638-d0ea-4300-8481-06ac2d22739a/Gusset%20plate%20operation.jpg\" data-asset-id=\"61df07b8-b0b2-4b90-90aa-771e3ad550bb\" data-image-id=\"61df07b8-b0b2-4b90-90aa-771e3ad550bb\" alt=\"\"></figure>\n<p>And redefine its properties.</p>\n<figure data-asset-id=\"a228860f-d357-4048-9e6a-7ede6bbac75e\" data-image-id=\"a228860f-d357-4048-9e6a-7ede6bbac75e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b59a2c80-b067-4efd-a2b5-a59c2d7861b6/Gusset%20plate%20operation%20parameters.jpg\" data-asset-id=\"a228860f-d357-4048-9e6a-7ede6bbac75e\" data-image-id=\"a228860f-d357-4048-9e6a-7ede6bbac75e\" alt=\"\"></figure>\n<p>Let's start to edit the gusset plate. First, under <a data-item-id=\"748f0c81-c600-50e2-a41e-32e42cf42116\" href=\"\">editor</a>, the corner at the end of the bolts will be removed.</p>\n<figure data-asset-id=\"63e217bd-fc5d-4866-a321-60916a9a5d35\" data-image-id=\"63e217bd-fc5d-4866-a321-60916a9a5d35\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/295e000c-47cb-4e43-b02a-263e5a3137c9/Gusset%20plate%20editor.jpg\" data-asset-id=\"63e217bd-fc5d-4866-a321-60916a9a5d35\" data-image-id=\"63e217bd-fc5d-4866-a321-60916a9a5d35\" alt=\"\"></figure>\n<p>Next, a more complex cut will be created on the gusset plate using a combination of operations. Start with the <strong>Negative volume</strong> operation so that the complex opening can be created.</p>\n<figure data-asset-id=\"5577aaf1-4bef-49fb-aa12-7f7d4f29e4a1\" data-image-id=\"5577aaf1-4bef-49fb-aa12-7f7d4f29e4a1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/97086fc1-7d6b-4699-b6d1-1f7c628a5f03/negative%20volume.jpg\" data-asset-id=\"5577aaf1-4bef-49fb-aa12-7f7d4f29e4a1\" data-image-id=\"5577aaf1-4bef-49fb-aa12-7f7d4f29e4a1\" alt=\"\"></figure>\n<p>Update the negative volume cross-section. Using the <strong>CF general shape</strong> option, a cross-section can be created based on either a .dxf file or through point coordinates. In this tutorial, point coordinates will be used.</p>\n<figure data-asset-id=\"6b787f20-8723-43f2-819f-e37b655f38ef\" data-image-id=\"6b787f20-8723-43f2-819f-e37b655f38ef\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ee97e528-ec48-4743-bcfa-0641164b4bca/negative%20volume%20cross-section.jpg\" data-asset-id=\"6b787f20-8723-43f2-819f-e37b655f38ef\" data-image-id=\"6b787f20-8723-43f2-819f-e37b655f38ef\" alt=\"\"></figure>\n<p>Adjust the location of the negative volume. Using a member as the origin instead of node allows the user to use members as references rather than having to input coordinates manually.</p>\n<figure data-asset-id=\"75d440c0-9473-4e8e-a9db-5d1a87e7023f\" data-image-id=\"75d440c0-9473-4e8e-a9db-5d1a87e7023f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c74e1469-d0b9-4272-9d97-33439eec3143/negative%20volume%20position.jpg\" data-asset-id=\"75d440c0-9473-4e8e-a9db-5d1a87e7023f\" data-image-id=\"75d440c0-9473-4e8e-a9db-5d1a87e7023f\" alt=\"\"></figure>\n<p>Next using a <strong>Cut of plate</strong> operation, the user will be able to cut the gusset plate by the negative volume. This will allow us to have a finalized shape for the gusset plate.</p>\n<figure data-asset-id=\"945d8c29-4717-4446-a198-6c5b256080c5\" data-image-id=\"945d8c29-4717-4446-a198-6c5b256080c5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/47505abb-0c67-4bec-a510-c4f0883f53b7/Cut%20of%20plate%20%28gusset%29.jpg\" data-asset-id=\"945d8c29-4717-4446-a198-6c5b256080c5\" data-image-id=\"945d8c29-4717-4446-a198-6c5b256080c5\" alt=\"\"></figure>\n<p>The Gusset plate will now be connected to the beams. Add a new <strong>Cleat </strong>operation and adjust its parameters so that it is connected to member B.</p>\n<figure data-asset-id=\"e050b2d0-3bcf-4a0b-bc69-3d6f4b249c70\" data-image-id=\"e050b2d0-3bcf-4a0b-bc69-3d6f4b249c70\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/774b74b5-e45b-4820-999f-e8579864c1da/cleat%20operation.jpg\" data-asset-id=\"e050b2d0-3bcf-4a0b-bc69-3d6f4b249c70\" data-image-id=\"e050b2d0-3bcf-4a0b-bc69-3d6f4b249c70\" alt=\"\"></figure>\n<figure data-asset-id=\"33c7d326-96b3-4120-abac-3455187d266d\" data-image-id=\"33c7d326-96b3-4120-abac-3455187d266d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b3dc3f9c-9edd-4711-986f-f705eeda0cbf/Cleat%20parameters.jpg\" data-asset-id=\"33c7d326-96b3-4120-abac-3455187d266d\" data-image-id=\"33c7d326-96b3-4120-abac-3455187d266d\" alt=\"\"></figure>\n<figure data-asset-id=\"e7193db8-2b82-4191-8766-ec1354eed86a\" data-image-id=\"e7193db8-2b82-4191-8766-ec1354eed86a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f7acdec8-67cb-4569-a904-6f48d440d65e/Clean%20cross-section.jpg\" data-asset-id=\"e7193db8-2b82-4191-8766-ec1354eed86a\" data-image-id=\"e7193db8-2b82-4191-8766-ec1354eed86a\" alt=\"\"></figure>\n<p>Next, copy the cleat operation and adjust the parameters so that the new cleat operation is connecting the gusset plate and member M3.</p>\n<figure data-asset-id=\"406f6589-19c0-4594-9e0b-090d93402ba9\" data-image-id=\"406f6589-19c0-4594-9e0b-090d93402ba9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/efe44d11-3189-4b74-9583-f36098c3a18a/Cleat2%20copy.jpg\" data-asset-id=\"406f6589-19c0-4594-9e0b-090d93402ba9\" data-image-id=\"406f6589-19c0-4594-9e0b-090d93402ba9\" alt=\"\"></figure>\n<figure data-asset-id=\"68c692ba-6393-44c0-b2a4-de8f525e6c00\" data-image-id=\"68c692ba-6393-44c0-b2a4-de8f525e6c00\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f0d578a5-c406-4483-9ef2-d9412a9dc1f1/Cleat2%20parameters.jpg\" data-asset-id=\"68c692ba-6393-44c0-b2a4-de8f525e6c00\" data-image-id=\"68c692ba-6393-44c0-b2a4-de8f525e6c00\" alt=\"\"></figure>\n<p>Finish the design with the operation <a data-item-id=\"bb37b7f5-43c1-4f6b-9b23-922a75713b94\" href=\"\"><strong>Stiffener</strong></a><strong>.</strong></p>\n<figure data-asset-id=\"fe7e5d22-3c05-4cce-b285-9f81cfc2c491\" data-image-id=\"fe7e5d22-3c05-4cce-b285-9f81cfc2c491\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9d444d5b-e425-4c41-a8ba-9993404f67ef/Stiffener%20operation.jpg\" data-asset-id=\"fe7e5d22-3c05-4cce-b285-9f81cfc2c491\" data-image-id=\"fe7e5d22-3c05-4cce-b285-9f81cfc2c491\" alt=\"\"></figure>\n<p>And set the correct properties of STIFF1<strong>.</strong></p>\n<figure data-asset-id=\"0375a283-523f-49ef-894a-f194b215784d\" data-image-id=\"0375a283-523f-49ef-894a-f194b215784d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7028b65c-1776-48e8-bd91-2428e9f9838c/Stiffener%20operation%20parameters.jpg\" data-asset-id=\"0375a283-523f-49ef-894a-f194b215784d\" data-image-id=\"0375a283-523f-49ef-894a-f194b215784d\" alt=\"\"></figure>\n<p>Let’s check the final design of the joint.</p>\n<figure data-asset-id=\"79570a9b-66c4-4639-8e29-cb11e8f8a4fe\" data-image-id=\"79570a9b-66c4-4639-8e29-cb11e8f8a4fe\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/08ab0954-9393-408a-a4d7-d7eed3b1d780/Final%20Model%20Isometric%20View.jpg\" data-asset-id=\"79570a9b-66c4-4639-8e29-cb11e8f8a4fe\" data-image-id=\"79570a9b-66c4-4639-8e29-cb11e8f8a4fe\" alt=\"\"></figure>\n<h2>5 Calculation and Check</h2>\n<p>Start the analysis by clicking <strong>Calculate</strong> in the ribbon. The analysis model is automatically generated, the calculation based on <a data-item-id=\"06158daa-1491-4e83-ac34-4964bd5a3c63\" href=\"\">CBFEM</a> is performed, and the Overall check is displayed together with the fundamental values of check results.</p>\n<figure data-asset-id=\"adb05524-916b-4d19-ab3d-bf30e18eebc8\" data-image-id=\"adb05524-916b-4d19-ab3d-bf30e18eebc8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4318164a-8ffb-4557-b054-d5411db5f44b/Summary%20Result.jpg\" data-asset-id=\"adb05524-916b-4d19-ab3d-bf30e18eebc8\" data-image-id=\"adb05524-916b-4d19-ab3d-bf30e18eebc8\" alt=\"\"></figure>\n<p>Go to the display tab <strong>Check,</strong> and activate <strong>Equivalent stress</strong> and <a data-item-id=\"fcc089b1-0e09-54a4-ae44-a27fcdf9cdab\" href=\"\"><strong>Mesh</strong></a> from the ribbon to get a complete picture of what is happening in the joint. Go through the different results for all components (Plates, bolts &amp; welds).</p>\n<figure data-asset-id=\"a5603127-5982-4cef-bdbc-cccb7926aadb\" data-image-id=\"a5603127-5982-4cef-bdbc-cccb7926aadb\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c08cac2f-6175-46a8-a467-a7ea76c6c65b/Check%20tab%20and%20results.jpg\" data-asset-id=\"a5603127-5982-4cef-bdbc-cccb7926aadb\" data-image-id=\"a5603127-5982-4cef-bdbc-cccb7926aadb\" alt=\"\"></figure>\n<h2>6 Report</h2>\n<p>At last, go to the tab <strong>Report</strong>. IDEA StatiCa offers a fully customizable report where you can add or remove as much detail as needed. Once done, click <strong>Generate</strong> and the report will be generated with the parameters it was given.</p>\n<figure data-asset-id=\"57baa1ae-ffcc-403b-a7b2-9ff574eaf1b1\" data-image-id=\"57baa1ae-ffcc-403b-a7b2-9ff574eaf1b1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/92e1b062-9708-4e8d-b6ba-e41a435590a6/Report.jpg\" data-asset-id=\"57baa1ae-ffcc-403b-a7b2-9ff574eaf1b1\" data-image-id=\"57baa1ae-ffcc-403b-a7b2-9ff574eaf1b1\" alt=\"\"></figure>\n<p>You have designed, optimized, and code-checked a structural steel joint according to <a data-item-id=\"79b2eecb-40f7-583d-9032-f3fbb76870b8\" href=\"\">AISC</a>.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"connection_tutorial___horizontal_beam_column_brace_698d652\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"campus_cta\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"e9214c8e_df1c_01a5_27c1_0fd2eeed89c6\"></object>"
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                                                                                                                                    "value": "<h2>1 Open project</h2>\n<h3><a data-asset-id=\"b0f7a22b-8e2d-4a9d-949e-4b82b788a074\" href=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/73091bf1-6c7b-4b9c-9282-a038f45aeae7/Claw%20angle%20on%20WF%20bracing%20connection%20tutorial.zip\">Claw angle connection file</a></h3>\n<p>To begin, download and open the attached <strong>IDEA StatiCa</strong> file above. The model has been started for this tutorial, the main members and gusset plate have been connected to each other, except for the WF brace. &nbsp;The material properties and bolt type have been selected in advance.&nbsp;</p>\n<figure data-asset-id=\"a4c483a2-14ba-4fd1-8015-b763a79f7a69\" data-image-id=\"a4c483a2-14ba-4fd1-8015-b763a79f7a69\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c6a6468e-40e3-40af-bd2c-181f1dff6caf/File%20opened.jpg\" data-asset-id=\"a4c483a2-14ba-4fd1-8015-b763a79f7a69\" data-image-id=\"a4c483a2-14ba-4fd1-8015-b763a79f7a69\" alt=\"\"></figure>\n<p>Since this project follows the AISC code, let's ensure that imperial units are set in the model (see <a data-item-id=\"832da2a8-6d89-4598-84c5-dfc30515c634\" href=\"\">How to change the system of units</a>).</p>\n<h2>2 Design</h2>\n<p>First thing to edit in this model is to extend the bracing system by its x-axis. In order to do so, start by adding the <a data-item-id=\"62e15cb6-276e-431a-a040-e72dad44d713\" href=\"\"><strong>working plane</strong></a> operation. This working plane with be defined in reference to the local coordinate system of the Brace member. See below for the details of the operation.</p>\n<figure data-asset-id=\"a6f964c0-08a1-4e0d-8879-6d9ef6c9f090\" data-image-id=\"a6f964c0-08a1-4e0d-8879-6d9ef6c9f090\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/21c3254f-5919-4b28-bf6b-2ed1b758a971/Working%20plane%20operation.jpg\" data-asset-id=\"a6f964c0-08a1-4e0d-8879-6d9ef6c9f090\" data-image-id=\"a6f964c0-08a1-4e0d-8879-6d9ef6c9f090\" alt=\"\"></figure>\n<figure data-asset-id=\"775dd63b-5146-4c07-b698-1ea83218af50\" data-image-id=\"775dd63b-5146-4c07-b698-1ea83218af50\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d68b9942-00b6-4376-8f6a-9dbc570cce9a/Working%20plane%20parameters.jpg\" data-asset-id=\"775dd63b-5146-4c07-b698-1ea83218af50\" data-image-id=\"775dd63b-5146-4c07-b698-1ea83218af50\" alt=\"\"></figure>\n<p>Using the <strong>Cut of member</strong> operation, the Brace member will be cut by the working plane allowing the member to be offset at the required length from the working point. A <strong>Cut of member</strong> operation will only cut members and stiffening members only.</p>\n<figure data-asset-id=\"0148e3d8-a5b6-49ad-aaa1-e515aed3fd5d\" data-image-id=\"0148e3d8-a5b6-49ad-aaa1-e515aed3fd5d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ced360ed-ea4a-4605-b3a0-6fa8793d9e7f/Cut%20operation%20for%20WP.jpg\" data-asset-id=\"0148e3d8-a5b6-49ad-aaa1-e515aed3fd5d\" data-image-id=\"0148e3d8-a5b6-49ad-aaa1-e515aed3fd5d\" alt=\"\"></figure>\n<figure data-asset-id=\"b9ac0a80-6f70-4fc5-801b-a8a0ecc7efb4\" data-image-id=\"b9ac0a80-6f70-4fc5-801b-a8a0ecc7efb4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f3e47a1a-5eee-4270-8140-17e43447b90c/Cut%20operation%20for%20WP%20parameters.jpg\" data-asset-id=\"b9ac0a80-6f70-4fc5-801b-a8a0ecc7efb4\" data-image-id=\"b9ac0a80-6f70-4fc5-801b-a8a0ecc7efb4\" alt=\"\"></figure>\n<p>Adding a <strong>Cut of plate</strong> will help take advantage of the working plane operation so that the intersecting corner of the plate SP1 can be cut on the same plane. This will ensure that the plate's new angled cut is parallel with the Brace member. A <strong>Cut of plate</strong> operation will cut all plates and plates that take part in a member or stiffening member. Only one plate can be cut per operation.</p>\n<figure data-asset-id=\"f236cc87-81a5-4041-a7cd-c93582865f34\" data-image-id=\"f236cc87-81a5-4041-a7cd-c93582865f34\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/09f06171-ae41-4157-b9cc-8a4e3fda71ed/Cut%20of%20plate%20using%20WP.jpg\" data-asset-id=\"f236cc87-81a5-4041-a7cd-c93582865f34\" data-image-id=\"f236cc87-81a5-4041-a7cd-c93582865f34\" alt=\"\"></figure>\n<figure data-asset-id=\"3f4da113-c8ec-4e8f-8753-51d7dd0b7879\" data-image-id=\"3f4da113-c8ec-4e8f-8753-51d7dd0b7879\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a12ab887-8714-4759-88f4-b3d6a2ea56bd/Cut%20of%20plate%20using%20WP%20parameters.jpg\" data-asset-id=\"3f4da113-c8ec-4e8f-8753-51d7dd0b7879\" data-image-id=\"3f4da113-c8ec-4e8f-8753-51d7dd0b7879\" alt=\"\"></figure>\n<p>Now, we will focus on the claw connection. To start, lets add a <strong>Splice</strong> operation to connect the Brace Web to the stiffening plate, SP1. &nbsp;The <strong>Splice</strong> operation allows for the editing of the plate and bolt placement onto the Brace member. In the bolts section and in other bolt operations, the <a data-item-id=\"58246e90-9dca-58c2-a25b-996e42c92df2\" href=\"\">bolt position</a> can be defined in three different ways.</p>\n<p>Absolute delimiter \"<em>;</em>\" (a semi-colon) - distance measured from the outline of the cross-section (reference line)</p>\n<p>Relative delimiter \" \" (space) - distance&nbsp;measured from the previous bolt row/column.</p>\n<p>asterisk \" * \" - number of bolts placed at equal distances from each other.&nbsp;</p>\n<p>E.g., the input of \"40; 80; 120; 160; 200\" is equal to \"40 40 40 40 40\" and also \"4*40\". You can also combine all delimiters, e.g., input \"40; 80; 120 40 40\".</p>\n<p>See the details below for the <strong>Splice </strong>operation.</p>\n<figure data-asset-id=\"86efd791-3365-45c5-b458-aacf1502ecd7\" data-image-id=\"86efd791-3365-45c5-b458-aacf1502ecd7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d2ced4f1-788f-4b23-b6f0-3bb1fb0192d3/Splice.jpg\" data-asset-id=\"86efd791-3365-45c5-b458-aacf1502ecd7\" data-image-id=\"86efd791-3365-45c5-b458-aacf1502ecd7\" alt=\"\"></figure>\n<figure data-asset-id=\"3a810f60-7159-4e13-8e97-d0d534b20869\" data-image-id=\"3a810f60-7159-4e13-8e97-d0d534b20869\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e71fc8a4-639a-4512-a9ae-a2c23fdc8190/Splice%20parameters.jpg\" data-asset-id=\"3a810f60-7159-4e13-8e97-d0d534b20869\" data-image-id=\"3a810f60-7159-4e13-8e97-d0d534b20869\" alt=\"\"></figure>\n<p>The bolts connecting the Splice plates and stiffening plate, SP1, will need to be added through the <strong>Bolt grid or contact</strong> operation. The first plate item selected will be used as reference to the position of the bolts.&nbsp;</p>\n<figure data-asset-id=\"b84a7870-c3a4-4ae7-a46d-00a61e11f2d6\" data-image-id=\"b84a7870-c3a4-4ae7-a46d-00a61e11f2d6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5e2466af-0fb8-4aee-9181-05807c27e2d2/Bolt%20operation%20for%20splice.jpg\" data-asset-id=\"b84a7870-c3a4-4ae7-a46d-00a61e11f2d6\" data-image-id=\"b84a7870-c3a4-4ae7-a46d-00a61e11f2d6\" alt=\"\"></figure>\n<figure data-asset-id=\"db54303b-e357-4710-b4d1-9c9cac8d6b35\" data-image-id=\"db54303b-e357-4710-b4d1-9c9cac8d6b35\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/56c90ce8-a635-4421-8e39-4a1d83273196/Bolt%20operation%20for%20splice%20parameters.jpg\" data-asset-id=\"db54303b-e357-4710-b4d1-9c9cac8d6b35\" data-image-id=\"db54303b-e357-4710-b4d1-9c9cac8d6b35\" alt=\"\"></figure>\n<p>Next, angle sections will be added to connect the top &amp; bottom flange to the stiffening plate, SP1. Since the sections will be used as part of the connection, they can be added through the <strong>Stiffening member</strong> operation.&nbsp;</p>\n<p>Add a <strong>Stiffening member operation</strong> and adjust the cross-section type. This stiffening member will be placed on the top flange of the Brace member.</p>\n<figure data-asset-id=\"de6a061a-3679-434c-a89b-f0d0efd4fd12\" data-image-id=\"de6a061a-3679-434c-a89b-f0d0efd4fd12\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d6b7cbb9-8d59-482a-b132-fce2f0f98ab8/stiffening%20member%20operation.jpg\" data-asset-id=\"de6a061a-3679-434c-a89b-f0d0efd4fd12\" data-image-id=\"de6a061a-3679-434c-a89b-f0d0efd4fd12\" alt=\"\"></figure>\n<figure data-asset-id=\"b8e296b8-1663-4721-8050-3938cc6e50de\" data-image-id=\"b8e296b8-1663-4721-8050-3938cc6e50de\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/53a1dbb3-4e7a-4da3-902b-8d820c994bdc/stiffening%20member%20operation%20cross%20section.jpg\" data-asset-id=\"b8e296b8-1663-4721-8050-3938cc6e50de\" data-image-id=\"b8e296b8-1663-4721-8050-3938cc6e50de\" alt=\"\"></figure>\n<figure data-asset-id=\"56e4da77-4066-4b93-9610-29fc2e95071f\" data-image-id=\"56e4da77-4066-4b93-9610-29fc2e95071f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d3c79e13-01b7-4977-9a61-50de7d9ea8c8/stiffening%20member%20operation%20parameters.jpg\" data-asset-id=\"56e4da77-4066-4b93-9610-29fc2e95071f\" data-image-id=\"56e4da77-4066-4b93-9610-29fc2e95071f\" alt=\"\"></figure>\n<p>Right click on the operation SM1, and select copy.&nbsp;</p>\n<figure data-asset-id=\"94d7b6e1-6825-48af-a82d-1972dd48211b\" data-image-id=\"94d7b6e1-6825-48af-a82d-1972dd48211b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1fa72d8b-3ecc-422f-b061-a3fa579dc0f5/stiffening%20member%20operation%20copy.jpg\" data-asset-id=\"94d7b6e1-6825-48af-a82d-1972dd48211b\" data-image-id=\"94d7b6e1-6825-48af-a82d-1972dd48211b\" alt=\"\"></figure>\n<p>Adjust the following parameters of the new stiffening member so that it is referencing the Brace bottom flange.</p>\n<figure data-asset-id=\"88647eaf-b181-499f-852f-ec38e9af0a51\" data-image-id=\"88647eaf-b181-499f-852f-ec38e9af0a51\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/cecc60bb-3d94-42f2-9c53-629952ca459a/stiffening%20member%202%20parameters.jpg\" data-asset-id=\"88647eaf-b181-499f-852f-ec38e9af0a51\" data-image-id=\"88647eaf-b181-499f-852f-ec38e9af0a51\" alt=\"\"></figure>\n<p>Bolts are now needed to connect the stiffening members. Begin by adding a new <strong>Bolt </strong>operation and adjust the following parameters so that it connects SM1 and SP1.</p>\n<figure data-asset-id=\"59f3fbf5-89bd-4093-99b1-7719a8afd6e8\" data-image-id=\"59f3fbf5-89bd-4093-99b1-7719a8afd6e8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/92deeb0b-8fae-40f5-9ba7-e8df3c2445d7/stiffening%20member%20operation%20bolts.jpg\" data-asset-id=\"59f3fbf5-89bd-4093-99b1-7719a8afd6e8\" data-image-id=\"59f3fbf5-89bd-4093-99b1-7719a8afd6e8\" alt=\"\"></figure>\n<figure data-asset-id=\"059b293d-d54a-4862-8b52-aff21a1d2afb\" data-image-id=\"059b293d-d54a-4862-8b52-aff21a1d2afb\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c9c4609b-7ae7-4368-921a-517d1bb7c4bd/GRD2%20parameters.jpg\" data-asset-id=\"059b293d-d54a-4862-8b52-aff21a1d2afb\" data-image-id=\"059b293d-d54a-4862-8b52-aff21a1d2afb\" alt=\"\"></figure>\n<p>Copy the operation GRD2 and adjust the following parameters of GRD3 so that it connects SM2 and SP1. You will notice that there are very few parameters to adjust in the copied operation.</p>\n<figure data-asset-id=\"796783d3-001c-4dc1-8445-a5f59e4afd3f\" data-image-id=\"796783d3-001c-4dc1-8445-a5f59e4afd3f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ab2da81f-8b9b-437c-ac05-d23d87700c5e/GRD3%20parameters.jpg\" data-asset-id=\"796783d3-001c-4dc1-8445-a5f59e4afd3f\" data-image-id=\"796783d3-001c-4dc1-8445-a5f59e4afd3f\" alt=\"\"></figure>\n<p>Add a new <strong>Grid</strong> operation and adjust the following parameters so that it is referencing SM1 and the Brace top flange.&nbsp;</p>\n<figure data-asset-id=\"19db9da6-42c6-4d2a-ac94-68542eeab648\" data-image-id=\"19db9da6-42c6-4d2a-ac94-68542eeab648\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1ce70251-9019-4c62-9f69-ba9f2e80a922/GRD4%20parameters.jpg\" data-asset-id=\"19db9da6-42c6-4d2a-ac94-68542eeab648\" data-image-id=\"19db9da6-42c6-4d2a-ac94-68542eeab648\" alt=\"\"></figure>\n<p>Copy the previous Grid operation three times and adjust the following parameters to finalize the connection model.</p>\n<figure data-asset-id=\"1d64692e-8024-424f-92cb-1e1bce2f6b72\" data-image-id=\"1d64692e-8024-424f-92cb-1e1bce2f6b72\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9a523d4e-8ccf-4cbb-b9bc-f9303d0e7cd7/GRD5%20parameters.jpg\" data-asset-id=\"1d64692e-8024-424f-92cb-1e1bce2f6b72\" data-image-id=\"1d64692e-8024-424f-92cb-1e1bce2f6b72\" alt=\"\"></figure>\n<figure data-asset-id=\"0ed5705b-544e-42d8-b69e-379581dd24a2\" data-image-id=\"0ed5705b-544e-42d8-b69e-379581dd24a2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/554063a1-e72d-4c1a-93a6-e0d807bd11ab/GRD6%20parameters.jpg\" data-asset-id=\"0ed5705b-544e-42d8-b69e-379581dd24a2\" data-image-id=\"0ed5705b-544e-42d8-b69e-379581dd24a2\" alt=\"\"></figure>\n<figure data-asset-id=\"90e2e9ba-57eb-486e-9efe-e4ddc0b6fdaf\" data-image-id=\"90e2e9ba-57eb-486e-9efe-e4ddc0b6fdaf\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0c2d3259-fda4-4c5b-876a-6236de52aeda/GRD7%20parameters.jpg\" data-asset-id=\"90e2e9ba-57eb-486e-9efe-e4ddc0b6fdaf\" data-image-id=\"90e2e9ba-57eb-486e-9efe-e4ddc0b6fdaf\" alt=\"\"></figure>\n<h2>3 Calculation and Check</h2>\n<p>Start the analysis by clicking <strong>Calculate</strong> in the ribbon. The calculation based on <a data-item-id=\"06158daa-1491-4e83-ac34-4964bd5a3c63\" href=\"\">CBFEM</a> is performed, and the Overall check is displayed together with the fundamental values of check results.</p>\n<figure data-asset-id=\"bd8b26ee-6436-4ca1-a915-611e25db9fda\" data-image-id=\"bd8b26ee-6436-4ca1-a915-611e25db9fda\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/074b53cd-5f5c-4656-a291-dcbb9b96eef1/Traffic%20light%20results.jpg\" data-asset-id=\"bd8b26ee-6436-4ca1-a915-611e25db9fda\" data-image-id=\"bd8b26ee-6436-4ca1-a915-611e25db9fda\" alt=\"\"></figure>\n<p>Go to the <strong>Check </strong>tab and activate <strong>Equivalent stress</strong> and <a data-item-id=\"fcc089b1-0e09-54a4-ae44-a27fcdf9cdab\" href=\"\"><strong>Mesh</strong></a> from the ribbon to observe the stress flow in the connection. The different results for all components (Plates, bolts &amp; welds) are displayed on the right.</p>\n<figure data-asset-id=\"35f160e3-e658-4086-8c72-c6ab8cf1d99d\" data-image-id=\"35f160e3-e658-4086-8c72-c6ab8cf1d99d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e11b491f-8b63-4c5a-adac-d7d4e31466bc/Check%20tab%20results.jpg\" data-asset-id=\"35f160e3-e658-4086-8c72-c6ab8cf1d99d\" data-image-id=\"35f160e3-e658-4086-8c72-c6ab8cf1d99d\" alt=\"\"></figure>\n<h2>4 Report</h2>\n<p>At last, go to the tab <strong>Report</strong>. IDEA StatiCa offers a fully customizable report where you can add or remove as much detail as needed. Once done, click <strong>Generate</strong> and the report will be generated with the parameters it was given.</p>\n<figure data-asset-id=\"52f01669-43c4-4b0b-ba28-5cddfe74a30f\" data-image-id=\"52f01669-43c4-4b0b-ba28-5cddfe74a30f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1eab9b72-c3eb-4ea9-a059-a2679039a25a/Report%20tab.jpg\" data-asset-id=\"52f01669-43c4-4b0b-ba28-5cddfe74a30f\" data-image-id=\"52f01669-43c4-4b0b-ba28-5cddfe74a30f\" alt=\"\"></figure>\n<p>You have modeled, designed, and code-checked a structural steel joint according to <a data-item-id=\"79b2eecb-40f7-583d-9032-f3fbb76870b8\" href=\"\">AISC</a>.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"connection_tutorial___horizontal_beam_column_brace_a04ddb1\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"campus_cta\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"aa473f79_0771_0146_88ea_fe250f1e6d97\"></object>"
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                                                                                                                                    "value": "<p>On large-scale structural projects, engineering teams are often responsible for designing and validating dozens, if not hundreds, of steel connections. From repetitive modeling tasks to late-stage design changes, these connection-related workflows can take up a significant portion of time and resources.</p>\n<p>To address these challenges, many engineering firms are turning to IDEA StatiCa not just for its analysis capabilities but for the workflow optimizations it offers. Three specific tools, <strong>Checkbot grouping and batch design</strong>, <strong>parametric templates</strong>, and the <strong>new connection wizard</strong>,<strong> </strong>are helping teams streamline their processes and maintain efficiency across projects of all sizes.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n93a841d8_f840_0152_922a_77de0d5e2c46\"></object>\n<h2>Checkbot – grouping &amp; batch design</h2>\n<p>When the same connection type appears throughout a structure, whether it’s a base plate at each column or a beam-to-beam shear connection in multiple bays, repeating individual modeling and validation steps can consume valuable hours. <a data-item-id=\"caeb1a6c-2621-446f-8005-4d2799496a39\" href=\"\">Checkbot</a> helps you combine these similar connections so you can focus on one reference design instead of opening dozens of separate files.</p>\n<p>By recognizing patterns in member count and cross-section, <strong>Checkbot lets you work on a single node and then apply that connection model to every matching node</strong>. Once the reference connection is set up, the software performs all required calculations, code checks, and load combinations for the entire group. You’ll also be able to export your connections to BIM via IFC without leaving the Checkbot interface.</p>\n<figure data-asset-id=\"6db33267-4ea8-4414-9c07-a66a17704ddc\" data-image-id=\"6db33267-4ea8-4414-9c07-a66a17704ddc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/65faa61b-f067-49d5-818b-6307da332e3b/checkbot.png\" data-asset-id=\"6db33267-4ea8-4414-9c07-a66a17704ddc\" data-image-id=\"6db33267-4ea8-4414-9c07-a66a17704ddc\" alt=\"\"></figure>\n<p>Here's how it works:</p>\n<ul>\n  <li><strong>Connections are automatically grouped</strong> by member count and section type.</li>\n  <li><strong>Design one reference connection</strong>, and Checkbot applies it across the group.</li>\n  <li><strong>Run design checks and analyses</strong> for the group, including all relevant load combinations, without opening each connection individually.</li>\n  <li><strong>A single report</strong> summarizes every connection in either a summary or a detailed format.</li>\n  <li><strong>IFC export</strong> integrates your results directly into BIM models.</li>\n  <li><strong>Everything happens within Checkbot</strong>, no switching between programs.</li>\n</ul>\n<p>Firms using Checkbot are seeing time savings of 50–60% over traditional workflows. By cutting down repetitive modeling and centralizing checks, engineers can work faster without sacrificing quality. Checkbot is especially valuable in BIM or FEA models with repeating geometries like beam-to-column connections, where consistency and organization are crucial across dozens of similar connections.</p>\n<p>To prove our words, we've run a small test.&nbsp;</p>\n<p>During our webinar on <a data-item-id=\"f473766d-15da-4182-9f16-ed3bea7d9630\" href=\"\">Complete connection design in IDEA StatiCa Checkbot</a>, we asked attending engineers how long it typically takes them to design joints for a project with approximately 200 connections.&nbsp;</p>\n<figure data-asset-id=\"f1e80b05-15a5-436d-9d23-cee7efe85d28\" data-image-id=\"f1e80b05-15a5-436d-9d23-cee7efe85d28\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7068e5f7-65a5-40ae-8e83-f3c339ca76d4/Structure.png\" data-asset-id=\"f1e80b05-15a5-436d-9d23-cee7efe85d28\" data-image-id=\"f1e80b05-15a5-436d-9d23-cee7efe85d28\" alt=\"\"></figure>\n<figure data-asset-id=\"a06a21e8-f3a5-4b40-a829-0d36e681f481\" data-image-id=\"a06a21e8-f3a5-4b40-a829-0d36e681f481\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b0ac9c9d-0a1e-49a2-8dba-31e79dd1cef0/poll%20results.png\" data-asset-id=\"a06a21e8-f3a5-4b40-a829-0d36e681f481\" data-image-id=\"a06a21e8-f3a5-4b40-a829-0d36e681f481\" alt=\"\"></figure>\n<ul>\n  <li>Over 80% said more than 6 hours.</li>\n  <li>25% estimated over 24 hours.&nbsp;</li>\n</ul>\n<p>With IDEA StatiCa and the help of Checkbot, it took us exactly <strong>2 hours and 25 minutes</strong>. You can easily calculate how quickly the software pays for itself through time savings.&nbsp;</p>\n<figure data-asset-id=\"3a1b19d1-692f-4a0d-898c-6e27c254d472\" data-image-id=\"3a1b19d1-692f-4a0d-898c-6e27c254d472\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3eb00ae3-75a4-48e6-8e2a-c7ea74099aa0/checkbot.png\" data-asset-id=\"3a1b19d1-692f-4a0d-898c-6e27c254d472\" data-image-id=\"3a1b19d1-692f-4a0d-898c-6e27c254d472\" alt=\"Checkbot sample project time research\"></figure>\n<p>If you want to see how it works, check out a quick demonstration of the Checkbot workflow down below, and see how easily repetitive connections can be handled.&nbsp;</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n2ac26211_18c0_015c_d623_98f313848d20\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"eebf9ada_e6d1_01e7_e7b1_a1c3c95082f2\"></object>\n<h2>Parametric templates</h2>\n<p>Designing standard steel connections doesn’t have to be repetitive. With IDEA StatiCa’s parametric templates, it’s easier than ever to handle simple and modular connections, especially when projects include variations of the same base design.</p>\n<p><strong>IDEA StatiCa offers a library of ready-made parametric templates</strong> for common connections like shear tabs, moment end plates, and gusset plates. These templates are fully parametric, allowing engineers to quickly adjust inputs like thicknesses, member sizes, and plate dimensions while maintaining the overall logic of the design.</p>\n<figure data-asset-id=\"4841ab72-8214-4823-be0d-5da39464bfb4\" data-image-id=\"4841ab72-8214-4823-be0d-5da39464bfb4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0cc53027-53f7-45a0-a88a-1ffce78cad22/parametric%20templates%20image.png\" data-asset-id=\"4841ab72-8214-4823-be0d-5da39464bfb4\" data-image-id=\"4841ab72-8214-4823-be0d-5da39464bfb4\" alt=\"\"></figure>\n<p>Even more valuable is the ability to <a data-item-id=\"6c8e336a-172b-461f-ad1d-0ae8e5fdac78\" href=\"\"><strong>create your own parametric templates</strong></a>. If your team regularly works with standardized designs that vary slightly from project to project, this allows you to build a starting point tailored to your needs. Simply select the key parameters you want to control, adjust them as needed, and run the design check, all without needing to build the connection from scratch.</p>\n<p>Parametric templates are a massive time-saver, especially for repeated or modular connections. Where manual modeling can take 20-30 minutes for new users, templates cut that down to just 5-10 minutes by allowing quick adjustments to a few key parameters. They’re not only faster, but they also help maintain consistency across similar connection types.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n6da61a33_deaf_01ab_d0a7_8d99d029fb74\"></object>\n<h2>New Connection Wizard</h2>\n<p>To make it even easier to start your connection design, the new <a data-item-id=\"cc99ba50-ed96-445b-b357-96fbd857ba58\" href=\"\">Connection Wizard</a> provides a guided workflow from the moment you launch IDEA StatiCa Connection. Rather than starting from a blank screen, the new Connection Wizard helps answer that by letting you start from geometry and then surface <strong>relevant templates</strong>, including <strong>your own saved designs!</strong></p>\n<figure data-asset-id=\"0f0a88ea-d332-4edb-98b0-a97eccfb2999\" data-image-id=\"0f0a88ea-d332-4edb-98b0-a97eccfb2999\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/27e16395-4fb2-4137-ba70-a613ba637366/connection%20wizard.png\" data-asset-id=\"0f0a88ea-d332-4edb-98b0-a97eccfb2999\" data-image-id=\"0f0a88ea-d332-4edb-98b0-a97eccfb2999\" alt=\"\"></figure>\n<p>Here’s how it helps:</p>\n<ul>\n  <li><strong>Select the geometry layout</strong> you need, and the wizard will filter templates accordingly.</li>\n  <li><strong>Save your own connections</strong> to appear automatically the next time you start a project.</li>\n  <li><strong>No more digging through folders</strong> or trying to remember what file you last used, just pick it and go.</li>\n</ul>\n<p>The real advantage? Your custom connection templates are now built into your startup workflow. They’re not hidden in file directories or tied to older versions, they’re integrated, accessible, and ready from the start screen.</p>\n<p>Whether you're standardizing connections across teams or managing repeated designs across multiple projects, the wizard brings <strong>speed</strong>, <strong>organization</strong>, and <strong>reliability </strong>to the start of every connection workflow.</p>\n<h2>Save hours where it matters most</h2>\n<p><a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">Connection design</a> often comes down to repetition, repeating geometries, loads, redlines, and tasks. That’s where IDEA StatiCa delivers real impact: by automating and simplifying the repeatable parts of your workflow so you can focus your engineering time where it matters most.</p>\n<p>By grouping and batch-designing in Checkbot, adapting parametric templates, and starting from your own wizard-based connection library, engineers can confidently say they’re not just working harder, they’re working <strong>smarter</strong>.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"get_a_free_trial___connection_design\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n7d11f499_3ce1_01e6_b6ff_2019b43193bc\"></object>"
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                                                                                                                    "value": "<h2>1 New project</h2>\n<p>Start with launching the <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\"><strong>IDEA StatiCa Connection</strong></a>. Create a new project by selecting a starting template closest to the desired design, filling in the name, and choosing <strong>AISC</strong> design code and default steel grades as shown below.</p>\n<figure data-asset-id=\"1aa7d0b7-37e2-4d33-9cfb-0431be168140\" data-image-id=\"1aa7d0b7-37e2-4d33-9cfb-0431be168140\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/aaed4441-0410-4ce6-b76d-baa217ac7e02/Template%20selection.png\" data-asset-id=\"1aa7d0b7-37e2-4d33-9cfb-0431be168140\" data-image-id=\"1aa7d0b7-37e2-4d33-9cfb-0431be168140\" alt=\"\"></figure>\n<p>Since you work under the AISC code, set the <strong>imperial units</strong> (see <a data-item-id=\"832da2a8-6d89-4598-84c5-dfc30515c634\" href=\"\">How to change the system of units</a>).</p>\n<h2>2 Geometry</h2>\n<p>Two beams were automatically added as part of blank design template.</p>\n<figure data-asset-id=\"4f33c80c-c24d-4c93-9de4-597a9d2cb634\" data-image-id=\"4f33c80c-c24d-4c93-9de4-597a9d2cb634\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c6346153-dc19-4e74-a212-909eb16d782e/blank%20template%20open.png\" data-asset-id=\"4f33c80c-c24d-4c93-9de4-597a9d2cb634\" data-image-id=\"4f33c80c-c24d-4c93-9de4-597a9d2cb634\" alt=\"\"></figure>\n<p><br></p>\n<p><strong>Member C</strong></p>\n<p>You will create a general cross-section for the column member. To do that, select <strong>Welded, Composed</strong> tab and click on the <strong>General steel </strong><a data-item-id=\"376528a7-312a-52ea-b8a0-d2f726dd9f62\" href=\"\"><strong>cross-section</strong></a>.</p>\n<figure data-asset-id=\"897e5b42-71a5-4677-85b9-84711165b970\" data-image-id=\"897e5b42-71a5-4677-85b9-84711165b970\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6eac8b11-285a-4ffc-9c3e-9ac1b61330eb/General%20steel%20section%20selection.png\" data-asset-id=\"897e5b42-71a5-4677-85b9-84711165b970\" data-image-id=\"897e5b42-71a5-4677-85b9-84711165b970\" alt=\"\"></figure>\n<p><strong>The General </strong><a data-item-id=\"376528a7-312a-52ea-b8a0-d2f726dd9f62\" href=\"\"><strong>cross-section</strong></a><strong> editor</strong> is opened, and you can start composing the cross-section by selecting the <a data-item-id=\"51f4b1ad-51bc-4860-b00f-40043f4bf881\" href=\"\"><strong>I-sections</strong></a> in the <strong>Cross-section Navigator</strong>.</p>\n<figure data-asset-id=\"e93bff36-1477-4d86-a126-23114ce717f9\" data-image-id=\"e93bff36-1477-4d86-a126-23114ce717f9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5cc42705-05e1-408a-b2ca-186f186e26aa/GS%20first%20section.png\" data-asset-id=\"e93bff36-1477-4d86-a126-23114ce717f9\" data-image-id=\"e93bff36-1477-4d86-a126-23114ce717f9\" alt=\"\"></figure>\n<p>Then continue by clicking on the icon <strong>Add new entity</strong> and selecting the Sections T (I-cut). The <strong>Rolled T</strong> (<strong>I-cut</strong>) window is opened, and you can edit the shape.</p>\n<figure data-asset-id=\"931883ef-4ceb-43d7-a722-6f4bc831f72d\" data-image-id=\"931883ef-4ceb-43d7-a722-6f4bc831f72d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d09d44be-a998-46c9-ab7f-32edbaa78ed6/GS%20T%20section.png\" data-asset-id=\"931883ef-4ceb-43d7-a722-6f4bc831f72d\" data-image-id=\"931883ef-4ceb-43d7-a722-6f4bc831f72d\" alt=\"\"></figure>\n<p>Make a copy of this entity by clicking the <strong>Copy</strong> icon in the upper ribbon.</p>\n<figure data-asset-id=\"3aca6c07-8495-49a7-ae5c-0337f69c1869\" data-image-id=\"3aca6c07-8495-49a7-ae5c-0337f69c1869\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9b3e31d7-1955-4a69-b868-71563a97be7f/GS%20copy.png\" data-asset-id=\"3aca6c07-8495-49a7-ae5c-0337f69c1869\" data-image-id=\"3aca6c07-8495-49a7-ae5c-0337f69c1869\" alt=\"\"></figure>\n<p>Next, move and rotate the added T-shaped entities to design the whole cross-section by editing of values in the <strong>Cross-section components</strong> tab as in the figure below.</p>\n<figure data-asset-id=\"535d0192-fa67-411f-87c5-bf1cbd393088\" data-image-id=\"535d0192-fa67-411f-87c5-bf1cbd393088\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/fe970e7d-0194-4625-81f9-68266ae9b437/GS%20member%20parameters.png\" data-asset-id=\"535d0192-fa67-411f-87c5-bf1cbd393088\" data-image-id=\"535d0192-fa67-411f-87c5-bf1cbd393088\" alt=\"\"></figure>\n<p>You now have the final design of the cross-section for member SL.</p>\n<figure data-asset-id=\"e1a50b7c-97fc-43f4-a5f0-3070d1401925\" data-image-id=\"e1a50b7c-97fc-43f4-a5f0-3070d1401925\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/faf58087-6ffe-4d75-9927-a4521baa7e51/Finnal%20cross-section%20for%20C.png\" data-asset-id=\"e1a50b7c-97fc-43f4-a5f0-3070d1401925\" data-image-id=\"e1a50b7c-97fc-43f4-a5f0-3070d1401925\" alt=\"\"></figure>\n<p>For further information, see <a data-item-id=\"a93fbea4-d814-5dcb-aa9e-35315063cb88\" href=\"\">How to create and use a custom cross-section</a>.</p>\n<p><strong>Member B</strong></p>\n<p>Start with <strong>Right-click on</strong> the beam B and set the cross-section to 12X72 from the W (AISC 16.0) library.</p>\n<p>You will also have to change the member B properties.</p>\n<figure data-asset-id=\"c8b2e2f9-bb17-4e39-8be6-ba6febc6d709\" data-image-id=\"c8b2e2f9-bb17-4e39-8be6-ba6febc6d709\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a65a9d68-1024-454d-ad39-174f499cca52/B%20parameters.png\" data-asset-id=\"c8b2e2f9-bb17-4e39-8be6-ba6febc6d709\" data-image-id=\"c8b2e2f9-bb17-4e39-8be6-ba6febc6d709\" alt=\"\"></figure>\n<p><strong>Member M3</strong></p>\n<p>On the upper ribbon, select the <strong>Member</strong> icon to add the new&nbsp;member M3. Set the cross-section to W8X21 from the W (AISC 16.0) library on beam M3.</p>\n<p>You can go on and change the member M3 properties.</p>\n<figure data-asset-id=\"3d087a6d-b597-4881-b061-4c8c132fb804\" data-image-id=\"3d087a6d-b597-4881-b061-4c8c132fb804\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0d7f41d4-5327-4af1-925e-fd70d3eb26e5/M3%20parameters.png\" data-asset-id=\"3d087a6d-b597-4881-b061-4c8c132fb804\" data-image-id=\"3d087a6d-b597-4881-b061-4c8c132fb804\" alt=\"\"></figure>\n<p>For further information about the property Forces, see <a data-item-id=\"3eca9f92-b870-40f1-b11b-dd1ba61acb5a\" href=\"\">How to define load position</a>.</p>\n<p><strong>Member M4</strong></p>\n<p>Click the <strong>right mouse button</strong> at the <strong>Members</strong> row in the tree of entities in the 3D scene. Choose the <strong>New member</strong> command from the context menu. Continue and change the member M4 properties.</p>\n<figure data-asset-id=\"33c974a4-d4cd-4827-a36a-13874adf47a9\" data-image-id=\"33c974a4-d4cd-4827-a36a-13874adf47a9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b3501c03-0b36-4558-9662-558c97ce87ae/M4%20parameters.png\" data-asset-id=\"33c974a4-d4cd-4827-a36a-13874adf47a9\" data-image-id=\"33c974a4-d4cd-4827-a36a-13874adf47a9\" alt=\"\"></figure>\n<p><strong>Member M5</strong></p>\n<p>Add another member, set its cross-section to L4X4X3/8 from the L (AISC 16.0), and update properties.</p>\n<figure data-asset-id=\"3b381907-48f4-4aca-ba92-b71c266be572\" data-image-id=\"3b381907-48f4-4aca-ba92-b71c266be572\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0ca633c2-b92a-4141-a3a6-1aebb9e54312/M5%20parameters.png\" data-asset-id=\"3b381907-48f4-4aca-ba92-b71c266be572\" data-image-id=\"3b381907-48f4-4aca-ba92-b71c266be572\" alt=\"\"></figure>\n<p>Check the final geometry of members.</p>\n<figure data-asset-id=\"2157d4df-0fd5-491b-b1c0-dacad077c4f4\" data-image-id=\"2157d4df-0fd5-491b-b1c0-dacad077c4f4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8b538f12-4848-4a43-ae73-1fc56aa907a1/Final%20geometry.png\" data-asset-id=\"2157d4df-0fd5-491b-b1c0-dacad077c4f4\" data-image-id=\"2157d4df-0fd5-491b-b1c0-dacad077c4f4\" alt=\"\"></figure>\n<h2>3 Load effects</h2>\n<p>One <a data-item-id=\"3eca9f92-b870-40f1-b11b-dd1ba61acb5a\" href=\"\">load effect</a> was automatically added. Input the values of internal forces into the chart and turn off <strong>Loads in equilibrium</strong>. More load cases can be added.</p>\n<figure data-asset-id=\"ff1250fc-d790-4b35-aaec-d2ad6b58ac3e\" data-image-id=\"ff1250fc-d790-4b35-aaec-d2ad6b58ac3e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6a6237e1-5d81-4065-b9c6-a3ab5e9cfca2/Load%20effects.png\" data-asset-id=\"ff1250fc-d790-4b35-aaec-d2ad6b58ac3e\" data-image-id=\"ff1250fc-d790-4b35-aaec-d2ad6b58ac3e\" alt=\"\"></figure>\n<h2>4 Design</h2>\n<p>Add a new one by the command new <strong>Operation</strong> at the top ribbon. First, select the <strong>Cut</strong> of member operation to extend the column. Now change the properties of the operation <strong>CUT1</strong>. Follow the picture below.</p>\n<figure data-asset-id=\"e82556fa-6afc-41fc-867f-5fa16cca8fe4\" data-image-id=\"e82556fa-6afc-41fc-867f-5fa16cca8fe4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/44440a21-4a7c-4baa-bf2b-661789179dc3/CUT1.png\" data-asset-id=\"e82556fa-6afc-41fc-867f-5fa16cca8fe4\" data-image-id=\"e82556fa-6afc-41fc-867f-5fa16cca8fe4\" alt=\"\"></figure>\n<p>Go on and add the next <a data-item-id=\"aa5365b6-eee0-41ad-8f98-c3f4843f90b0\" href=\"\"><strong>Manufacturing operation</strong></a>. Now, select the <strong>End Plate</strong> and change the properties of the operation <strong>EP1</strong>.</p>\n<figure data-asset-id=\"052a7ec0-06f9-43e5-9614-bf715937452b\" data-image-id=\"052a7ec0-06f9-43e5-9614-bf715937452b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/64eaa6d7-9798-4170-9482-9324c0574c0b/Endplate.png\" data-asset-id=\"052a7ec0-06f9-43e5-9614-bf715937452b\" data-image-id=\"052a7ec0-06f9-43e5-9614-bf715937452b\" alt=\"\"></figure>\n<p>Copy operation <strong>EP1</strong>. With the <strong>right mouse button,</strong> click on the <strong>EP1</strong> and choose <strong>Copy</strong>.</p>\n<figure data-asset-id=\"8f2c42e2-c433-4ee6-be3c-c457fa60b413\" data-image-id=\"8f2c42e2-c433-4ee6-be3c-c457fa60b413\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/aacb1a1d-f793-43b7-99c3-b3c78840cd02/EP1%20copy.png\" data-asset-id=\"8f2c42e2-c433-4ee6-be3c-c457fa60b413\" data-image-id=\"8f2c42e2-c433-4ee6-be3c-c457fa60b413\" alt=\"\"></figure>\n<p>Now you have to set the correct properties of <strong>EP2</strong>.</p>\n<figure data-asset-id=\"7feded99-fd7f-4f48-8739-93927663dca4\" data-image-id=\"7feded99-fd7f-4f48-8739-93927663dca4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2daab7ca-45e7-44d9-92b8-9bca9148f3c7/EP2%20parameters.png\" data-asset-id=\"7feded99-fd7f-4f48-8739-93927663dca4\" data-image-id=\"7feded99-fd7f-4f48-8739-93927663dca4\" alt=\"\"></figure>\n<p>Continue and input a <strong>Shear plate a</strong>nd change the properties of the operation <strong>SHP1</strong>. Follow the picture below.</p>\n<figure data-asset-id=\"08cdf1de-7421-426f-ab0e-1fe50af7b8ff\" data-image-id=\"08cdf1de-7421-426f-ab0e-1fe50af7b8ff\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/373de581-f365-4203-9112-4e2555fe9d98/Shear%20plate.png\" data-asset-id=\"08cdf1de-7421-426f-ab0e-1fe50af7b8ff\" data-image-id=\"08cdf1de-7421-426f-ab0e-1fe50af7b8ff\" alt=\"\"></figure>\n<p>Finish the design by adding a <a data-item-id=\"7270b78f-fc35-4add-8b05-fbb141782cd5\" href=\"\"><strong>Gusset plate</strong></a> operation and set the parameters for <strong>GUSS1</strong>.</p>\n<figure data-asset-id=\"66d971ca-18ac-440a-8f9d-02782e19c51b\" data-image-id=\"66d971ca-18ac-440a-8f9d-02782e19c51b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/cbd6f84d-a9c7-4bcf-81b9-09ea71bfdf3d/Gusset%20plate.png\" data-asset-id=\"66d971ca-18ac-440a-8f9d-02782e19c51b\" data-image-id=\"66d971ca-18ac-440a-8f9d-02782e19c51b\" alt=\"\"></figure>\n<p>Finally, edit the gusset plate shape. With the <strong>right mouse button</strong> click on plate GUSS1 in the 3D scene and choose <strong>Editor</strong>. Inside the plate editor, modify the gusset plate by the input of a <strong>Bevel</strong>.</p>\n<figure data-asset-id=\"cd17c873-48ea-4492-86de-8475b925dff0\" data-image-id=\"cd17c873-48ea-4492-86de-8475b925dff0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1e48713f-0b1d-4cd3-b6f5-0959f2f3c1d7/Plate%20editor.png\" data-asset-id=\"cd17c873-48ea-4492-86de-8475b925dff0\" data-image-id=\"cd17c873-48ea-4492-86de-8475b925dff0\" alt=\"\"></figure>\n<p>Check the final design of the joint.</p>\n<figure data-asset-id=\"f6db6310-14ef-4465-8538-0e5ad1f30ac4\" data-image-id=\"f6db6310-14ef-4465-8538-0e5ad1f30ac4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c405341a-d0b8-4904-b5a5-483cbcba9705/fimal%20model.png\" data-asset-id=\"f6db6310-14ef-4465-8538-0e5ad1f30ac4\" data-image-id=\"f6db6310-14ef-4465-8538-0e5ad1f30ac4\" alt=\"\"></figure>\n<h2>5 Calculation and Check</h2>\n<p>You can start the analysis by clicking <strong>Calculate</strong> in the ribbon. The analysis model is automatically generated, the calculation is performed, and you can see the Overall check displayed together with basic values of check results.</p>\n<figure data-asset-id=\"9e17d561-9158-4522-a6b3-2aca3333be58\" data-image-id=\"9e17d561-9158-4522-a6b3-2aca3333be58\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/44c27a47-0d85-428a-a2a3-a804e9a2fb33/Analysis%20check.png\" data-asset-id=\"9e17d561-9158-4522-a6b3-2aca3333be58\" data-image-id=\"9e17d561-9158-4522-a6b3-2aca3333be58\" alt=\"\"></figure>\n<p>Go to the display tab <strong>Check,</strong> and activate <a data-item-id=\"860ec761-ea54-58b4-b6d2-d42dc086669c\" href=\"\"><strong>Equivalent stress</strong></a><strong>, </strong><a data-item-id=\"2c07f751-2638-5e69-a888-4cb8307741b0\" href=\"\"><strong>Bolt forces</strong></a><strong>, </strong><a data-item-id=\"fcc089b1-0e09-54a4-ae44-a27fcdf9cdab\" href=\"\"><strong>Mesh</strong></a> and <a data-item-id=\"b50c7a03-8544-59ce-922d-dbb93967f7bc\" href=\"\"><strong>Deformed</strong></a> from the ribbon to get a full picture of what is happening in the joint.</p>\n<p>Values of bolt checks and forces together with check equations are displayed in the table <a data-item-id=\"2a640f70-d538-48bf-a941-2835e5d7370f\" href=\"\"><strong>Bolts</strong></a>, equally, there is a tab for welds, etc.</p>\n<figure data-asset-id=\"e1305cde-8ae9-428b-83e7-f70178a5f336\" data-image-id=\"e1305cde-8ae9-428b-83e7-f70178a5f336\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d8f2fd41-27f6-4840-8f4c-21083b74de67/Stress%20results.png\" data-asset-id=\"e1305cde-8ae9-428b-83e7-f70178a5f336\" data-image-id=\"e1305cde-8ae9-428b-83e7-f70178a5f336\" alt=\"\"></figure>\n<h2>6 Report</h2>\n<p>At last, go to the tab <strong>Report.</strong> IDEA StatiCa offers a fully customizable report to print out or save in an editable format.</p>\n<figure data-asset-id=\"596d02a6-19e0-414e-a8ac-c5b68e75d49f\" data-image-id=\"596d02a6-19e0-414e-a8ac-c5b68e75d49f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7ba7f479-2631-4bea-824e-f06506fb2881/Report.png\" data-asset-id=\"596d02a6-19e0-414e-a8ac-c5b68e75d49f\" data-image-id=\"596d02a6-19e0-414e-a8ac-c5b68e75d49f\" alt=\"\"></figure>\n<p>You have designed, optimized, and code-checked a General 3D joint according to AISC.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"connection_tutorial___general_3d_joint__aisc_\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"campus_cta\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n11e6b644_3b47_0166_24ee_6fcd860c2010\"></object>"
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                                                                                                    "value": "<p>Subcode: LRFD</p>\n<p>Type of connection: Anchorage</p>\n<p>Unit system:&nbsp;Metric</p>\n<p>Designed acc. to:&nbsp;ACI 318-14</p>\n<p>Investigated: Anchors in tension and shear close to an edge</p>\n<p>Plate material:&nbsp;A709, Gr. 50</p>\n<p>Bolts: M12 A325M</p>\n<p>Concrete grade: 4000 psi</p>\n<h2>Geometry</h2>\n<p>The anchor layout and base plate–column T-section is unrealistic but it serves as a verification of most features in anchor design. The offset of concrete block to the base plate is 200&nbsp;mm upwards and to the left, 300&nbsp;mm to the right and 0&nbsp;mm downwards. The height of concrete block is 600&nbsp;mm. Left and right anchors are 50&nbsp;mm and 100&nbsp;mm from the center of the column, respectively. This serves to achieve tensile and shear load eccentricity. All plates are designed to stay in elastic state.</p>\n<figure data-asset-id=\"5027912a-fc67-4fc6-912c-0d88c5d72d7d\" data-image-id=\"5027912a-fc67-4fc6-912c-0d88c5d72d7d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/463b4317-6fb1-4f67-ab4f-e5061cd590d6/geometry1.png\" data-asset-id=\"5027912a-fc67-4fc6-912c-0d88c5d72d7d\" data-image-id=\"5027912a-fc67-4fc6-912c-0d88c5d72d7d\" alt=\"\"></figure>\n<figure data-asset-id=\"e485e5da-9b4c-47dd-9e6d-67948cd6adc5\" data-image-id=\"e485e5da-9b4c-47dd-9e6d-67948cd6adc5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/214b4ddc-9b9c-4186-8cd7-addce07ec311/geometry2.png\" data-asset-id=\"e485e5da-9b4c-47dd-9e6d-67948cd6adc5\" data-image-id=\"e485e5da-9b4c-47dd-9e6d-67948cd6adc5\" alt=\"\"></figure>\n<h2>Applied load</h2>\n<p>The column is loaded by tensile force 10&nbsp;kN and shear forces in <em>y</em> and <em>z</em> direction, –5 kN and 2&nbsp;kN. Both tensile and shear forces are acting on an eccentricity due to the position of the anchors.</p>\n<h2>Procedure</h2>\n<p>The anchors are designed according to ACI&nbsp;318-14 – Chapter 17. Cracked plain concrete is assumed in the design. All loads are considered as static. Anchors are M12 A325M, cast-in headed with circular washer plates with the diameter of 24&nbsp;mm. Shear forces are transferred via anchors. The strength of plates and welds is sufficient and is not checked here.</p>\n<p>Note: The conversion of imperial units to metric units of nonhomogenous formulas is in Appendix B of ACI&nbsp;318-14. The formulas give similar but not exactly the same results. To avoid different utilization for imperial and metric units, the imperial units are preferred and the coefficients in nonhomogenous formulas are slightly modified for metric units, e.g. in Equation 17.4.4.1, instead of coefficient 13, the more precise coefficient 13.2855 is used.</p>\n<h2>Manual calculation</h2>\n<p>The check of anchors is provided according to ACI&nbsp;318-14 – Chapter&nbsp;17. Steel strength in tension and shear and pullout strength is provided for individual anchors and concrete breakout strength in tension and shear, concrete side-face blowout strength, and concrete pryout strength is provided for group of anchors. It is assumed concrete is plain and in cracked condition.</p>\n<h3>Force distribution</h3>\n<p>The tensile force is transferred via 2 anchors, one is 50&nbsp;mm from force vector origin, the other is 100&nbsp;mm. It is presumed that the closer anchor transfers 2/3 of the tensile force and the farther 1/3, i.e. the closer anchor is loaded by tensile force <em>N</em><sub>f1</sub> = 6.67&nbsp;kN, the farther by <em>N</em><sub>f2</sub> = 3.33&nbsp;kN. The force eccentricity of the group of anchors is 25&nbsp;mm.</p>\n<p>The shear force in the direction to the closest edge is transferred via 2 anchors, one is 50&nbsp;mm from force vector origin, the other is 100&nbsp;mm. It is presumed that the closer anchor transfers 2/3 of the shear force and the farther 1/3, i.e. the closer anchor is loaded by shear force <em>V</em><sub>fx1</sub> = 3.33&nbsp;kN, the farther by <em>V</em><sub>fx2</sub> = 1.67&nbsp;kN. The force eccentricity of the group of anchors is 25&nbsp;mm. The shear force in the direction parallel to the closest edge, 2&nbsp;kN, is distributed equally between both anchors. The vector sums of shear forces are <em>V</em><sub>f1</sub> = 3.48&nbsp;kN, <em>V</em><sub>f2</sub> = 1.94&nbsp;kN, and for a group of anchors <em>V</em><sub>f</sub> = 5.39&nbsp;kN.</p>\n<h3>Steel strength of anchor in tension</h3>\n<p>Steel strength of anchor in tension is determined according to ACI 318-14 – 17.4.1 as</p>\n<p><em>ϕN</em><sub>sa</sub> = <em>ϕ A</em><sub>se,N</sub><em>f</em><sub>uta</sub>&nbsp;= 0.7 ⋅ 84 ⋅ 827.4 = 48.7 kN ≥ <em>N</em><sub>f1</sub> = 6.67&nbsp;kN</p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em> = 0.7 – strength reduction factor for anchors in tension according to ACI 318-14 – 17.3.3</li>\n  <li><em>A</em><sub>se,N</sub> = 84 mm<sup>2</sup> – tensile stress area</li>\n  <li><em>f</em><sub>uta</sub> = 827.4 MPa – specified tensile strength of anchor steel and shall not be greater than 1.9 <em>f</em><sub>ya</sub> and 120&nbsp;ksi</li>\n</ul>\n<p>Utilization: <em>N</em><sub>f1</sub> / <em>ϕN</em><sub>sa</sub> = 6.67 / 48.7 = 13.7&nbsp;%</p>\n<h3>Concrete breakout strength in tension</h3>\n<p>Concrete breakout strength is designed according to the Concrete Capacity Design (CCD) in ACI 318-14 – Chapter 17.4.2. The anchors are treated as a group because they are close to each other, the spacing <em>s</em> = 150&nbsp;mm ≤ 3 ⋅ <em>h</em><sub>ef</sub> = 3 ⋅ 100 = 300&nbsp;mm.</p>\n<p>\\[ \\phi N_{cbg} = \\phi \\frac{A_{Nc}}{A_{Nco}} \\psi_{ec,N} \\psi_{ed,N} \\psi_{c,N} \\psi_{cp,N} N_b \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em> = 0.7 – strength reduction factor for anchors in tension according to ACI 318-14 – 17.3.3</li>\n  <li><em>A</em><sub>Nc</sub> = (50 + 150 + 12) ⋅ (150 + 12 + 150 + 12 + 150) = 100&nbsp;488&nbsp;mm<sup>2</sup> – actual concrete breakout cone area for a group of anchors that create common concrete cone. According to Cl. 17.4.2.8, the projected area of the failure surface by projecting the failure surface outward from the effective perimeter of the washer plate.</li>\n  <li><em>A</em><sub>Nco</sub> = 9 <em>h</em><sub>ef</sub><sup>2</sup> = 9 ⋅ 100<sup>2</sup> = 90&nbsp;000&nbsp;mm<sup>2</sup> – concrete breakout cone area for single anchor not influenced by edges</li>\n  <li>\\( \\psi_{ec,N} = \\frac{1}{1+\\frac{2 e'_N}{3 h_{ef}}} = \\frac{1}{1+\\frac{2 \\cdot 25}{3 \\cdot 100}}=0.857 \\) – modification factor for anchor groups loaded eccentrically in tension</li>\n  <li>\\( \\psi_{ed,N} = \\min \\left ( 0.7 + \\frac{0.3 c_{a,min}}{1.5 h_{ef}}, 1 \\right ) = \\min \\left ( 0.7 + \\frac{0.3 \\cdot 50}{1.5 \\cdot 100}, 1 \\right ) = 0.8 \\) – modification factor for edge distance</li>\n  <li><em>c</em><sub>a,min</sub> = 50&nbsp;mm– smallest distance from the anchor to the edge</li>\n  <li><em>Ψ</em><sub>c,N</sub> =&nbsp;1 – modification factor for concrete conditions</li>\n  <li><em>Ψ</em><sub>cp,N</sub> = 1 for cast-in anchor</li>\n  <li>\\( N_b = k_c \\lambda_a \\sqrt{f'_c} h_{ef}^{1.5} = 10 \\cdot 1 \\cdot &nbsp;\\sqrt{27.6} \\cdot 100^{1.5} = 52.7 \\,\\textrm{kN} \\)– basic concrete breakout strength of a single anchor in tension in cracked concrete; <em>h</em><sub>ef</sub> ≤ 280&nbsp;mm (11&nbsp;in)</li>\n  <li><em>k</em><sub>c</sub> = 10 for cast-in anchors and metric units</li>\n  <li><em>h</em><sub>ef</sub> = 100&nbsp;mm – depth of embedment; according to Chapter 17.4.2.3 in ACI 318-14, the effective embedment depth <em>h</em><sub>ef</sub> is reduced to \\( h_{ef} = \\max \\left ( \\frac{c_{a,max}}{1.5}, \\frac{s}{3} \\right ) \\)</li>\n  <li>if anchors are located less than 1.5 <em>h</em><sub>ef</sub> from three or more edges</li>\n  <li><em>s</em> = 150&nbsp;mm – spacing between anchors</li>\n  <li><em>c</em><sub>a,max</sub> = 350&nbsp;mm – maximum distance from an anchor to one of the three close edges</li>\n  <li><em>λ</em><sub>a</sub> = 1 – modification factor for lightweight concrete</li>\n  <li><em>f'</em><sub>c</sub> = 27.6&nbsp;MPa – concrete compressive strength</li>\n</ul>\n<p>\\[ \\phi N_{cbg} = 0.7 \\cdot \\frac{100488}{90000} \\cdot 0.857 \\cdot 0.8 \\cdot 1 \\cdot 1 \\cdot 52.7 = 28.3 \\,\\textrm{kN} \\ge N_f = 10\\,\\textrm{kN} \\]</p>\n<p>Utilization: <em>N</em><sub>f</sub> / <em>ϕN</em><sub>cbg</sub> = 10 / 28.3 = 35.4&nbsp;%</p>\n<h3>Pullout strength in tension</h3>\n<p>Concrete pullout strength of an anchor is defined in ACI 318-14 – 17.4.3 as</p>\n<p><em>ϕN</em><sub>pn</sub> = <em>ϕΨ</em><sub>c,P</sub><em>N</em><sub>p</sub> = 0.7 ⋅ 1 ⋅ 74.9 = 52.4&nbsp;kN ≥ <em>N</em><sub>f1</sub> = 6.67&nbsp;kN</p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em> = 0.7 – strength reduction factor for anchors in tension according to ACI 318-14 – 17.3.3</li>\n  <li><em>Ψ</em><sub>c,P</sub> = 1 – modification factor for concrete condition, <em>Ψ</em><sub>c,P</sub> = 1.0 for cracked concrete</li>\n  <li><em>N</em><sub>P</sub> = 8 <em>A</em><sub>brg</sub><em>f'</em><sub>c</sub> = 8 ⋅ 339.3 ⋅ 27.6 = 74.9&nbsp;kN – for headed anchor – Cl. 17.4.3.4</li>\n  <li><em>A</em><sub>brg</sub> = π ⋅ (<em>d</em><sub>wp</sub><sup>2</sup> – <em>d</em><sub>a</sub><sup>2</sup>) / 4 = π ⋅ (24<sup>2</sup> – 12<sup>2</sup>) / 4 = 339.3&nbsp;mm<sup>2</sup>– bearing area of the head of anchor bolt</li>\n  <li><em>f'</em><sub>c</sub> = 27.6&nbsp;MPa – concrete compressive strength</li>\n</ul>\n<p>Utilization: <em>N</em><sub>f1</sub> / <em>ϕN</em><sub>pn</sub> = 6.67 / 52.4 = 12.7&nbsp;%</p>\n<h3>Concrete side-face blowout strength</h3>\n<p>Concrete side-face blowout strength of headed anchor in tension is defined in ACI 318-14 – 17.4.4 as</p>\n<p>\\[ \\phi N_{sb} = \\phi 13 c_{a1} \\sqrt{A_{brg}} \\sqrt{f'_c} \\]</p>\n<p>The concrete side-face blowout strength is multiplied by reduction factor for multiple headed anchors close to an edge and close to each other according to Cl. 17.4.4.2:</p>\n<p>\\[ 1+\\frac{s}{6 c_{a1}} = 1+\\frac{150}{6 \\cdot 50} = 1.5 \\le 2 \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em> = 0.7 – strength reduction factor for anchors in tension according to ACI 318-14 – 17.3.3</li>\n  <li><em>c</em><sub>a1</sub> = 50&nbsp;mm – shorter distance from the centreline of an anchor to an edge</li>\n  <li><em>c</em><sub>a2</sub> = 350&nbsp;mm – longer distance, perpendicular to <em>c</em><sub>a1</sub>, from the centreline of an anchor to an edge</li>\n  <li><em>A</em><sub>brg</sub> = 339.3&nbsp;mm<sup>2</sup> – bearing area of the head of anchor bolt</li>\n  <li><em>f'</em><sub>c</sub> = 27.6&nbsp;MPa – concrete compressive strength</li>\n  <li><em>h</em><sub>ef</sub> = 100&nbsp;mm – depth of embedment</li>\n  <li><em>s</em> = 150&nbsp;mm – spacing between anchors</li>\n</ul>\n<p>\\[ \\phi N_{sbg} = 1.5 \\cdot \\phi 13 c_{a1} \\sqrt{A_{brg}} \\sqrt{f'_c} = 1.5 \\cdot 0.7 \\cdot 13 \\cdot 50 \\cdot \\sqrt{339.3} \\cdot \\sqrt{27.6} = 67.4\\,\\textrm{kN} \\ge N_{f} = 10\\,\\textrm{kN} \\]</p>\n<p>Utilization: <em>N</em><sub>f</sub> / <em>ϕN</em><sub>cbg</sub> = 10 / 67.4 = 26.7&nbsp;%</p>\n<h3>Steel strength in shear</h3>\n<p>The steel strength in shear is determined according to ACI 318-14 – 17.5.1 as</p>\n<p><em>ϕV</em><sub>sa</sub> = <em>ϕ</em> 0.6 <em>A</em><sub>se,V</sub><em>f</em><sub>uta</sub> = 0.65 ⋅ 0.6 ⋅ 84 ⋅ 827.4 = 27.1&nbsp;kN ≥ <em>V</em><sub>f1</sub> = 3.48&nbsp;kN</p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em> = 0.65 – strength reduction factor for anchors in tension according to ACI 318-14 – 17.3.3</li>\n  <li><em>A</em><sub>se,V</sub> = 84&nbsp;mm<sup>2</sup> – tensile stress area</li>\n  <li><em>f</em><sub>uta</sub> = 827.4&nbsp;MPa – specified tensile strength of anchor steel and shall not be greater than 1.9 <em>f</em><sub>ya</sub> and 120 ksi</li>\n</ul>\n<p>Utilization: <em>V</em><sub>f1</sub> / <em>ϕV</em><sub>sa</sub> = 3.48 / 27.1 = 12.7&nbsp;%</p>\n<h3>Concrete breakout strength in shear</h3>\n<p>Concrete breakout strength of an anchor group in shear is designed according to ACI 318 14 – 17.5.2.</p>\n<p>\\[ \\phi V_{cbg} = \\phi \\frac{A_V}{A_{Vo}} \\psi_{ec,V} \\psi_{ed,V} \\psi_{c,V} \\psi_{h,V} \\psi_{\\alpha,V} V_b \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em> = 0.65 – strength reduction factor for anchors in shear according to ACI 318-14 – 17.3.3</li>\n  <li><em>A</em><sub>v</sub> = (50 ⋅ 1.5) ⋅ (50 ⋅ 1.5 + 150 + 50 ⋅ 1.5) = 22&nbsp;500&nbsp;mm<sup>2</sup> – projected concrete failure area of an anchor or group of anchors</li>\n  <li><em>A</em><sub>vo</sub> = 4.5 <em>c</em><sub>a1</sub><sup>2</sup> = 4.5 ⋅ 50<sup>2</sup> = 11&nbsp;250&nbsp;mm<sup>2</sup> – projected concrete failure area of one anchor when not limited by corner influences, spacing or member thickness</li>\n  <li>\\( \\psi_{ec,V} = \\frac{1}{1+\\frac{2 e'_V}{3 c_{a1}}}= \\frac{1}{1+\\frac{2 \\cdot 25}{3 \\cdot 50}}=0.75 \\) – modification factor for anchor groups loaded eccentrically in shear</li>\n  <li>\\( \\psi_{ed,V} = 0.7 + 0.3 \\frac{c_{a2}}{1.5 c_{a1}} = 0.7 + 0.3 \\frac{350}{1.5 \\cdot 50} = 2.1\\le 1.0 \\) – modification factor for edge effect</li>\n  <li><em>Ψ</em><sub>c,V</sub> = 1 – modification factor for concrete condition; <em>Ψ</em><sub>c,V</sub> = 1.0 for cracked concrete</li>\n  <li>\\( $\\psi_{h,V} = \\sqrt{\\frac{1.5 c_{a1}}{h_a}} = \\sqrt{\\frac{1.5 \\cdot 50}{600}} = 0.354 \\ge 1 \\)– modification factor for anchors located in a concrete member where <em>h</em><sub>a</sub>&nbsp;&lt;&nbsp;1.5&nbsp;<em>c</em><sub>a1</sub></li>\n  <li>\\( \\psi_{\\alpha ,V} = \\sqrt{\\frac{1}{(\\cos \\alpha_V )^2 + (0.5 \\sin \\alpha_V)^2}}=\\sqrt{\\frac{1}{(\\cos 21.8^\\circ )^2 + (0.5 \\sin 21.8^\\circ)^2}} = 1.056 \\)– modification factor for anchors loaded at an angle 90° − <em>α</em><sub>V</sub> with the concrete edge; in ACI 318-14 – 17.5.2.1 are only discrete values, equation is taken from FIB bulletin 58 – Design of anchorages in concrete (2011)</li>\n  <li><em>h</em><sub>a</sub> = 600&nbsp;mm – height of a failure surface on the concrete side</li>\n</ul>\n<p>\\[ V_b = \\min \\left ( 0.6 \\left ( \\frac{l_e}{d_a} \\right )^{0.2} \\lambda_a \\sqrt{d_a} \\sqrt{f'_c} c_{a1}^{1.5}, 3.7 \\lambda_a \\sqrt{d_a} \\sqrt{f'_c} c_{a1}^{1.5} \\right ) \\]</p>\n<p>\\[ V_b = \\min \\left ( 0.6 \\left ( \\frac{96}{12} \\right )^{0.2} \\cdot 1.0 \\cdot \\sqrt{12} \\cdot \\sqrt{27.6} \\cdot 50^{1.5} = 5.666 \\, \\textrm{kN}, 3.7 \\cdot 1.0 \\cdot \\sqrt{12} \\cdot \\sqrt{27.6} \\cdot 50^{1.5} = 6.993 \\, \\textrm{kN} \\right ) = 5.666 \\, \\textrm{kN} \\]</p>\n<ul>\n  <li><em>l</em><sub>e</sub> = <em>h</em><sub>ef</sub> = 100&nbsp;mm ≤ 8 <em>d</em><sub>a</sub> = 8 ⋅ 12 = 96&nbsp;mm – load-bearing length of the anchor in shear</li>\n  <li><em>d</em><sub>a</sub> = 12&nbsp;mm – anchor diameter</li>\n  <li><em>f'</em><sub>c</sub> = 27.6&nbsp;MPa – concrete compressive strength</li>\n  <li><em>c</em><sub>a1</sub> = 50&nbsp;mm – edge distance in the direction of load, <em>c</em><sub>a2</sub> ≥ 1.5 <em>c</em><sub>a1</sub> and <em>h</em><sub>a</sub> ≥ 1.5 <em>c</em><sub>a1</sub></li>\n  <li><em>c</em><sub>a2</sub> =&nbsp;350&nbsp;mm – edge distance in the direction perpendicular to load</li>\n</ul>\n<p>\\[ \\phi V_{cbg} = 0.65 \\cdot \\frac{22500}{11250} \\cdot 0.75 \\cdot &nbsp;1.0 \\cdot 1.0 \\cdot 1.0 \\cdot 1.056 \\cdot 5.666 = 5.835 \\, \\textrm{kN} \\ge V_f = 5.39 \\, \\textrm{kN} \\]</p>\n<p>Utilization: <em>V</em><sub>f</sub> / <em>ϕV</em><sub>cbg</sub> = 5.39 / 5.835 = 92.3&nbsp;%</p>\n<h3>Concrete pryout strength of anchor in shear</h3>\n<p>Concrete pryout strength is designed according to ACI 318-14 – 17.5.3. It is assumed that all anchors are in tension and no eccentricity is present for concrete breakout strength.</p>\n<p><em>ϕV</em><sub>cp</sub> = <em>ϕk</em><sub>cp</sub><em>N</em><sub>cp</sub> = 0.65 ⋅ 2 ⋅ 47.1 = 61.2&nbsp;kN ≥ <em>V</em><sub>f</sub> = 5.39&nbsp;kN</p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em> = 0.65 – strength reduction factor for anchors in shear according to ACI 318-14 – 17.3.3</li>\n  <li><em>k</em><sub>cp</sub> = 2.0 for <em>h</em><sub>ef</sub> ≥ 50 mm</li>\n  <li><em>N</em><sub>cp</sub> = <em>N</em><sub>cb</sub> = 47.1&nbsp;kN (concrete breakout strength – all anchors are assumed in tension) in case of cast-in anchors</li>\n</ul>\n<p>Utilization: <em>V</em><sub>f</sub> / <em>ϕV</em><sub>cp</sub> = 5.39 / 61.2 = 5.7&nbsp;%</p>\n<h3>Interaction of tensile and shear forces</h3>\n<p>Interaction of tensile and shear forces is assessed according to ACI 318-14 – R17.6.</p>\n<p>\\[ \\left ( \\frac{N_{ua}}{N_n} \\right )^{\\zeta} + \\left ( \\frac{V_{ua}}{V_n} \\right )^{\\zeta} = \\left ( 0.354 \\right )^{5/3} + \\left ( 0.923 \\right )^{5/3}= 1.062 \\le 1.0 \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>N</em><sub>ua</sub> and <em>V</em><sub>ua</sub> – design forces acting on an anchor</li>\n  <li><em>N</em><sub>n</sub> and <em>V</em><sub>n</sub> – the lowest design strengths determined from all appropriate failure modes</li>\n  <li><em>ς</em> = 5 / 3</li>\n</ul>\n<p>The strength of anchorage is not sufficient to transfer combined tensile and shear forces.</p>\n<h2>Check in IDEA&nbsp;StatiCa Connection</h2>\n<figure data-asset-id=\"ef7a867d-f6c5-4ff7-9b99-6ecc03ef663f\" data-image-id=\"ef7a867d-f6c5-4ff7-9b99-6ecc03ef663f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/25516233-71bf-465a-a1c4-25ef46b860a2/plates.png\" data-asset-id=\"ef7a867d-f6c5-4ff7-9b99-6ecc03ef663f\" data-image-id=\"ef7a867d-f6c5-4ff7-9b99-6ecc03ef663f\" alt=\"\"></figure>\n<figure data-asset-id=\"c3d781f4-5144-41c8-ae3d-02bd36c90da2\" data-image-id=\"c3d781f4-5144-41c8-ae3d-02bd36c90da2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b4922562-5f55-4eb4-8afb-dc3c2559c2eb/stress_in_concrete.png\" data-asset-id=\"c3d781f4-5144-41c8-ae3d-02bd36c90da2\" data-image-id=\"c3d781f4-5144-41c8-ae3d-02bd36c90da2\" alt=\"\"></figure>\n<figure data-asset-id=\"07b9e259-844d-482b-ad18-357f33068816\" data-image-id=\"07b9e259-844d-482b-ad18-357f33068816\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4d94df16-32a1-49fa-8240-a19bc6b817cd/anchors.png\" data-asset-id=\"07b9e259-844d-482b-ad18-357f33068816\" data-image-id=\"07b9e259-844d-482b-ad18-357f33068816\" alt=\"\"></figure>\n<p>In addition, the results of welds and concrete block in compression are shown. Loading of these components is negligible and therefore also utilization.</p>\n<figure data-asset-id=\"c65e36c7-1b66-49ed-be6a-1a5609b2d7e5\" data-image-id=\"c65e36c7-1b66-49ed-be6a-1a5609b2d7e5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1dc134bb-4b4d-41f1-9437-afe380dc7e08/welds.png\" data-asset-id=\"c65e36c7-1b66-49ed-be6a-1a5609b2d7e5\" data-image-id=\"c65e36c7-1b66-49ed-be6a-1a5609b2d7e5\" alt=\"\"></figure>\n<figure data-asset-id=\"f7e71c8b-bac4-45e2-b533-267290312b7c\" data-image-id=\"f7e71c8b-bac4-45e2-b533-267290312b7c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a34f3862-6baf-4c8d-b9f7-e3b870d065db/concrete.png\" data-asset-id=\"f7e71c8b-bac4-45e2-b533-267290312b7c\" data-image-id=\"f7e71c8b-bac4-45e2-b533-267290312b7c\" alt=\"\"></figure>\n<h2>Comparison</h2>\n<p>The force distribution in IDEA&nbsp;StatiCa Connection is slightly different than in manual assessment. The column and base plate are deformed and the base plate is in contact with concrete block. The bearing stress increases the forces in anchors. Thus, factors taking into account force eccentricity are slightly different. Concrete side-face blowout strength is in IDEA&nbsp;StatiCa Connection checked for each anchor separately but in manual calculation, it can be checked as a group to achieve slightly higher resistance. Due to these reasons, some individual load resistances are slightly different but only by a few percents. The final utilization – interaction of tensile and shear forces – is nearly identical, 106.2&nbsp;% in manual assessment and 107.7&nbsp;% in IDEA&nbsp;StatiCa.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"ef52a2f3_594f_0117_d9f7_0fd515c08564\"></object>"
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                                                                                    "value": "<p>Subcode: LRFD</p>\n<p>Type of connection: Bolted splice connection</p>\n<p>Unit system:&nbsp;Metric</p>\n<p>Designed acc. to:&nbsp;AISC&nbsp;360-16</p>\n<p>Investigated: Bolts in shear and bearing</p>\n<p>Plate material:&nbsp;A709, Gr. 50</p>\n<p>Bolts: 5/8'' A307</p>\n<h2>Geometry</h2>\n<figure data-asset-id=\"c00e0d91-89ea-4d30-b0b4-442e95460260\" data-image-id=\"c00e0d91-89ea-4d30-b0b4-442e95460260\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0c561067-5f43-43de-8e2a-73c48cf726ef/geometry.PNG\" data-asset-id=\"c00e0d91-89ea-4d30-b0b4-442e95460260\" data-image-id=\"c00e0d91-89ea-4d30-b0b4-442e95460260\" alt=\"\"></figure>\n<figure data-asset-id=\"db035cf2-08ba-44b3-9bb1-432475857b50\" data-image-id=\"db035cf2-08ba-44b3-9bb1-432475857b50\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/07975cee-2a0b-4198-a49b-dd248adaaf49/geometry2.PNG\" data-asset-id=\"db035cf2-08ba-44b3-9bb1-432475857b50\" data-image-id=\"db035cf2-08ba-44b3-9bb1-432475857b50\" alt=\"\"></figure>\n<h2>Applied load</h2>\n<p>Bolted splice connection is loaded by tension for the bolts in shear to be utilized at 100&nbsp;%.</p>\n<h2>Procedure</h2>\n<p>Concentrically loaded splice bolted connection is designed so that bolts fail in shear (AISC&nbsp;360-16 – J3.6). Bolt strength in bearing (AISC&nbsp;360-16 – J3.10) and strength of plates in tension (AISC&nbsp;360-16 – J4.1) are also checked. The bolt threads are intercepted by the shear plane.</p>\n<h2>Manual calculation</h2>\n<h3>Bolt strength</h3>\n<figure data-asset-id=\"a02943eb-f588-437c-9d92-9b867c8019b5\" data-image-id=\"a02943eb-f588-437c-9d92-9b867c8019b5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b263f217-89c6-4f63-9a34-422844ce9180/manual.PNG\" data-asset-id=\"a02943eb-f588-437c-9d92-9b867c8019b5\" data-image-id=\"a02943eb-f588-437c-9d92-9b867c8019b5\" alt=\"\"></figure>\n<p>The resistance of one shear plane of one bolt in shear is 27.6&nbsp;kN. Each bolt has two shear planes and there are 9 bolts at each half of the splice. The resistance is therefore 2 ∙ 9&nbsp;∙&nbsp;27.6 = 496.7&nbsp;kN.</p>\n<p>The bearing strength and tearout strength resist the force acting on both shear planes, i.e. 2&nbsp;∙&nbsp;27.6&nbsp;= 55.2&nbsp;kN. The smallest strength is the tearout strength of bolts near the edge of connected plates with the thickness of 10&nbsp;mm, 121&nbsp;kN. Other bolts have bearing strength of 128.1&nbsp;kN and the decisive is the plate with the thickness of 10&nbsp;mm. The sum of thicknesses of splices resisting in bearing is 12&nbsp;mm.</p>\n<h3>Strength of plates in tension</h3>\n<p>\\[ \\phi R_n = \\phi F_y A_g = 0.9 \\cdot 344.7 \\cdot 2000 = 620.46 \\, \\textrm{kN} \\]</p>\n<p>\\[ \\phi R_n = \\phi F_u A_e = 0.75 \\cdot 448.2 \\cdot 1476 = 496.16\\,\\textrm{kN} \\]</p>\n<h2>Check in IDEA&nbsp;StatiCa Connection</h2>\n<figure data-asset-id=\"3be83f48-dc04-4854-a2d5-aecba021b1de\" data-image-id=\"3be83f48-dc04-4854-a2d5-aecba021b1de\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9348ac4a-6928-4925-9142-893fdace8831/plates.png\" data-asset-id=\"3be83f48-dc04-4854-a2d5-aecba021b1de\" data-image-id=\"3be83f48-dc04-4854-a2d5-aecba021b1de\" alt=\"\"></figure>\n<figure data-asset-id=\"50880c63-7b38-4f16-82e8-d3d85810b706\" data-image-id=\"50880c63-7b38-4f16-82e8-d3d85810b706\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ccccbb8b-8bed-4022-b3db-78a7650e27cc/vonmises.png\" data-asset-id=\"50880c63-7b38-4f16-82e8-d3d85810b706\" data-image-id=\"50880c63-7b38-4f16-82e8-d3d85810b706\" alt=\"\"></figure>\n<figure data-asset-id=\"bcbd8abe-7f1b-4496-9834-ee0025e10de5\" data-image-id=\"bcbd8abe-7f1b-4496-9834-ee0025e10de5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/fd5c2b22-dbdc-48d8-b8db-6c59668d6305/plastic_strain.png\" data-asset-id=\"bcbd8abe-7f1b-4496-9834-ee0025e10de5\" data-image-id=\"bcbd8abe-7f1b-4496-9834-ee0025e10de5\" alt=\"\"></figure>\n<figure data-asset-id=\"385650e6-b3eb-4d8f-a6a6-dd5e12ecf254\" data-image-id=\"385650e6-b3eb-4d8f-a6a6-dd5e12ecf254\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/04e35977-0221-4ba2-8371-fb3fdd06e66f/bolts.png\" data-asset-id=\"385650e6-b3eb-4d8f-a6a6-dd5e12ecf254\" data-image-id=\"385650e6-b3eb-4d8f-a6a6-dd5e12ecf254\" alt=\"\"></figure>\n<p>There are some tensile forces in bolts due to plate deformation. Bolts are utilized at 99.9&nbsp;% and plates are yielding. From the plastic strain at the connected plate, it can be seen that the reserve is not very high.</p>\n<h2>Comparison</h2>\n<p>The tensile forces in bolts are neglected in manual calculation but they do not affect the shear strength of bolts by much. The load resistance in IDEA&nbsp;StatiCa Connection is 494&nbsp;kN while in manual calculation, it is 496&nbsp;kN. In IDEA&nbsp;StatiCa Connection, bolts are decisive and the plates are yielding. In manual calculation, the bolts and plate tensile rupture have the same load resistance. The difference between results provided by software and manual calculation is only 0.4&nbsp;%.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"b854cfbd_36a1_014e_7dab_1787bca269c6\"></object>"
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                                                                            "value": "<p>Sub-code: ASD</p>\n<p>Type of connection: simple welded connections</p>\n<p>Unit system: Metric</p>\n<p>Designed acc. to: AISC 360-16</p>\n<p>Investigated: Welds</p>\n<p>Plate Materials: Plate and column – ASTM A572 – Gr. 50</p>\n<p>Welds: Leg size = 3 mm, electrode E70XX</p>\n<h2>Geometry:</h2>\n<figure data-asset-id=\"a295b48d-fd87-4f91-892e-6f07240fdc20\" data-image-id=\"a295b48d-fd87-4f91-892e-6f07240fdc20\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/384efee4-7fe0-41e1-bdd0-d34084b2252b/AISC_ASD_weld1.png\" data-asset-id=\"a295b48d-fd87-4f91-892e-6f07240fdc20\" data-image-id=\"a295b48d-fd87-4f91-892e-6f07240fdc20\" alt=\"\"></figure>\n<h2>Applied forces:</h2>\n<p>Simple welded connections are loaded by tension, compression, bending moment or shear to be utilized at 100 %.</p>\n<h2>Procedure:</h2>\n<p>Simple welded connections of a plate to a beam are designed so that welds will fail first. The plate is loaded by only one component at a time – tension, compression, bending or shear. The joint is loaded for weld to be utilized at 100 % and the load is compared to the weld resistance according to AISC 360-16.</p>\n<h2>Manual calculation</h2>\n<p>In the case of bending both elastic and plastic stress distribution was calculated. Usually, more conservative elastic stress distribution is assumed although tensile strength of welds is used in formulas.</p>\n<figure data-asset-id=\"ec6e99cc-4716-48c3-8f7e-e6e0141fc6dc\" data-image-id=\"ec6e99cc-4716-48c3-8f7e-e6e0141fc6dc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1782b113-0f07-47af-b9f7-d1c903f6c458/AISC_ASD_weld2_603x245.png\" data-asset-id=\"ec6e99cc-4716-48c3-8f7e-e6e0141fc6dc\" data-image-id=\"ec6e99cc-4716-48c3-8f7e-e6e0141fc6dc\" alt=\"\"></figure>\n<table><tbody>\n  <tr><td>a) elastic stress distribution</td><td><em>b) plastic stress distribution</em></td></tr>\n</tbody></table>\n<p>Base metal strength does not have to be evaluated in case of use of matching electrodes but it is shown here for verification.</p>\n<p>Manual check is performed according to AISC&nbsp;360-16 – J.2.4.</p>\n<figure data-asset-id=\"a3a5f89c-104c-4dc7-b1f9-8197a80294b1\" data-image-id=\"a3a5f89c-104c-4dc7-b1f9-8197a80294b1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d61d4214-c0b5-40e3-b603-0d239c9d02b5/AISC_ASD_weld3_645x360.png\" data-asset-id=\"a3a5f89c-104c-4dc7-b1f9-8197a80294b1\" data-image-id=\"a3a5f89c-104c-4dc7-b1f9-8197a80294b1\" alt=\"\"></figure>\n<h2>Comparison</h2>\n<h3>Weld strength without base metal check</h3>\n<figure data-asset-id=\"7623e24d-adf2-4050-b97b-8ca6afd5b86d\" data-image-id=\"7623e24d-adf2-4050-b97b-8ca6afd5b86d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/af4f92e3-1b73-4e60-baf9-f99c010cec63/AISC_ASD_weld4_663x180.png\" data-asset-id=\"7623e24d-adf2-4050-b97b-8ca6afd5b86d\" data-image-id=\"7623e24d-adf2-4050-b97b-8ca6afd5b86d\" alt=\"\"></figure>\n<h3>Weld strength with base metal check</h3>\n<figure data-asset-id=\"4d2dea4a-0c0e-4b82-8dfc-d00f2c1be7a6\" data-image-id=\"4d2dea4a-0c0e-4b82-8dfc-d00f2c1be7a6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/26a9a52e-4b22-467a-8f92-53edfc202407/AISC_ASD_weld5_669x180.png\" data-asset-id=\"4d2dea4a-0c0e-4b82-8dfc-d00f2c1be7a6\" data-image-id=\"4d2dea4a-0c0e-4b82-8dfc-d00f2c1be7a6\" alt=\"\"></figure>\n<p>The results of both IDEA StatiCa Connection design and computation according to AISC Design examples gives nearly identical values in case of simple welds both with and without base metal check. IDEA provides slightly conservative results (at 98&nbsp;%) for tension, compression and shear loading. Weld subjected to bending shows a behavior between elastic and plastic stress distribution, being closer to the plastic distribution.</p>"
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                                                                    "value": "<p>This verification example was prepared by <a href=\"https://cee.utk.edu/people/mark-denavit/\">Mark D. Denavit</a> and Kayla Truman-Jarrell in a joint project of <a href=\"https://www.utk.edu/\">The University of Tennessee</a> and IDEA StatiCa.</p>\n<p><br></p>\n<h2>1 Description</h2>\n<p>A comparison between results from the <a data-item-id=\"6e068636-6a02-5d0e-89ad-6dcff4e21151\" href=\"\">component-based finite element method (CBFEM</a>) and traditional calculation methods used in US practice for single plate shear connections is presented in this section. A schematic of the connection investigated is presented in Fig. 1.</p>\n<figure data-asset-id=\"b26e9a77-64d5-4619-b1ba-df3540db2640\" data-image-id=\"b26e9a77-64d5-4619-b1ba-df3540db2640\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/491ffa02-1aa1-42cc-8a76-3d607fae0e1c/Single%20plate%20shear1.png\" data-asset-id=\"b26e9a77-64d5-4619-b1ba-df3540db2640\" data-image-id=\"b26e9a77-64d5-4619-b1ba-df3540db2640\" alt=\"\"></figure>\n<p><em>Fig. 1 Schematic of single plate shear connection.</em></p>\n<p>The traditional calculation methods used in this work are based upon the recommendations presented in Part 10 of the AISC <em>Manual</em> (2017). Two approaches for the design of single plate shear connections are presented in Part 10 of the AISC <em>Manual</em>. The first, for “conventional” configurations, offers some simplifications if certain dimensional limitations are met. The second, for “extended” configurations, is more broadly applicable but without the simplifications permitted for the design of conventional configurations. Specifically, conventional configurations must have a single vertical row of between 2 and 12 bolts, the distance between the bolt line and the weld line, <em>a</em>, must be equal to or less than 3.5 in., bolts must be in standard holes or short-slotted holes transverse to the member reaction, the vertical edge distance, <em>l</em><em><sub>ev</sub></em>, must satisfy the minimum edge distance requirements of Table J3.4 of the AISC <em>Specification</em> (2016), the horizontal edge distance, <em>l</em><em><sub>eh</sub></em>, must be greater than or equal to 2<em>d</em>, where <em>d</em> is the bolt diameter, and either the thickness of the plate, <em>t</em><em><sub>p</sub></em>, or the thickness of the beam web, <em>t</em><em><sub>w</sub></em>, must satisfy maximum thickness requirements.</p>\n<p>The primary simplification to design for connections that meet these requirements is that bolt group strength may be evaluated as follows: bolt shear strength checked using the eccentricity listed in Table 10-9 of the AISC <em>Manual</em> (2017) and bearing and tearout checked assuming the reaction is applied concentrically. This simplification avoids the need to consider tearout in an eccentrically loaded bolt group. For extended configuration calculations, where tearout is considered when determining the strength of the eccentrically loaded bolt group, two different methods are employed. The first method is a commonly used conservative approximation known as the “poison bolt” method. In this method, the strength of the eccentrically loaded bolt group is obtained by identifying the smallest possible strength for any of the bolts for any direction of force then utilizing that value of strength in conjunction with a value of <em>C</em> from the tables in Part 7 of the AISC <em>Manual</em> (2017). The values of <em>C</em> listed in the tables are computed from the instantaneous center of rotation (IC) method. The second method is to use the modified instantaneous center of rotation method developed by Denavit et al. (2021) in which tearout is considered explicitly within the iterative procedure for determining the strength of the bolt group.</p>\n<p>Beyond bolt group strength, shear yielding of the plate, shear rupture of the plate, block shear rupture of the plate, and weld shear are also checked for conventional configurations. Additional checks for extended configurations include those for flexural rupture, plate interaction strength, and plate buckling.</p>\n<p>All traditional calculations were performed in accordance with the provisions for load and resistance factor design (LRFD) in the AISC <em>Specification</em> (2016).</p>\n<p>The CBFEM results were obtained from IDEA StatiCa Version 21.0. An example model is shown in Fig. 2. The maximum permitted loads were determined iteratively by adjusting the applied load input to a value that the program deems safe but if increased by a small amount (e.g., 0.1 kip) the program would deem unsafe. In all models, the supported beam was assigned a “N-Vz-My” model type to ensure in-plane behavior. Unless noted otherwise, forces were defined such that the point of zero moment was located at the weld line, matching the assumption of the design methods presented in Part 10 of the AISC <em>Manual</em> (2017).</p>\n<figure data-asset-id=\"1918512d-44c9-4872-9571-db8e37035389\" data-image-id=\"1918512d-44c9-4872-9571-db8e37035389\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/79ac3744-5239-47e8-b103-9590f9953d52/Single%20plate%20shear2.png\" data-asset-id=\"1918512d-44c9-4872-9571-db8e37035389\" data-image-id=\"1918512d-44c9-4872-9571-db8e37035389\" alt=\"\"></figure>\n<p><em>Fig. 2 Single plate shear connection modeled in IDEA StatiCa.</em></p>\n<h2>2 Bolt Group Strength</h2>\n<p>First, connections, where the strength of the bolt group controls the strength of the connection, are investigated. For these comparisons the column is a W14x90, and the supported beam, which frames into the flange of the column, is a W18x50. Both conform to ASTM A992 (<em>F</em><em><sub>y</sub></em><sub> </sub>= 50 ksi, <em>F</em><em><sub>u</sub></em> = 65 ksi). The plate is 15 in. tall (<em>s</em> = 3 in., <em>l</em><em><sub>ev</sub></em> = 1.5 in.), 1/2 in. thick, and conforms to ASTM A36 (<em>F</em><em><sub>y</sub></em><sub> </sub>= 36 ksi, <em>F</em><em><sub>u</sub></em> = 58 ksi). Each vertical row of bolts has (5) 3/4 in. diameter A325 bolts with threads not excluded from the shear plane and horizontal edge distance, <em>l</em><em><sub>eh</sub></em> = 2.0 in. The weld was a 5/16 in. fillet weld on both sides in accordance with the (<sup>5</sup>/<sub>8</sub>)<em>t</em><em><sub>p</sub></em> rule noted in Part 10 of the AISC <em>Manual</em> (2017). The distance from the weld line to the bolt line, <em>a</em>, was varied from 2 in. to 5 in. (Fig. 3). Note that this connection satisfies the requirements for the conventional configuration when <em>a</em> ≤ 3.5 in.</p>\n<figure data-asset-id=\"bcebf5f9-aedc-4880-b8c1-75f808ce85ee\" data-image-id=\"bcebf5f9-aedc-4880-b8c1-75f808ce85ee\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3cfdee25-e061-4631-8091-cc975d0460c6/Single%20plate%20shear3.png\" data-asset-id=\"bcebf5f9-aedc-4880-b8c1-75f808ce85ee\" data-image-id=\"bcebf5f9-aedc-4880-b8c1-75f808ce85ee\" alt=\"\"></figure>\n<p><em>Fig. 3 Variation of ‘a’ in the IDEA StatiCa model.</em></p>\n<p>Variation of the shear capacity of the connections with the distance <em>a</em> is presented in Fig. 4. Bolt shear rupture was the controlling limit state for all values of <em>a</em> and all methods of calculation. The IDEA StatiCa results match well with the traditional calculations for the extended configuration. Where applicable, the traditional calculations for the conventional configuration give somewhat greater shear capacity. The reason for this is that a reduced eccentricity of <em>a</em>/2 is permitted to be assumed for conventional configurations per Table 10-9 of the AISC <em>Manual</em> (2017). The eccentricity of the bolt group is taken as <em>a</em> for the extended configuration calculations. The eccentricity of the bolt group is also equal to <em>a</em> for IDEA StatiCa because the point of zero moment was defined to be at the weld line. The poison bolt method and the modified IC method provide the same results indicating that tearout did not control for any bolt (i.e., the plate and beam web were sufficiently thick and the bolt spacing and edge distances were sufficiently large).</p>\n<figure data-asset-id=\"1c83acfc-3f77-4f00-bb6e-dc67d76eb290\" data-image-id=\"1c83acfc-3f77-4f00-bb6e-dc67d76eb290\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2a2bc715-a136-4478-84ba-c7a0496e5bd2/Single%20plate%20shear4.png\" data-asset-id=\"1c83acfc-3f77-4f00-bb6e-dc67d76eb290\" data-image-id=\"1c83acfc-3f77-4f00-bb6e-dc67d76eb290\" alt=\"\"></figure>\n<p><em>Fig. 4 Shear capacity of single plate shear connection with respect to ‘a’.</em></p>\n<p>Variation of the shear capacity with the distance <em>a</em> is presented in Fig. 5 for connections with the same properties as previously described but with two vertical rows of bolts (Fig. 6) and <em>l</em><em><sub>eh</sub></em> = 1.5 in. The horizontal spacing between vertical rows of bolts was 3 in. These connections are extended configuration regardless of the value of <em>a</em> given that they have more than one vertical row of bolts. Again, bolt shear rupture was the controlling limit state for all values of <em>a</em> and all methods and the IDEA StatiCa results match well with the traditional calculations.</p>\n<figure data-asset-id=\"b7812ad8-cdb4-4ecc-a530-04fe559ab3a3\" data-image-id=\"b7812ad8-cdb4-4ecc-a530-04fe559ab3a3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/685f5b63-c518-4e2e-bc34-d6ec261e2bd4/Single%20plate%20shear5.png\" data-asset-id=\"b7812ad8-cdb4-4ecc-a530-04fe559ab3a3\" data-image-id=\"b7812ad8-cdb4-4ecc-a530-04fe559ab3a3\" alt=\"\"></figure>\n<p><em>Fig. 5 Shear capacity of extended configuration with two rows of bolts with respect to ‘a’.</em></p>\n<figure data-asset-id=\"357f22eb-2ca7-401e-8ba0-54663d9bc023\" data-image-id=\"357f22eb-2ca7-401e-8ba0-54663d9bc023\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/591f2370-1ef0-4765-91d0-ac6ac1579768/Single%20plate%20shear6.png\" data-asset-id=\"357f22eb-2ca7-401e-8ba0-54663d9bc023\" data-image-id=\"357f22eb-2ca7-401e-8ba0-54663d9bc023\" alt=\"\"></figure>\n<p><em>Fig. 6 Extended Configuration with 2 rows of bolts modeled in IDEA StatiCa.</em></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"e6ac0024_ac83_0160_7be6_38d7f01dbcc5\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n775ce80e_2f4f_01f6_52f1_2ecfa487567f\"></object>\n<h2>3 Plate Thickness</h2>\n<p>Varying the plate thickness allows for a wider range of limit states to control, including bearing and tearout at the bolt holes and shear yielding and rupture of the plate. For these comparisons the column is a W14x90 and the supported beam, which frames into the flange of the column, is a W18x130. Both conform to ASTM A992 (<em>F</em><em><sub>y</sub></em><sub> </sub>= 50 ksi, <em>F</em><em><sub>u</sub></em> = 65 ksi). The plate is 14 in. tall (<em>s</em> = 3 in., <em>l</em><em><sub>ev</sub></em> = 1 in.) and conforms to ASTM A572 Gr. 50 (<em>F</em><em><sub>y</sub></em><sub> </sub>= 50 ksi, <em>F</em><em><sub>u</sub></em> = 65 ksi). The thickness of the plate varies from 3/16 in. to 3/4 in. in these analyses. There is one vertical row of (5) 3/4 in. diameter A490 bolts with threads not excluded from the shear plane and horizontal edge distance, <em>l</em><em><sub>eh</sub></em> = 1.5 in. Fillet welds were provided on both sides of the plate with size varying with plate thickness in accordance with the (<sup>5</sup>/<sub>8</sub>)<em>t</em><em><sub>p</sub></em> rule noted in Part 10 of the AISC <em>Manual</em> (2017). The distance from the weld line to the bolt line, <em>a</em>, was 3.0 in. These connections satisfy the requirements for the conventional configuration for plate thicknesses less than or equal to 7/16 in.</p>\n<p>Variation of the shear capacity of the connections with plate thickness is presented in Fig. 7 with the controlling limit sates presented in Table 1. The most notable result is that the traditional calculations for the extended configuration using the poison bolt method show far lower strengths than the other methods. The poison bolt method, in which the lowest possible strength for any bolt is taken as the strength of every bolt, can be highly conservative. However, it is used in practice for the evaluation of eccentrically loaded bolt groups where tearout may control. For this connection, the strength of all the bolts is based on the tearout strength of the bottom bolt using an edge distance of <em>l</em><em><sub>ev</sub></em> = 1 in. resulting in a clear distance <em>l</em><em><sub>c</sub></em> = 0.594 in. In IDEA StatiCa and the modified IC method, the strength of each individual bolt is based on the clear distance in the direction of force for that individual bolt. For example, at the limiting shear capacity of the connection with 1/4 in. thick plate, the clear distance for the bottom bolt computed by IDEA StatiCa is <em>l</em><em><sub>c</sub></em> = 1.240 in. based on the angle of load in the bolt (Fig. 8b). Tearout strength is proportional to clear distance, so the strength of the bolts per IDEA StatiCa is significantly greater than assumed in the poison bolt method.</p>\n<p>For the connections with the thinner plates, the plate controlled in both IDEA StatiCa and the traditional calculations (other than those using the poison bolt method). However, in IDEA StatiCa, plastic strains were concentrated at the holes of the top and especially the bottom bolts (Fig. 8). This contrasts with the assumed shear rupture failure plane used in the traditional calculations (i.e., a vertical line through the center of the bolts). Despite the differences in behavior, the resulting shear strength was close with IDEA StatiCa providing slightly lower shear capacities for the connections with the thinner plates.</p>\n<figure data-asset-id=\"f53a9d93-44d2-478c-99a2-d061f3cb8a24\" data-image-id=\"f53a9d93-44d2-478c-99a2-d061f3cb8a24\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2869c09b-8eb4-4204-9c27-523a1056385d/Single%20plate%20shear7.png\" data-asset-id=\"f53a9d93-44d2-478c-99a2-d061f3cb8a24\" data-image-id=\"f53a9d93-44d2-478c-99a2-d061f3cb8a24\" alt=\"\"></figure>\n<p><em>Fig. 7 Shear Capacity of single plate shear connection with respect to plate thickness.</em></p>\n<p><br></p>\n<p><em>Table 1. Controlling limit state for results presented in Fig. 7</em></p>\n<table><tbody>\n  <tr><td><strong>Plate Thickness</strong></td><td><strong>IDEA StatiCa</strong></td><td><p><strong>Traditional</strong></p>\n<p><strong>Conventional</strong></p>\n</td><td><p><strong>Traditional Extended</strong></p>\n<p><strong>(Poison Bolt)</strong></p>\n</td><td><p><strong>Traditional Extended</strong></p>\n<p><strong>(Modified IC)</strong></p>\n</td></tr>\n  <tr><td>3/16 in.</td><td>Plate strain</td><td>Plate shear rupture</td><td>Bolt group</td><td>Plate shear rupture</td></tr>\n  <tr><td>1/4 in.</td><td>Plate strain</td><td>Plate shear rupture</td><td>Bolt group</td><td>Plate shear rupture</td></tr>\n  <tr><td>5/16 in.</td><td>Plate Strain</td><td>Plate shear rupture</td><td>Bolt group</td><td>Bolt group</td></tr>\n  <tr><td>3/8 in.</td><td>Bolt shear rupture</td><td>Bolt shear rupture</td><td>Bolt group</td><td>Bolt group</td></tr>\n  <tr><td>1/2 in.</td><td>Bolt shear rupture</td><td>n/a</td><td>Bolt group</td><td>Bolt group</td></tr>\n  <tr><td>5/8 in.</td><td>Bolt shear rupture</td><td>n/a</td><td>Bolt group</td><td>Bolt group</td></tr>\n  <tr><td>3/4 in.</td><td>Bolt shear rupture</td><td>n/a</td><td>Bolt group</td><td>Bolt group</td></tr>\n</tbody></table>\n<figure data-asset-id=\"6318081e-3ff2-46c5-a972-4def011e4991\" data-image-id=\"6318081e-3ff2-46c5-a972-4def011e4991\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e4d2288e-5acc-4e45-8568-bb63a4c032b0/Single%20plate%20shear8.png\" data-asset-id=\"6318081e-3ff2-46c5-a972-4def011e4991\" data-image-id=\"6318081e-3ff2-46c5-a972-4def011e4991\" alt=\"\"></figure>\n<p><em>Fig. 8 Detailed results for connection with 1/4 in. plate thickness.</em></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n4052e245_dd6f_01cb_93fb_6d57caac7ba0\"></object>\n<h2>4 Other Framing Configurations</h2>\n<p>Single plate shear connections are used for a variety of framing configurations. This section investigates two additional configurations, one where the supported beam frames into the web of a column and another where the supported beam frames into the web of a girder.</p>\n<p>For the case of the supported beam framing into the web of a column (Fig. 9), the column is a W27x114, and the supported beam is a W18x50. For the case of the supported beam framing into the web of a girder (Fig. 11), the girder is a W21x55, and the supported beam is a W18x46. All wide flange shapes conform to ASTM A992 (<em>F</em><em><sub>y</sub></em><sub> </sub>= 50 ksi, <em>F</em><em><sub>u</sub></em> = 65 ksi). For both cases, the plate is 13 in. tall (<em>s</em> = 3 in., <em>l</em><em><sub>ev</sub></em> = 2 in.), 3/8 in. thick, and conforms to ASTM A36 (<em>F</em><em><sub>y</sub></em><sub> </sub>= 36 ksi, <em>F</em><em><sub>u</sub></em> = 58 ksi). The connections have a single vertical row of (4) 3/4 in. diameter A325 bolts with threads not excluded from the shear plane and horizontal edge distance, <em>l</em><em><sub>eh</sub></em> = 2 in. The weld was a 5/16 in. fillet weld on both sides of the plate. The distance from the weld line to the bolt line, <em>a</em>, was varied from 3 in. to 5.5 in.</p>\n<p>Variation of the shear capacity of the connections with the distance <em>a</em> is presented in Fig. 10 for the case of the supported beam framing into the web of a column and Fig. 12 for the case of the supported beam framing into the web of a girder. Bolt shear rupture was the controlling limit state for all values of <em>a</em> and all methods in both framing configurations. The capacity determined from IDEA StatiCa agrees with that from the traditional calculations.</p>\n<figure data-asset-id=\"40dcc36b-e967-4a15-87dd-f7051c812654\" data-image-id=\"40dcc36b-e967-4a15-87dd-f7051c812654\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f286f1f3-3264-4db0-a502-71f436ebe0a6/Single%20plate%20shear9.png\" data-asset-id=\"40dcc36b-e967-4a15-87dd-f7051c812654\" data-image-id=\"40dcc36b-e967-4a15-87dd-f7051c812654\" alt=\"\"></figure>\n<p><em>Fig. 9 IDEA StatiCa model of single plate shear connection welded to weak axis of column.</em></p>\n<figure data-asset-id=\"a8ad7b84-bd7a-4b20-93d8-6203e9fca389\" data-image-id=\"a8ad7b84-bd7a-4b20-93d8-6203e9fca389\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ab2b8aa8-c2df-406d-a07c-7f11bc028525/Single%20plate%20shear10b.png\" data-asset-id=\"a8ad7b84-bd7a-4b20-93d8-6203e9fca389\" data-image-id=\"a8ad7b84-bd7a-4b20-93d8-6203e9fca389\" alt=\"\"></figure>\n<p><em>Fig. 10 Shear capacity of single plate shear connection welded to weak axis of column with respect to ‘a’.</em></p>\n<figure data-asset-id=\"f1bf624c-4d72-4f35-9779-a29ef2aaa8c4\" data-image-id=\"f1bf624c-4d72-4f35-9779-a29ef2aaa8c4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/44fd4e19-864d-4847-b6a0-915a1d7f7aa6/Single%20plate%20shear11.png\" data-asset-id=\"f1bf624c-4d72-4f35-9779-a29ef2aaa8c4\" data-image-id=\"f1bf624c-4d72-4f35-9779-a29ef2aaa8c4\" alt=\"\"></figure>\n<p><em>Fig. 11 IDEA StatiCa model of single plate shear connection welded to beam web.</em></p>\n<figure data-asset-id=\"f8803855-8f80-4287-8df2-cb64a011ad73\" data-image-id=\"f8803855-8f80-4287-8df2-cb64a011ad73\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/fb769e78-549a-43a9-adb7-6fc50f34e41c/Single%20plate%20shear12.png\" data-asset-id=\"f8803855-8f80-4287-8df2-cb64a011ad73\" data-image-id=\"f8803855-8f80-4287-8df2-cb64a011ad73\" alt=\"\"></figure>\n<p><em>Fig. 12 Shear Capacity of single plate shear connection welded to beam web with respect to ‘a’.</em></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n21f359a4_29ed_0159_8fb8_db2db6b6b912\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n697d4f92_8019_01bf_eb49_53c5a44fc7cc\"></object>\n<h2>5 Location of the Point of Zero Moment</h2>\n<p>The design methodology for single plate shear connections in Part 10 of the AISC <em>Manual</em> (2017) presumes that the location of the point of zero moment is at the weld line. Accordingly, all the IDEA StatiCa analyses thus far in this document have utilized an equivalent assumption for the position on the member from the node where the load is applied, <em>X</em>. However, other choices of the location of the point of zero moment could be made, especially if the choice is made consistently with the location of the pin in the structural analysis model of the frame.</p>\n<p>Analyses were performed to investigate the impact of the location of the point of zero moment. For these analyses, the column is a W14x90, and the supported beam, which frames into the flange of the column, is a W18x143. Both conform to ASTM A992 (<em>F</em><em><sub>y</sub></em><sub> </sub>= 50 ksi, <em>F</em><em><sub>u</sub></em> = 65 ksi). The plate is 14 in. tall (<em>s</em> = 3 in., <em>l</em><em><sub>ev</sub></em> = 1 in.), 3/8 in. thick, and conforms to ASTM A572 Gr. 50 (<em>F</em><em><sub>y</sub></em><sub> </sub>= 50 ksi, <em>F</em><em><sub>u</sub></em> = 65 ksi). There is one vertical row of (5) 3/4 in. diameter A490 bolts with threads excluded from the shear plane and horizontal edge distance, <em>l</em><em><sub>eh</sub></em> = 1 in. Fillet welds were provided on both sides of the plate with size varying with plate thickness in accordance with the (<sup>5</sup>/<sub>8</sub>)<em>t</em><em><sub>p</sub></em> rule noted in Part 10 of the AISC <em>Manual</em> (2017). The distance from the weld line to the bolt line, <em>a</em>, was 9 in.</p>\n<p>Variation of the shear capacity with the distance <em>X</em> (measured from the centerline of the column to the location of the point of zero moment) is presented in Fig. 13. The controlling limit state per IDEA StatiCa was bolt tearout for x ≤ 16 in. and weld resistance for greater values of <em>X</em>. The controlling limit states for the traditional calculations using the modified IC method were bolt group strength for x &lt; 17 in. and shear rupture of the plate for greater values of <em>X</em>. The controlling limit state for the traditional calculations using the poison bolt method was bolt group strength for all values of <em>X</em>. It is interesting to note that the IDEA StatiCa results were near those from the poison bolt method for this comparison. For these cases, the direction of the force in the controlling bolt is near that of the worst-case condition used in the poison bolt method (Fig. 14).</p>\n<figure data-asset-id=\"f8f1b122-82d9-487e-9037-6a37aadf6566\" data-image-id=\"f8f1b122-82d9-487e-9037-6a37aadf6566\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/df624fb8-6c6a-41ba-a529-c7f320de608f/Single%20plate%20shear13.png\" data-asset-id=\"f8f1b122-82d9-487e-9037-6a37aadf6566\" data-image-id=\"f8f1b122-82d9-487e-9037-6a37aadf6566\" alt=\"\"></figure>\n<p><em>Fig. 13 Shear capacity of single plate shear connection versus the location of the point of zero moment</em></p>\n<figure data-asset-id=\"ca4b343c-7172-4c9e-8c00-eb535caaf1af\" data-image-id=\"ca4b343c-7172-4c9e-8c00-eb535caaf1af\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b0f5dd53-44a8-4400-8876-96667a9585fa/Single%20plate%20shear14.png\" data-asset-id=\"ca4b343c-7172-4c9e-8c00-eb535caaf1af\" data-image-id=\"ca4b343c-7172-4c9e-8c00-eb535caaf1af\" alt=\"\"></figure>\n<p><em>Fig. 14 Detailed results for connection the position of the point of zero moment located at the weld line.</em></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"de791749_3c52_01ea_bd94_9ad1a63d8074\"></object>\n<h2>6 Stiffness Analysis</h2>\n<p>In addition to strength requirements, single plate shear connections must also satisfy rotation capacity requirements. Section B3.4a of the AISC <em>Specification</em> (2016) states that “a simple connection shall have sufficient rotation capacity to accommodate the required rotation determined by the analysis of the structure.” For the traditional calculations, this requirement is satisfied by maximum plate and beam web thickness limitations described in Part 10 of the AISC <em>Manual</em> (2017). With IDEA StatiCa, this requirement can be satisfied by performing a stiffness analysis.</p>\n<p>The rotation capacities from a series of analyses on connections with varying plate thickness are presented in Fig. 15. For these analyses, the column is a W14x90, and the supported beam, which frames into the flange of the column, is a W18x130. Both conform to ASTM A992 (<em>F</em><em><sub>y</sub></em><sub> </sub>= 50 ksi, <em>F</em><em><sub>u</sub></em> = 65 ksi). The plate is 15 in. tall (<em>s</em> = 3 in., <em>l</em><em><sub>ev</sub></em> = 1.5 in.) and conforms to ASTM A572 Gr. 50 (<em>F</em><em><sub>y</sub></em><sub> </sub>= 50 ksi, <em>F</em><em><sub>u</sub></em> = 65 ksi). There is one vertical row of (5) 7/8 in. diameter A325 bolts with threads not excluded from the shear plane and horizontal edge distance, <em>l</em><em><sub>eh</sub></em> = 1.5 in. Fillet welds were provided on both sides of the plate with size varying with plate thickness in accordance with the (<sup>5</sup>/<sub>8</sub>)<em>t</em><em><sub>p</sub></em> rule noted in Part 10 of the AISC <em>Manual</em> (2017). The distance from the weld line to the bolt line, <em>a</em>, was 3 in. These connections satisfy the requirements for the conventional configuration and rotation capacity since all plate thicknesses are less than or equal to 1/2 in. (AISC <em>Manual </em>Table 10-9).</p>\n<p>The analyses were performed using the ‘ST’ (stiffness) analysis type. Unlike the previous analyses, these models were loaded with bending moments about the major axis of the beam. The rotational capacity was independent of the magnitude of applied load.</p>\n<p>Per Section B3.4a of the AISC <em>Specification</em> (2016) the required rotation capacity is determined from the structural analysis and depends on the framing and loads. A value of 0.03 rad or 30 mrad is commonly accepted as a reasonable upper bound for beam end rotation and the plate thickness limitations of Part 10 of the AISC <em>Manual</em> (2017) were calibrated to meet this upper bound (Muir and Thornton 2011). The rotation capacities shown in Fig. 15 are less than 30 mrad despite meeting the plate thickness requirements. The values may still be acceptable to a wide range of cases which have less beam end rotation than the upper bound, however, it is also possible that the stiffness analysis in IDEA StatiCa is not fully capturing the ductility of the connections.&nbsp;</p>\n<figure data-asset-id=\"7fea45b3-435e-42d2-bfb3-299061967305\" data-image-id=\"7fea45b3-435e-42d2-bfb3-299061967305\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2ff74085-3a3a-4d90-b4ab-9842e0993b74/Single%20plate%20shear15.png\" data-asset-id=\"7fea45b3-435e-42d2-bfb3-299061967305\" data-image-id=\"7fea45b3-435e-42d2-bfb3-299061967305\" alt=\"\"></figure>\n<p><em>Fig. 15 Rotation capacity with respect to varying plate thickness.</em></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"d9ab241d_ab2c_0125_7aec_7c0be2ef8566\"></object>\n<h2>7 Summary</h2>\n<p>This study compared the design of single plate shear connections by traditional calculation methods used in US practice and IDEA StatiCa. Key observations from the study include:</p>\n<ul>\n  <li>The available strength of single plate shear connections per IDEA StatiCa agrees well with traditional calculations using the method for extended configurations.</li>\n  <li>The available strength per IDEA StatiCa was found to be conservative in comparison to the traditional calculations using the method for conventional configurations, which assumes a reduced eccentricity in some cases.</li>\n  <li>IDEA StatiCa detects the clear distance for each bolt individually for consideration of tearout, resulting in appropriate reductions in strength when edge distances are small.</li>\n  <li>IDEA StatiCa allows the investigation of different assumed locations of the point of zero moment.</li>\n  <li>Stiffness analysis in IDEA StatiCa can be used to evaluate the rotation capacity requirements of AISC <em>Specification</em> Section B3.4a. However, the results were found to be conservative in comparison to the design rules presented in the AISC <em>Manual</em> for the cases examined.</li>\n</ul>\n<h2>8 References</h2>\n<p>AISC. (2016). Specification for Structural Steel Buildings. American Institute of Steel Construction, Chicago, Illinois.</p>\n<p>AISC. (2017). Steel Construction Manual, 15th Edition. American Institute of Steel Construction, Chicago, Illinois.</p>\n<p>Denavit, M. D., Franceschetti, N., and Shahan, A. (2021). Investigation of Bearing and Tearout of Steel Bolted Connections. Final Research Report to the American Institute of Steel Construction, Chicago, Illinois.</p>\n<p>Muir, L. S., and Thornton, W. A. (2011). “The Development of a New Design Procedure for Conventional Single-Plate Shear Connections.” AISC Engineering Journal, 48(2), 141–152.</p>"
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                                                            "value": "<p>Strain check is performed at shell finite elements simulating plates. The yield strength is decreased by the capacity factor.</p>\n<p>The resulting equivalent stress (HMH, von Mises) and <a data-item-id=\"46a108f9-c505-4a5e-af09-1785b0efc4c6\" href=\"\">plastic strain</a> are calculated on plates. When the yield strength (multiplied by capacity factor <em>ϕ</em> = 0.9, which is editable in Code setup) on the bilinear material diagram is reached, the check of the equivalent plastic strain is performed. The limit value of 5 % is suggested in <a data-item-id=\"078b0460-9b50-4485-9ce3-a9d9d6fde2de\" href=\"\">Eurocode</a> (EN1993-1-5 App. C, Par. C8, Note 1). This value can be modified in the Code setup, but verification studies were made for this recommended value.</p>\n<p>The plate element is divided into five layers, and elastic/plastic behavior is investigated in each of them. The program shows the worst result from all of them.</p>\n<figure data-asset-id=\"7e963e93-aa1f-4a88-92e7-d4b45d22e169\" data-image-id=\"7e963e93-aa1f-4a88-92e7-d4b45d22e169\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/fbf06b51-8c3f-4ce3-91ac-72804c174a19/AS-Plates.PNG\" data-asset-id=\"7e963e93-aa1f-4a88-92e7-d4b45d22e169\" data-image-id=\"7e963e93-aa1f-4a88-92e7-d4b45d22e169\" alt=\"\"></figure>\n<p>The <a data-item-id=\"06158daa-1491-4e83-ac34-4964bd5a3c63\" href=\"\">CBFEM</a> method can provide stress a little bit higher than yield strength. The reason is the slight inclination of the plastic branch of the stress-strain diagram, which is used in the analysis to improve the stability of the interaction calculation. This is not a problem for practical design. The equivalent plastic strain is exceeded at higher stress, and the joint does not satisfy anyway.</p>"
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                                                                    "value": "<p>The forces in bolts including prying forces are determined by finite element analysis. The bolt resistances are checked by code provisions.</p>\n<h2>Bolts</h2>\n<p>Bolts are checked according to Chapter&nbsp;9.2 Design of bolts. The tensile and shear force in each bolt is determined by finite element analysis. Prying forces are taken into account as suggested by Clause&nbsp;9.1.8. Prying forces are determined by finite element analysis. Each shear plane is checked individually. Ply in the bearing is checked against the sum of shear forces at nearby planes.</p>\n<h3>Bolt in shear</h3>\n<p>A bolt subject to a design shear force is designed according to Cl.&nbsp;9.2.2.1 and shall satisfy:</p>\n<p>\\[ V_f^* \\le \\phi V_f \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>V</em><sub>f</sub>* – design shear force</li>\n  <li><em>ϕ</em> = 0.8 – capacity factor (Table 3.4) editable in Code setup</li>\n  <li><em>V</em><sub>f</sub> = 0.62 <em>f</em><sub>uf</sub> <em>A</em> – nominal shear capacity of a bolt</li>\n  <li><em>f</em><sub>uf</sub> – minimum tensile strength of the bolt as specified in Table 9.2.1</li>\n  <li><em>A</em> – area of a bolt equal either to <em>A</em><sub>c</sub> or <em>A</em><sub>o</sub> which are minor diameter area of the bolt as defined in AS 1275 or nominal plain shank area of the bolt, respectively. Each shear plane is checked individually.</li>\n</ul>\n<p>The value of <em>A</em><sub>c</sub> is in the software approximated by a function:</p>\n<p><em>A</em><sub>c</sub> = 0.0000163 · <em>A</em><sub>s</sub><sup>2</sup> + 0.91682 · <em>A</em><sub>s</sub> − 0.85375</p>\n<p>The maximal difference is 0.8&nbsp;mm<sup>2</sup> or 0.5&nbsp;%.</p>\n<p>Reduction factor given in Table 9.2.2.1 to account for the length of a bolted lap connection equals 1.0. The reduction is applied automatically by checking each bolt individually.</p>\n<p>According to Cl.&nbsp;9.2.2.5, for connections in which filler plates exceed 6 mm in thickness, the nominal shear capacity of a bolt shall be reduced by 15&nbsp;%. For multi-shear plane connection, the reduction is applied to all shear planes.</p>\n<h3>Bolt in tension</h3>\n<p>A bolt subject to design tension force is designed according to Cl.&nbsp;9.2.2.2 and shall satisfy:</p>\n<p>\\[ N_{tf}^* \\le \\phi N_{tf} \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>N</em><sub>tf</sub>* – design tension force</li>\n  <li><em>ϕ</em> = 0.8 – capacity factor (Table 3.4) editable in Code setup</li>\n  <li><em>N</em><sub>tf</sub> = <em>A</em><sub>s</sub> <em>f</em><sub>uf</sub> – nominal tensile capacity of a bolt</li>\n  <li><em>A</em><sub>s</sub> – tensile stress area of a bolt as specified in AS 1275</li>\n  <li><em>f</em><sub>uf</sub> – minimum tensile strength of the bolt as specified in Table 9.2.1</li>\n</ul>\n<h3>Bolt subject to combined shear and tension</h3>\n<p>A bolt required to resist both design shear and design tensile forces at the same time is designed according to Cl.&nbsp;9.2.2.3 shall satisfy:</p>\n<p>\\[ \\left ( \\frac{V_f^*}{\\phi V_f} \\right ) ^2 + \\left ( \\frac{N_{tf}^*}{\\phi N_{tf}} \\right ) ^2 \\le 1.0 \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em> = 0.8 – capacity factor (Table 3.4) editable in Code setup</li>\n</ul>\n<h3>Ply in bearing</h3>\n<p>A ply subject to a design bearing force due to a bolt in shear is designed according to Cl.&nbsp;9.2.2.4 and shall satisfy:</p>\n<p>\\[ V_b^* \\le ϕ V_b \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em> = 0.9 – capacity factor (Table 3.4) editable in Code setup</li>\n  <li>\\( V_b = 3.2 d_f t_p f_{up} \\le a_e t_p f_{up} \\) – nominal bearing of a ply</li>\n  <li><em>d</em><sub>f</sub> – diameter of a bolt</li>\n  <li><em>t</em><sub>p</sub> – thickness of the ply</li>\n  <li><em>f</em><sub>up</sub> – tensile strength of the ply</li>\n  <li><em>a</em><sub>e</sub> – minimum distance from the edge of a hole to the edge of a ply, measured in the direction of the component of a force, plus half the bolt diameter. The edge of a ply shall be deemed to include the edge of an adjacent bolt hole</li>\n</ul>\n<h3>Friction-type connections</h3>\n<p>For friction-type connections, the slip in serviceability limit state is required to be limited and designed according to Cl.&nbsp;9.2.3. These bolts should be also checked as bearing type for ultimate limit state. A bolt subjected to shear force shall satisfy:</p>\n<p>\\[ V_{sf}^* \\le ϕ V_{sf} \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em> = 0.7 – capacity factor (Chapter 3.5.5) editable in Code setup</li>\n  <li><em>V</em><sub>sf</sub> = <em>μ N</em><sub>ti</sub> <em>k</em><sub>h</sub> – nominal shear capacity of a bolt</li>\n  <li><em>μ</em> = 0.35 – slip factor as specified in Clause&nbsp;9.2.3.2 editable in Code setup</li>\n  <li><em>N</em><sub>ti</sub> – minimum bolt tension at installation as specified in Clause&nbsp;15.2.2.2</li>\n</ul>\n<table><tbody>\n  <tr><td>Nominal diameter of bolt</td><td>Minimum bolt pretension [kN]</td></tr>\n  <tr><td>M16</td><td>95</td></tr>\n  <tr><td>M20</td><td>145</td></tr>\n  <tr><td>M24</td><td>210</td></tr>\n  <tr><td>M30</td><td>335</td></tr>\n  <tr><td>M36</td><td>490</td></tr>\n  <tr><td>Other</td><td>\\(A_s \\cdot 600\\) MPa</td></tr>\n</tbody></table>\n<ul>\n  <li><em>k </em><sub>h</sub> – factor for different hole types, as specified in Clauses&nbsp;9.2.3.1 and 14.3.2\n    <ul>\n      <li><em>k </em><sub>h</sub> = 1 for standard holes (+2&nbsp;mm for <em>d </em><sub>f</sub> ≤ 24&nbsp;mm, +3&nbsp;mm otherwise)</li>\n      <li><em>k </em><sub>h</sub> = 0.85 for short slotted (hole length ≤ max(1.33 <em>d </em><sub>f</sub>, <em>d </em><sub>f</sub> + 10&nbsp;mm)) and oversize holes</li>\n      <li><em>k </em><sub>h</sub> = 0.70 for long slotted holes</li>\n    </ul>\n  </li>\n</ul>\n<p>Number of effective interfaces, <em>n</em><sub>ei</sub>, is always equal to 1, because each interface is checked separately.</p>\n<p>Bolts in a friction-type connections loaded by <strong>combined shear and tension</strong> should satisfy:</p>\n<p>\\[ \\left ( \\frac{V_{sf}^*}{ϕ V_{sf}} \\right ) + \\left ( \\frac{N_{tf}^*}{ϕ N_{tf}} \\right ) \\le 1.0 \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>V</em><sub>sf</sub>* – design shear force on the bolt in the plane of the interfaces</li>\n  <li><em>N</em><sub>tf</sub>* – design tensile force on the bolt</li>\n  <li><em>ϕ</em> = 0.7 – capacity factor (Chapter&nbsp;3.5.5) editable in Code setup</li>\n  <li><em>V</em><sub>sf</sub> – nominal shear capacity of the bolt</li>\n  <li><em>N</em><sub>tf</sub> = <em>N</em><sub>ti</sub> – nominal tensile capacity of the bolt equal to minimum bolt tension at installation</li>\n</ul>\n<p>Friction-type connections should be also checked for ultimate limit state. The bolt type should be changed to bearing – tension/shear interaction, the loads increased appropriately and the joint should be checked again.</p>"
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                                                                                "description": "Fillet welds are checked according to AS 4100 - Chapter 9.7. The strength of CJP groove welds is assumed the same as the base metal and is not checked. Structural design of welded steel connections and steel beam-to-column connections.",
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                                                                                "imageId": "ffed132b-d4b9-4dd3-a7f0-980232559f11",
                                                                                "url": "https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a1a3ce82-7d5c-4c7f-8b04-bfd8b9be0390/weld.png",
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                                                                            "value": "<p>Fillet welds are checked according to AS 4100 - Chapter 9.6. The strength of CJP groove welds is assumed the same as the base metal and is not checked.</p>\n<p>It is possible to set butt welds or fillet welds and along the full edge length, partial welds, or intermittent welds. Butt welds are assumed to have the same strength as the welded member and are not checked. In the case of fillet welds, the weld element is inserted between interpolation links connecting plates to each other. The weld element has a specified elasto-plastic material diagram to redistribute the stress along the weld length so that the long welds, multi-orientation welds or welding to unstiffened flange have similar resistance as according to hand calculation. The most stressed weld element is decisive in the weld check.</p>\n<p>A fillet weld subject to a design force per unit length of weld, <em>v</em><sub>w</sub>*, is designed according to Cl.&nbsp;9.6.3.10 and shall satisfy:</p>\n<p>\\[ v_w^* \\le ϕ v_w \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em> = 0.8 – capacity factor (Chapter 3.4) editable in Code setup</li>\n  <li><em>v</em><sub>w</sub> = 0.6 <em>f</em><sub>uw</sub> <em>t</em><sub>t</sub> – nominal capacity of a fillet weld per unit length</li>\n  <li><em>f</em><sub>uw</sub> – nominal tensile strength of weld metal (Table 9.6.3.10 (A))</li>\n  <li><em>t</em><sub>t</sub> – design throat thickness</li>\n</ul>\n<p>The reduction factor, <em>k</em><sub>r</sub> is assumed equal to 1 (weld shorter than 1.7&nbsp;m).</p>\n<p>The weld diagrams show stress according to the following formula:</p>\n<p>\\[ \\sigma = \\sqrt{ \\sigma_{\\perp}^2 + \\tau_{\\perp}^2 + \\tau_{\\parallel}^2 } \\]</p>\n<figure data-asset-id=\"ffed132b-d4b9-4dd3-a7f0-980232559f11\" data-image-id=\"ffed132b-d4b9-4dd3-a7f0-980232559f11\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a1a3ce82-7d5c-4c7f-8b04-bfd8b9be0390/weld.png\" data-asset-id=\"ffed132b-d4b9-4dd3-a7f0-980232559f11\" data-image-id=\"ffed132b-d4b9-4dd3-a7f0-980232559f11\" alt=\"\"></figure>"
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                                                                                    "value": "<p>Concrete below base plate is simulated by Winkler subsoil with uniform stiffness, which provides the contact stresses. The average stress at the loaded area in contact with base plate is used for compressive check.</p>\n<h2>Concrete bearing surface</h2>\n<p>Concrete bearing surface is checked according to AS3600: 2018 – Cl.&nbsp;12.6. The design bearing stress at a concrete surface shall not exceed:</p>\n<p>\\[ ϕ f_b = ϕ 0.9 f'_c \\sqrt{\\frac{A_2}{A_1}} \\le ϕ 1.8 f'_c \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em> = 0.6 – capacity factor (Table 2.2) editable in Code setup</li>\n  <li><em>f'</em><sub>c</sub> – characteristic compressive cylinder strength of concrete at 28 days</li>\n  <li><em>A</em><sub>1</sub> – bearing area</li>\n  <li><em>A</em><sub>2</sub> – largest area of the supporting surface that is geometrically similar and concentric with <em>A</em><sub>1</sub>. The side slopes of the frustum are 1 longitudinally and 2 transversally with respect to the direction of the load.</li>\n</ul>\n<p>The design bearing stress, <em>σ</em>, equals to the average stress under the base plate on the area below the base plate in contact with concrete.</p>\n<h2>Transfer of shear</h2>\n<p>The shear action at the base plate is assumed to be transferred from the column to the concrete foundation by:</p>\n<ol>\n  <li>Friction between base plate and concrete / grout</li>\n  <li>Shear lug</li>\n  <li>Anchor bolts</li>\n</ol>\n<h3>Shear force transfer by friction</h3>\n<p>The shear capacity is calculated according to Gianluca Ranzi, Peter Kneen: Design of Pinned Column Base Plates, <em>Journal of the Australian Steel Institute</em>, vol. 36, no. 2, September 2002 – Chapter 6.5.3 as follows:</p>\n<p>\\[ ϕ V_f = ϕ μ N_c^* \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em> = 0.8 – capacity factor</li>\n  <li><em>μ</em> = 0.55 – coefficient of friction editable in Code setup</li>\n  <li><em>N</em><sub>c</sub>* – column design axial compression load</li>\n</ul>\n<h3>Shear force transfer by shear lug</h3>\n<p>If shear force is transferred by the shear lug, the shear lug is modeled by finite elements, and its plates and welds are checked by the finite element method and weld components. Additional checks are required – bearing concrete strength; concrete edge strength.</p>\n<h3>Bearing concrete strength</h3>\n<p>The bearing strength of concrete is checked according to Gianluca Ranzi, Peter Kneen: Design of Pinned Column Base Plates, <em>Journal of the Australian Steel Institute</em>, vol. 36, no. 2, September 2002 – Chapter 6.5.5:</p>\n<p>\\[ ϕ_c V_b = 0.85 ϕ_c f'_c A_{sl} \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em><sub>c</sub> = 0.6 – capacity factor for concrete in bearing editable in Code setup</li>\n  <li><em>f'</em><sub>c</sub> – characteristic compressive cylinder strength of concrete at 28 days</li>\n  <li><em>A</em><sub>sl</sub> – projected area of the embedded shear lug in the direction of the force, excluding the portion of the lug in contact with the grout above the concrete member</li>\n</ul>\n<h4>Concrete edge strength</h4>\n<p>If a shear force is acting against a free concrete edge it should be verified that the concrete is able to carry the applied shear action. The concrete edge strength is checked according to Gianluca Ranzi, Peter Kneen: Design of Pinned Column Base Plates, <em>Journal of the Australian Steel Institute</em>, vol. 36, no. 2, September 2002 – Chapter 6.5.5:</p>\n<p>\\[ ϕ V_{ce} = ϕ 0.33 \\sqrt{f'_c} A_{Vc} \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em> =0.85 – capacity factor</li>\n  <li><em>f'</em><sub>c</sub> – characteristic compressive cylinder strength of concrete at 28 days</li>\n  <li><em>A</em><sub>Vc</sub> – effective stress area defined by projecting a 45° plane from the bearing edges of the shear lug to the free surface in the direction of the shear load. The bearing area of the shear lug is excluded from the projected area</li>\n</ul>\n<h3>Shear force transfer by anchors</h3>\n<p>The shear force is assumed to be transferred by anchors. Force in each anchor is determined by finite element method. Each anchor or anchor group is checked for steel failure in shear, concrete edge failure, concrete pry-out failure, and combined tension and shear loading if tension is also present.</p>"
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                                                                                                "description": "Structural design and code-check of anchors according to Australian standards. The forces in anchors including prying forces are determined by finite element analysis, but the resistances are checked using code provisions of AS 5216.",
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                                                                                            "value": "<p>The forces in anchors including prying forces are determined by finite element analysis, but the resistances are checked using code provisions of AS 5216.</p>\n<p>The check of anchors is provided according to AS 5216:2018. Although the code does not specifically provide some formulas for cast-in anchors, the formulas are the same as in SA TS 101:2015 where cast-in anchors are specifically mentioned. Cracked or uncracked concrete can be selected in Code setup. Cracked concrete is conservatively assumed as default. Concrete cone breakout check in tension and shear may be disregarded in Code setup, which means the force is assumed to be transferred via reinforcement. User is provided with the magnitude of this force. Due to the use of concrete cone breakout resistance in the formula in concrete pry-out failure check, this check is also disregarded.</p>\n<p>Following checks of anchors loaded in tension are not provided and should be checked using information in relevant Technical Product Specification (testing according to AS 5216:2018: Appendix A):</p>\n<ul>\n  <li>Pull-out failure of fastener (for post-installed mechanical anchors) –&nbsp;AS 5216:2018: 6.2.4,</li>\n  <li>Combined pull-out and concrete cone&nbsp;failure&nbsp;(for post-installed bonded anchors)&nbsp;–&nbsp;AS 5216:2018:&nbsp;6.2.5,</li>\n  <li>Concrete splitting&nbsp;failure&nbsp;–&nbsp;AS 5216:2018:&nbsp;6.2.6.</li>\n</ul>\n<p>Concrete blow-out failure is provided only for anchors with washer plates.</p>\n<h3>Steel failure in tension</h3>\n<p>Steel failure in tension is checked according to Cl.&nbsp;6.2.2:</p>\n<p>\\[ ϕ_{Ms} N_{tf} = ϕ_{Ms} A_s f_{uf} \\]</p>\n<p>where:</p>\n<ul>\n  <li>\\( ϕ_{Ms} = \\frac{5 f_{yf}}{6 f_{uf}} \\le 1/1.4 \\) – capacity factor for steel failure in tension (Table&nbsp;3.2.4)</li>\n  <li><em>A</em><sub>s</sub> – tensile stress area of a bolt as specified in AS&nbsp;1275</li>\n  <li><em>f</em><sub>uf</sub> – minimum tensile strength of the bolt as specified in AS&nbsp;4100 – Table&nbsp;9.3.1</li>\n</ul>\n<h3>Concrete cone failure</h3>\n<p>Concrete cone failure is checked according to Cl. 6.2.3 and is provided for the group of anchors (where applicable). The characteristic strength of the tensioned fasteners in a group or a single fastener is:</p>\n<p>\\[ ϕ_{Mc} N_{Rk,c} = ϕ_{Mc} N_{Rk,c}^0 \\left ( \\frac{A_{c,N}}{A^0_{c,N}} \\right ) \\psi_{s,N} \\psi_{re,N} \\psi_{ec,N} \\psi_{M,N} \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em><sub>Mc</sub> – capacity factor for anchor failure modes connected to concrete editable in code setup; recommended value is 1/1.5 (Table&nbsp;3.2.4)</li>\n  <li>\\( N_{Rk,c}^0 = k_1 \\sqrt{f'_c} h_{ef}^{1.5} \\) – characteristic strength of a fastener, remote from the effects of adjacent fasteners or edges of the concrete member – Cl.&nbsp;6.2.3.2</li>\n  <li><em>A</em><sub>c,N</sub> – actual projected area of the failure cone of the fastener that is limited by adjacent fasteners and edges of the concrete member – Cl.&nbsp;6.2.3.3</li>\n  <li><em>A</em><sub>c,N</sub><sup>0</sup> = <em>s</em><sub>cr,N</sub><sup>2</sup> – reference projected area of a single fastener with an edge distance at least equal to 1.5&nbsp;<em>h</em><sub>ef</sub> – Cl.&nbsp;6.2.3.3</li>\n  <li>\\( \\psi_{s,N} = 0.7 + 0.3 \\frac{c}{c_{cr,N}} \\le 1 \\) – parameter related to the distribution of stresses in the concrete due to the proximity of the fastener to an edge of the concrete member – Cl.&nbsp;6.2.3.4</li>\n  <li>\\( \\psi_{re,N} = 0.5 + \\frac{h_{ef}}{200} \\le 1 \\)– parameter accounting for the shell spalling effect – Cl.&nbsp;6.2.3.5</li>\n  <li>\\( \\psi_{ec,N} = \\frac{1}{1+2 e_N / s_{cr,N}} \\le 1 \\) – parameter accounting for eccentricity of the resultant load in a fastener group – Cl.&nbsp;6.2.3.6</li>\n  <li>\\( \\psi_{M,N} = 2- \\frac{2 z}{3 h_{ef}} \\ge 1 \\) – parameter accounting for the effect of a compression force between the fixture and concrete – Cl.&nbsp;6.2.3.7; this parameter is equal to 1 if <em>c</em> &lt; 1.5 <em>h</em><sub>ef</sub> or the ratio of the compressive force (including the compression due to bending) to the sum of tensile forces in anchors is smaller than 0.8</li>\n  <li>\\item <em>k</em><sub>1</sub> – parameter; for cast-in anchors (Anchor type – washer plates) <em>k</em><sub>1</sub> = <em>k</em><sub>cr,N</sub> = 8.9 for cracked concrete and <em>k</em><sub>1</sub> = <em>k</em><sub>ucr,N</sub> = 12.7 for uncracked concrete; for post-installed anchors (Anchor type – straight) <em>k</em><sub>1</sub> = <em>k</em><sub>cr,N</sub> = 7.7 for cracked concrete and <em>k</em><sub>1</sub> = <em>k</em><sub>ucr,N</sub> = 11.0 for uncracked concrete</li>\n  <li><em>s</em><sub>cr,N</sub> = 2 <em>c</em><sub>cr,N</sub> = 3 <em>h</em><sub>ef</sub> – spacing of fasteners</li>\n  <li><em>c</em><sub>cr,N</sub> = 1.5 <em>h</em><sub>ef</sub> – characteristic edge distance</li>\n  <li><em>h</em><sub>ef</sub> – effective embedment depth of the fastener, in case of narrow concrete member, Cl.&nbsp;6.2.3.8 applies and\\( h'_{ef} = \\max \\left ( \\frac{c_{max}}{c_{cr,N}}h_{ef}; \\, \\frac{s_{max}}{s_{cr,N}}h_{ef} \\right ) \\)</li>\n  <li><em>z</em> – internal lever arm</li>\n  <li><em>c</em> – smallest edge distance</li>\n</ul>\n<p>The concrete breakout cone area for group of anchors loaded by tension that create common concrete cone, <em>A</em><sub>c,N</sub>, is shown by red dashed line.</p>\n<figure data-asset-id=\"0618ccf0-0c5d-47e2-b8c3-c2f0539ab219\" data-image-id=\"0618ccf0-0c5d-47e2-b8c3-c2f0539ab219\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/98effa12-7603-4f61-96c1-3589a051ad77/AcN.png\" data-asset-id=\"0618ccf0-0c5d-47e2-b8c3-c2f0539ab219\" data-image-id=\"0618ccf0-0c5d-47e2-b8c3-c2f0539ab219\" alt=\"\"></figure>\n<p>According to Cl.&nbsp;6.2.8, the supplementary reinforcement may be used to transfer forces causing concrete cone failure. Such reinforcement should be designed in accordance with AS&nbsp;3600.</p>\n<h3>Pull-out failure</h3>\n<p>Pull-out failure is checked for cast-in headed fasteners (Anchor type – washer plate) according to SA&nbsp;TS&nbsp;101:2015 – Cl.&nbsp;6.2.3:</p>\n<p>\\[ ϕ_{Mc} N_{Rk,p} = k_1 A_h f'_c \\]</p>\n<ul>\n  <li><em>ϕ</em><sub>Mc</sub> – capacity factor for anchor failure modes connected to concrete editable in code setup; recommended value is 1/1.5 (Table&nbsp;3.2.4)</li>\n  <li><em>k</em><sub>1</sub> –parameter relating to the state of the concrete; for cracked concrete <em>k</em><sub>1</sub> = 8.0, for uncracked concrete <em>k</em><sub>1</sub> = 11.2</li>\n  <li><em>A</em><sub>h</sub> – area of the load-bearing head of the fastener; for circular washer plate \\( A_h = \\frac{\\pi}{4} \\left ( d_h^2 - d^2 \\right \\)$, for rectangular washer plate \\( A_h = a_{wp}^2 - \\frac{\\pi}{4} d^2 \\)</li>\n  <li><em>d</em><sub>h</sub> ≤ 6 <em>t</em><sub>h</sub> + <em>d</em> – diameter of head of fastener</li>\n  <li><em>t</em><sub>h</sub> – thickness of the head of the headed fastener</li>\n  <li><em>d</em> – diameter of the shank of the fastener</li>\n  <li><em>a</em><sub>wp</sub> – length of the edge of the rectangle washer plate</li>\n  <li><em>f'</em><sub>c</sub> – characteristic compressive strength of concrete</li>\n</ul>\n<p>The pull-out failure for other than cast-in headed anchors is not calculated and the resistance should be guaranteed by a manufacturer or determined by testing and assessment in accordance with Appendix&nbsp;A.</p>\n<p>Neither resistance to splitting failure during installation (Cl.&nbsp;6.2.6.1) nor due to loading (Cl.&nbsp;6.2.6.2) is provided and should be guaranteed by a manufacturer or determined by testing and assessment in accordance with Appendix&nbsp;A.</p>\n<h3>Blow-out failure</h3>\n<p>Blow-out failure is checked for headed anchors (Anchor type – washer) with edge distance <em>c</em> ≤ 0.5 <em>h</em><sub>ef</sub> according to Cl.&nbsp;6.2.7. Anchors are treated as a group if their spacing near the edge is <em>s</em> ≤ 4 <em>c</em><sub>1</sub>. Undercut anchors can be checked the same way but the value of <em>A</em><sub>h</sub> is unknown in the software. The blow-out failure of undercut anchors can be determined by selecting washer plate with the corresponding dimension.</p>\n<p>\\[ ϕ_{Mc} N_{Rk,cb} = ϕ_{Mc} N_{Rk,cb}^0 \\frac{A_{c,Nb}}{A_{c,Nb}^0} \\psi_{s,Nb} \\psi_{g,Nb} \\psi_{ec,Nb} \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em><sub>Mc</sub> – capacity factor for anchor failure modes connected to concrete editable in code setup; recommended value is 1/1.5 (Table&nbsp;3.2.4)</li>\n  <li>\\( N_{Rk,cb}^0 = k_5 c_1 \\sqrt{A_h} \\sqrt{f'_c} \\) – characteristic strength of a single fastener remote from the effects of adjacent fasteners and edges of the concrete member – Cl.&nbsp;6.2.7.2</li>\n  <li><em>A</em><sub>c,Nb</sub> – actual projected area for the fastener that is limited by the edges of the concrete member (<em>c</em><sub>2</sub> ≤ 2 <em>c</em><sub>1</sub>, the presence of adjacent fasteners (<em>s</em> ≤ 4 <em>c</em><sub>1</sub>) or the member thickness – Cl.&nbsp;6.2.7.3</li>\n  <li><em>A</em><sub>c,Nb</sub><sup>0</sup> = (4 <em>c</em><sub>1</sub>)<sup>2</sup> – reference projected area of a single fastener with an edge distance equal to <em>c</em><sub>1</sub> – Cl.&nbsp;6.2.7.3</li>\n  <li>\\( \\psi_{s,Nb} = 0.7+0.3 \\frac{c_2}{2 c_1} \\le 1 \\) – parameter accounting for the disturbance of stresses in the concrete due to the close proximity of the fastener to a corner of the concrete member – Cl.&nbsp;6.2.7.4</li>\n  <li>\\( \\psi_{g,Nb} = \\sqrt{n} + (1-\\sqrt{n}) \\frac{s_2}{4c_1} \\ge 1 \\) – parameter accounting for a group effect – Cl.&nbsp;6.2.7.5</li>\n  <li>\\( \\psi_{ec,Nb} = \\frac{1}{1+2 e_N / s_{cr,Nb}} \\le 1 \\) – parameter accounting for eccentricity of loading on a fastener group – Cl.&nbsp;6.2.7.6</li>\n  <li><em>k</em><sub>5</sub> – parameter related to the state of the concrete; for cracked concrete <em>k</em><sub>5</sub> = 8.7, for uncracked concrete <em>k</em><sub>5</sub> = 12.2</li>\n  <li><em>c</em><sub>1</sub> – edge distance of fastener in direction 1 towards the closest edge</li>\n  <li><em>c</em><sub>2</sub> – edge distance of fastener perpendicular to direction 1 that is the smallest edge distance in a narrow member with multiple edge distances</li>\n  <li><em>A</em><sub>h</sub> – area of the load-bearing head of the fastener; for circular washer plate \\( A_h = \\frac{\\pi}{4} \\left ( d_h^2 - d^2 \\right \\), for rectangular washer plate \\( A_h = a_{wp}^2 - \\frac{\\pi}{4} d^2 \\)</li>\n  <li><em>f'</em><sub>c</sub> – characteristic compressive strength of concrete</li>\n  <li><em>n</em> – number of fasteners in a row parallel to the edge of the concrete member</li>\n  <li><em>s</em><sub>2</sub> – spacing of fasteners in a group perpendicular to direction 1</li>\n  <li><em>s</em><sub>cr,Nb</sub> = 4 <em>c</em><sub>1</sub> – spacing that is required for a fastener to develop its characteristic tensile strength against blow-out failure</li>\n</ul>\n<h3>Steel failure in shear</h3>\n<p>Steel failure in shear is determined according to Cl.&nbsp;7.2.2. It is assumed that the anchor is made of threaded rod with the same material properties as bolts.</p>\n<h4>Shear force without lever arm</h4>\n<p>Shear force without lever arm is assumed if stand-off – direct is selected. It is assumed that fasteners are from ductile steel and factor <em>k</em><sub>7</sub> = 1. Each fastener is checked separately. The resistance is determined according to AS&nbsp;5216 – Cl.&nbsp;7.2.2.2 and AS&nbsp;4100 – Cl.&nbsp;9.2.2.1:</p>\n<p>\\[ ϕ_{Ms} V_{Rk,s} = ϕ_{Ms} 0.62 f_{uf} A \\]</p>\n<p>where:</p>\n<ul>\n  <li>\\( ϕ_{Ms} = f_{yf} / f_{uf} \\le 0.8 \\) when <em>f</em><sub>uf</sub> ≤ 800&nbsp;MPa and <em>f</em><sub>yf</sub> / <em>f</em><sub>uf</sub> ≤ 0.8; <em>ϕ</em><sub>Ms</sub> = 2/3 otherwise – capacity factor for steel failure in shear (Table&nbsp;3.2.4)</li>\n  <li><em>f</em><sub>uf</sub> – minimum tensile strength of the bolt as specified in AS&nbsp;4100 Table&nbsp;9.2.1</li>\n  <li><em>A</em> – area of a bolt equal either to <em>A</em><sub>c</sub> or <em>A</em><sub>o</sub> which are minor diameter area of the bolt as defined in AS&nbsp;1275 or nominal plain shank area of the bolt, respectively</li>\n</ul>\n<p>For fasteners with <em>h</em><sub>ef</sub> / d &lt; 5 in concrete having <em>f’</em><sub>c</sub> &lt; 20&nbsp;MPa, <em>V</em><sub>Rk,s</sub> is multiplied by a factor equal to 0.8.</p>\n<h4>Shear force with lever arm</h4>\n<p>Steel shear strength with lever arm is calculated according to Cl.&nbsp;7.2.2.3:</p>\n<p>\\[ ϕ_{Ms} V_{Rk,s,M} = ϕ_{Ms} \\frac{\\alpha_M M_{Rk,s}}{l_a} \\]</p>\n<p>where:</p>\n<ul>\n  <li>\\( ϕ_{Ms} = f_{yf} / f_{uf} \\le 0.8 \\) when <em>f</em><sub>uf</sub> ≤ 800&nbsp;MPa and <em>f</em><sub>yf</sub> / <em>f</em><sub>uf</sub> ≤ 0.8; <em>ϕ</em><sub>Ms</sub> = 2/3 otherwise – capacity factor for steel failure in shear (Table&nbsp;3.2.4)</li>\n  <li><em>α</em><sub>M</sub> = 2 – parameter accounting for the degree of restraint, fixture is assumed to be prevented from rotating – Cl.&nbsp;4.2.2.4</li>\n  <li>\\( M_{Rk,s} = M_{Rk,s}^0 \\left ( 1- \\frac{N^*}{ϕ_{Ms} N_{Rk,s}} \\right ) \\) – characteristic flexural strength of the fastener influenced by the axial load</li>\n  <li><em>l</em><sub>a</sub> = <em>a</em><sub>3</sub> + <em>e</em><sub>1</sub> – length of the lever arm</li>\n  <li><em>a</em><sub>3</sub> = 0.5 <em>d</em> – distance between the assumed point of restraint of the fastener loaded in shear and the surface of the concrete</li>\n  <li><em>e</em><sub>1</sub> = <em>t</em><sub>g</sub> + <em>t</em><sub>fix</sub> / 2 – eccentricity of the applied shear load relative to the concrete surface, neglecting the thickness of a levelling grout or mortar</li>\n  <li><em>t</em><sub>g</sub> – thickness of grout layer</li>\n  <li><em>t</em><sub>fix</sub> – thickness of base plate</li>\n  <li><em>d</em> – nominal diameter of the fastener</li>\n  <li><em>N</em>* – design tension load</li>\n  <li><em>ϕ</em><sub>Ms</sub> <em>N</em><sub>Rk,s</sub> – tensile strength of a fastener to steel failure</li>\n  <li><em>M</em><sub>Rk,s</sub><sup>0</sup> = 1.2 <em>W</em><sub>el</sub> <em>f</em><sub>uf</sub> – characteristic flexural strength of the fastener – ETAG&nbsp;001 – Annex&nbsp;C</li>\n  <li><em>W</em><sub>el</sub> = π <em>d</em><sup>3</sup> / 32 – elastic section modulus of the fastener, the diameter reduced by threads, \\( d_s = \\sqrt{\\frac{4 A_s}{\\pi}} \\), is used instead of nominal diameter, <em>d</em>, if Shear plane in thread is selected</li>\n</ul>\n<h3>Concrete edge failure</h3>\n<p>Concrete edge failure is checked according to Cl.&nbsp;7.2.3. If concrete cones of fasteners intersect, they are checked as a group. The edges in the direction of the shear load are checked. All load at a base plate is presumed to be transferred by a fastener near the checked edge.</p>\n<p>\\[ ϕ_{Mc} V_{Rk,c} = ϕ_{Mc} V_{Rk,c}^0 \\frac{A_{c,V}}{A_{c,V}^0} \\psi_{s,V} \\psi_{h,V} \\psi_{ec,V} \\psi_{\\alpha,V} \\psi_{re,V} \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em><sub>Mc</sub> – capacity factor for anchor failure modes connected to concrete editable in code setup; recommended value is 1/1.5 (Table&nbsp;3.2.4)</li>\n  <li>\\( V_{Rk,c}^0 = k_9 d^{\\alpha} l_f^{\\beta} \\sqrt{f'_c} c_1^{1.5} \\) – initial value of the characteristic shear strength of the fastener – Cl.&nbsp;7.2.3.2</li>\n  <li><em>A</em><sub>c,V</sub> – actual area of idealised concrete break-out body – Cl.&nbsp;7.2.3.3</li>\n  <li><em>A</em><sub>c,V</sub><sup>0</sup> = 4.5 <em>c</em><sub>1</sub><sup>2</sup> – reference projected area of failure cone – Cl.&nbsp;7.2.3.3</li>\n  <li>\\( psi_{s,V} = 0.7 + 0.3 \\frac{c_2}{1.5 c_1} \\le 1 \\) – parameter accounting for the disturbance to the distribution of stresses in the concrete member – Cl.&nbsp;7.2.3.4</li>\n  <li>\\( \\psi_{h,V} = \\left ( \\frac{1.5 c_1}{h} \\right ) ^{0.5} \\ge 1 \\) – parameter accounting for the influence of member thickness – Cl.&nbsp;7.2.3.5</li>\n  <li>\\( \\psi_{ec,V} = \\frac{1}{1+2 e_V / (3c_1)} \\le 1 \\) – parameter accounting for the eccentricity of the resultant load in a fastener group – Cl.&nbsp;7.2.3.6</li>\n  <li>\\( \\psi_{\\alpha,V} = \\sqrt{\\frac{1}{(\\cos \\alpha_V)^2 + (0.5 \\sin \\alpha_V)^2}} \\ge 1 \\) – parameter accounting for the angle of the applied load – Cl.&nbsp;7.2.3.7</li>\n  <li><em>ψ</em><sub>re,V</sub> = 1 – parameter accounting for the shell spalling effect – Cl.&nbsp;7.2.3.8, no edge reinforcement or stirrups are assumed</li>\n  <li><em>k</em><sub>9</sub> – parameter accounting for the state of the concrete; for cracked concrete <em>k</em><sub>9</sub> = 1.7, for uncracked concrete <em>k</em><sub>9</sub> = 2.4</li>\n  <li><em>d</em> – nominal diameter of the fastener</li>\n  <li>\\( \\alpha = 0.1 \\left ( \\frac{l_f}{c_1} \\right ) ^{0.5} \\)</li>\n  <li>\\( \\beta = 0.1 \\left ( \\frac{d}{c_1} \\right ) ^{0.2} \\)</li>\n  <li><em>l</em><sub>f</sub> = <em>h</em><sub>ef</sub> ≤ 12 <em>d</em> where <em>d</em> ≤ 24&nbsp;mm; <em>l</em><sub>f</sub> = <em>h</em><sub>ef</sub> ≤ max (8 <em>d</em>, 300&nbsp;mm) where <em>d</em> &gt; 24&nbsp;mm – parameter related to the length of the fastener</li>\n  <li><em>f'</em><sub>c</sub> – characteristic compressive cylinder strength of concrete at 28 days</li>\n  <li><em>c</em><sub>1</sub> – edge distance of fastener to the investigated edge; according to Cl.&nbsp;7.2.3.9, for a narrow member, <em>c</em><sub>2,max</sub> &lt; 1.5 <em>c</em><sub>1</sub> that is also deemed to be thin, <em>h</em> &lt; 1.5 <em>c</em><sub>1</sub>, <em>c'</em><sub>1</sub> is used in previous equations instead of <em>c</em><sub>1</sub>; the reduced <em>c'</em><sub>1</sub> = max (<em>c</em><sub>2,max</sub> / 1.5, <em>h</em>/ 1.5, <em>s</em><sub>c,max</sub> / 3)</li>\n  <li><em>c</em><sub>2</sub> – the smaller edge distance of fastener in the direction perpendicular to the investigated edge</li>\n  <li><em>h</em> – concrete member thickness</li>\n  <li><em>e</em><sub>V</sub> – eccentricity of the resultant shear force acting on a group of fasteners relative to the centre of gravity of the fasteners loaded in shear</li>\n  <li><em>α</em><sub>V</sub> – angle between the applied load to the fastener or fastener group and the direction perpendicular to the free edge under consideration, 0° &lt; <em>α</em><sub>V</sub> &lt; 90°</li>\n  <li><em>h</em><sub>ef</sub> – effective embedment depth of the fastener</li>\n</ul>\n<p>According to Cl.&nbsp;6.2.8, the supplementary reinforcement may be used to transfer forces causing concrete edge failure and/or concrete pryout failure. Such reinforcement should be designed in accordance with AS&nbsp;3600.</p>\n<h3>Concrete pry-out failure</h3>\n<p>Concrete pry-out failure is checked according to Cl.&nbsp;7.2.4. All anchors at one base plate are assumed to be loaded in shear and the concrete breakout resistance, <em>N</em><sub>Rk,c</sub>, used in the calculation, is calculated with the assumptions of all anchors loaded in tension without any eccentricity. No supplementary reinforcement is assumed.</p>\n<p>\\[ ϕ_{Mc} V_{Rk,cp} = ϕ_{Mc} k_8 N_{Rk,c} \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em><sub>Mc</sub> – capacity factor for anchor failure modes connected to concrete editable in code setup; recommended value is 1/1.5 (Table&nbsp;3.2.4)</li>\n  <li><em>k</em><sub>8</sub> – parameter published in the Report of Assessment, according to ETAG&nbsp;001 – Annex&nbsp;C, for <em>h</em><sub>ef</sub> &lt; 60&nbsp;mm, <em>k</em><sub>8</sub> = 1 and for <em>h</em><sub>ef</sub> ≥ 60&nbsp;mm, <em>k</em><sub>8</sub> = 2</li>\n  <li><em>N</em><sub>Rk,c</sub> – characteristic concrete cone strength for a single fastener or fastener in a group</li>\n</ul>\n<h3>Combined tension and shear loading</h3>\n<p>The resistance of a fastener loaded by combined tension and shear is determined according to Chapter 8.</p>\n<h4>Steel failure</h4>\n<p>An assessment of the performance under combined tension and shear loading of the fastener is based on AS&nbsp;4100:</p>\n<p>\\[ \\left ( \\frac{N^*}{ϕ_{Ms} N_{Rk,s}} \\right ) ^2 + \\left ( \\frac{V^*}{ϕ_{Ms} V_{Rk,s}} \\right ) ^2 \\le 1.0 \\]</p>\n<h4>Concrete failure</h4>\n<p>Failure modes other than steel are checked according to Cl.&nbsp;8.2.1:</p>\n<p>\\[ \\left ( \\frac{N^*}{ϕ_{Mc} N_{Rk,i}} \\right ) ^{1.5} + \\left ( \\frac{V^*}{ϕ_{Mc} V_{Rk,i}} \\right ) ^{1.5} \\le 1.0 \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>N*</em> – design tension force applied to a single fastener or group</li>\n  <li><em>V*</em> – design shear force applied to a single fastener or group</li>\n  <li><em>N</em><sub>Rk,i</sub> – characteristic tensile strength of fastener or group to failure mode ‘i’</li>\n  <li><em>V</em><sub>Rk,i</sub> – characteristic shear strength of fastener or group to failure mode ‘i’</li>\n  <li>\\( ϕ_{Ms} = \\frac{5 f_{yf}}{6 f_{uf}} \\) – capacity factor for steel failure in tension (Table&nbsp;3.2.4)</li>\n  <li><em>ϕ</em><sub>Ms</sub> = <em>f</em><sub>yf</sub> / <em>f</em><sub>uf</sub> ≤ 0.8 when <em>f</em><sub>uf</sub> ≤ 800&nbsp;MPa and <em>f</em><sub>yf</sub> / <em>f</em><sub>uf</sub> ≤ 0.8; <em>ϕ</em><sub>Ms</sub> = 2/3 otherwise – capacity factor for steel failure in shear (Table&nbsp;3.2.4)</li>\n  <li><em>ϕ</em><sub>Mc</sub> – capacity factor for anchor failure modes connected to concrete editable in code setup; recommended value is 1/1.5 (Table&nbsp;3.2.4)</li>\n</ul>\n<h2>Stand-off anchors</h2>\n<p>Anchors with stand-off are designed as beam member according to AS&nbsp;4100 with capacity factors of bolts. The assumed length of the member is the sum of the height of gap, half of nominal diameter thickness and half of the base plate thickness. Stand-off anchors are usually checked as a construction stage before grouting.</p>\n<h3>Bending capacity</h3>\n<p>Bending capacity is determined according to AS&nbsp;4100, Cl. 5.1.</p>\n<p><em>M*</em> ≤ <em>ϕ M</em><sub>s</sub></p>\n<p>where:</p>\n<ul>\n  <li><em>M*</em> – bending moment acting on anchor determined by finite element method</li>\n  <li><em>ϕ</em> = 0.8 – capacity factor for bolts</li>\n  <li><em>M</em><sub>s</sub> = <em>f</em><sub>y</sub> <em>Z</em><sub>e</sub> – section moment capacity for bending</li>\n  <li><em>f</em><sub>y</sub> – anchor yield strength</li>\n  <li><em>Z</em><sub>e</sub> = min {<em>S</em>, 1.5 · <em>Z</em>} – effective section modulus – Cl.&nbsp;5.2.3</li>\n  <li>\\( S = \\frac{d^3}{6} \\) – plastic section modulus; if Shear plane in thread is selected, nominal diameter <em>d</em> is replaced by diameter reduced by threads, <em>d</em><sub>s</sub></li>\n  <li>\\( Z = \\frac{1}{32} \\pi d^3 \\) – elastic section modulus; if Shear plane in thread is selected, nominal diameter <em>d</em> is replaced by diameter reduced by threads, <em>d</em><sub>s</sub></li>\n</ul>\n<h3>Shear capacity</h3>\n<p>Shear capacity is determined according to AS&nbsp;4100, Cl. 5.11.</p>\n<p><em>V*</em> ≤ <em>ϕ V</em><sub>w</sub></p>\n<p>where:</p>\n<ul>\n  <li><em>V*</em> – design shear force</li>\n  <li><em>ϕ</em> = 0.8 – capacity factor for bolts</li>\n  <li><em>V</em><sub>w</sub> = 0.6 <em>f</em><sub>y</sub> <em>A</em><sub>w</sub> – nominal shear yield capacity – Cl. 5.11.4</li>\n  <li><em>f</em><sub>y</sub> – anchor yield strength</li>\n  <li><em>A</em><sub>w</sub> = 0.844 <em>A</em><sub>s</sub> – shear area</li>\n  <li><em>A</em><sub>s</sub> – tensile stress area of a bolt as defined in AS 1275</li>\n</ul>\n<h3>Axial compression capacity</h3>\n<p>Axial compression capacity is determined according to AS&nbsp;4100, Cl. 6. Buckling is taken into account according to Cl. 6.3:</p>\n<p><em>N*</em> ≤ <em>ϕ N</em><sub>c</sub></p>\n<p>where:</p>\n<ul>\n  <li><em>N*</em> – design compressive force</li>\n  <li><em>ϕ</em> = 0.8 – capacity factor for bolts</li>\n  <li><em>N</em><sub>c</sub> = <em>α</em><sub>c</sub> <em>N</em><sub>s</sub> ≤ <em>N</em><sub>s</sub> – nominal member capacity – Cl. 6.3.3</li>\n  <li><em>N</em><sub>s</sub> = <em>k</em><sub>f</sub> <em>A</em><sub>s</sub> <em>f</em><sub>y</sub> – nominal section capacity – Cl. 6.2</li>\n  <li><em>f</em><sub>y</sub> – anchor yield strength</li>\n  <li><em>l</em><sub>e</sub> = <em>k</em><sub>e</sub> <em>l</em> – effective length – Cl. 6.3.2</li>\n  <li><em>k</em><sub>e</sub> = 2 – member effective length factor, it is assumed conservatively that the anchor is fixed and the bottom and pinned at the top as sway member</li>\n  <li><em>l</em> = <em>l</em><sub>gap</sub> + <em>d</em> / 2 + <em>t</em><sub>p</sub> / 2 – assumed length of the member</li>\n  <li><em>l</em><sub>gap</sub> – gap height</li>\n  <li><em>d</em> – nominal bolt diameter</li>\n  <li><em>t</em><sub>p</sub> – base plate thickness</li>\n  <li>\\( \\alpha_c = \\xi \\left \\{ 1 - \\sqrt{1- \\left ( \\frac{90}{\\xi \\lambda} \\right )^2 } \\right \\} \\) – compression member slenderness reduction factor – Cl. 6.3.3</li>\n  <li>\\( \\xi = \\frac{\\left( \\frac{\\lambda}{90} \\right)^2 + 1 + \\eta}{2 \\left( \\frac{\\lambda}{90} \\right)^2} \\) – compression member factor – Cl.&nbsp;6.3.3</li>\n  <li>\\( \\lambda = \\lambda_n + \\alpha_a \\alpha_b \\) – slenderness ratio – Cl.&nbsp;6.3.3</li>\n  <li>\\( \\eta = 0.00326 (\\lambda-13.5) \\) – compression member imperfection factor – Cl.&nbsp;6.3.3</li>\n  <li>\\( \\lambda_n = \\frac{l_e}{r} \\sqrt{k_f} \\sqrt{\\frac{f_y}{250}} \\) – modified compression member slenderness – Cl.&nbsp;6.3.3</li>\n  <li><em>k</em><sub>f</sub> = 1 – form factor – Cl.&nbsp;6.2.2</li>\n  <li>\\( r = \\sqrt{\\frac{I_s}{A_s}} \\) – radius of gyration</li>\n  <li>\\( I_s = \\frac{1}{64} \\pi d_s^4 \\) – moment of inertia</li>\n  <li><em>A</em><sub>s</sub> – tensile stress area of a bolt as defined in AS 1275</li>\n  <li>\\( d_s = \\sqrt{\\frac{4 A_s}{\\pi}} \\) – diameter reduced by threads</li>\n  <li>\\( \\alpha_a = \\frac{2100 (\\lambda_n - 13.5)}{\\lambda_n^2 - 15.3 \\lambda_n + 2050} \\) – compression member factor – Cl.&nbsp;6.3.3</li>\n  <li><em>α</em><sub>b</sub> = 0.5 – compression member section constant - Table 6.3.3</li>\n</ul>\n<h3>Axial tension capacity</h3>\n<p>Axial tension capacity is determined according to AS 4100, Cl. 7:</p>\n<p><em>N*</em> ≤ <em>ϕ N</em><sub>t</sub></p>\n<p>where:</p>\n<ul>\n  <li><em>N*</em> – design tensile force</li>\n  <li><em>ϕ</em> = 0.8 – capacity factor for bolts</li>\n  <li><em>N</em><sub>t</sub> = <em>A</em><sub>s</sub> <em>f</em><sub>y</sub> – nominal section capacity of a bolt in tension – Cl. 7.2</li>\n  <li><em>A</em><sub>s</sub> – tensile stress area of a bolt as specified in AS 1275</li>\n  <li><em>f</em><sub>y</sub> – anchor yield strength</li>\n</ul>\n<h3>Interaction of loading</h3>\n<p>If an anchor with stand-off is loaded by shear load and the compressive force, check of interaction of loading is performed:</p>\n<p>\\[ \\frac{N^*}{\\phi N_c} + \\frac{M^*}{\\phi M_s} \\le 1 \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>N*</em> – design compressive force</li>\n  <li><em>ϕ</em> = 0.8 – capacity factor for bolts</li>\n  <li><em>N</em><sub>c</sub> – compressive resistance</li>\n  <li><em>M*</em> – design bending moment due to shear on a lever arm</li>\n  <li><em>M</em><sub>s</sub> – bending resistance</li>\n</ul>\n<p>Additionally, the checks of steel shear failure and concrete shear failures (concrete edge failure, concrete pryout failure) are performed.</p>\n<p>If an anchor with stand-off is loaded by shear load and tensile force, check of interaction of loading is performed:</p>\n<p>\\[ \\frac{N_{tf}^*}{\\phi N_{t}} + \\frac{M^*}{\\phi M_s} \\le 1 \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>N*</em><sub>tf</sub> – design tensile force</li>\n  <li><em>ϕ</em> = 0.8 – capacity factor for bolts</li>\n  <li><em>N</em><sub>t</sub> – tensile resistance</li>\n  <li><em>M*</em> – design bending moment due to shear on a lever arm</li>\n  <li><em>M</em><sub>s</sub> – bending resistance</li>\n</ul>\n<p>Additionally, the checks of steel shear failure and concrete failures due to tension and shear are performed.</p>"
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                                                                                                    "value": "<h3>Bolts</h3>\n<p><strong>Minimum pitch</strong> (distance between centres of bolt holes) shall not be less than 2.5 times the nominal bolt diameter. The value is recommended in Clause 9.5.1 and is editable in Code setup.</p>\n<p><strong>Minimum edge distance</strong> (distance between centre of the bolt hole to the plate edge) shall not be less than 1.25 times the nominal bolt diameter. The value is recommended in Clause 9.5.2 for rolled edges and can be modified in Code setup.</p>\n<h3>Welds</h3>\n<p>Minimum size of a fillet weld is checked according to Clause 9.6.3.2 and should be the lesser of the thinner part joined thickness and the value in the following table:</p>\n<figure data-asset-id=\"5bdff1e1-d3dc-4667-b56b-68431db45358\" data-image-id=\"5bdff1e1-d3dc-4667-b56b-68431db45358\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6d5dd8d2-12c0-414d-8051-e1d6a4be15d6/weld%20detailing.PNG\" data-asset-id=\"5bdff1e1-d3dc-4667-b56b-68431db45358\" data-image-id=\"5bdff1e1-d3dc-4667-b56b-68431db45358\" alt=\"\"></figure>\n<p>The weld size is assumed as \\( \\sqrt{2} \\) times the weld throat thickness.</p>\n<h3>Anchors</h3>\n<p>Minimum spacing between anchors should be <em>s</em> ≥ 4<em>d</em> where <em>d</em> is nominal diameter of the anchor. The factor 4 is editable in Code setup.</p>\n<p>Minimum edge distance follows the rules for bolts, i.e. it shall not be less than 1.25 times the nominal bolt diameter. The value is recommended in Clause 9.5.2 for rolled edges and can be modified in Code setup.</p>"
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                                                                                                            "value": "<p>Joints are classified according to joint stiffness to:</p>\n<ul>\n  <li>Rigid – joints with insignificant change of original angles between members,</li>\n  <li>Semirigid – joints which are assumed to have the capacity to furnish a dependable and known degree of flexural restraint,</li>\n  <li>Simple – joints which do not develop bending moments.</li>\n</ul>\n<p>Australian standard AS&nbsp;4100, Cl.&nbsp;4.2 does not provide exact boundaries so the joints are classified according to the commentary in AISC&nbsp;360-16, Cl.&nbsp;B3.4.</p>\n<ul>\n  <li>Rigid – \\( \\frac{S_{j,ini} L_b}{E I_b} \\ge 20 \\)</li>\n  <li>Semirigid – \\( 2 &lt; \\frac{S_{j,ini} L_b}{E I_b} &lt; 20 \\)</li>\n  <li>Simple – \\( \\frac{S_{j,ini} L_b}{E I_b} \\le 2 \\)</li>\n</ul>\n<p>where:</p>\n<ul>\n  <li><em>S</em><sub>j,ini</sub> – initial stiffness of the joint; the joint stiffness is assumed linear up to the 2/3 of <em>M</em><sub>j,Rd</sub></li>\n  <li><em>L</em><sub>b</sub> – theoretical length of the analyzed member</li>\n  <li><em>E</em> – Young's modulus of elasticity</li>\n  <li><em>I</em><sub>b</sub> – moment of inertia of the analyzed member</li>\n  <li><em>M</em><sub>j,Rd</sub> – joint design moment resistance</li>\n</ul>"
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                                                                                                                    "value": "<p>Capacity design is a part of <a data-item-id=\"6e3266dc-9a87-43ba-963e-c835b1616942\" href=\"\">seismic</a> check and ensures that the joint has sufficient deformation capacity.</p>\n<p>The objective of capacity design is to confirm a building undergoes controlled ductile behavior in order to avoid collapse in a design-level earthquake. Capacity design is missing in Australian standard so New Zealand standard is used instead. Plastic hinge is expected to appear in dissipative item and all non-dissipative items of the joint must be able to safely transfer forces due to the yielding in the dissipative item. The dissipative item is usually a beam in moment resisting frame but it may also be e.g. an end plate. The safety factor is not used for dissipative items. The yield strength of the dissipative item is calculated as <em>F</em><sub>y,max</sub> = 0.9 <em>ϕ</em><sub>os</sub> <em>ϕ</em><sub>om</sub><em>f</em><sub>y</sub>, where:</p>\n<ul>\n  <li><em>ϕ</em><sub>os</sub> – strain-hardening factor; the recommended values are <em>ϕ</em><sub>os</sub> = 1.15 for beam in moment resisting frame, <em>γ</em><sub>sh</sub> = 1.0 otherwise; editable in operation</li>\n  <li><em>ϕ</em><sub>om</sub> – overstrength factor – EN 1998-1, Cl.&nbsp;6.2; the recommended value is <em>ϕ</em><sub>om</sub> = 1.3; editable in materials</li>\n</ul>\n<p>The material diagram is modified according to the following figure:</p>\n<figure data-asset-id=\"5933ab0d-9c8a-4f8c-920c-6f38f68ccea8\" data-image-id=\"5933ab0d-9c8a-4f8c-920c-6f38f68ccea8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c2d1b270-d2f2-46fd-ad58-dbd8122b9c17/Capacity_design.PNG\" data-asset-id=\"5933ab0d-9c8a-4f8c-920c-6f38f68ccea8\" data-image-id=\"5933ab0d-9c8a-4f8c-920c-6f38f68ccea8\" alt=\"\"></figure>\n<p>The increased strength of the dissipative item allows for the input of loads that cause the plastic hinge to appear in dissipative item. In the case of moment resisting frame and beam as the dissipative item, the beam should be loaded by <em>M</em><em><sub>y</sub></em> = <em>f</em><sub>y,max</sub><em>W</em><sub>pl,</sub><em><sub>y</sub></em> and corresponding shear force<em>V</em><em><sub>z</sub></em> = –2 <em>M</em><em><sub>y</sub></em> / <em>L</em><sub>h</sub>, where:</p>\n<ul>\n  <li><em>f</em><sub>y</sub> – characteristic yield strength</li>\n  <li><em>W</em><sub>pl,</sub><em><sub>y</sub></em> – plastic section modulus</li>\n  <li><em>L</em><sub>h</sub> – distance between plastic hinges on the beam</li>\n</ul>\n<p>In case of asymmetric joint, the beam should be loaded by both sagging and hogging bending moments and their corresponding shear forces.</p>\n<p>The plates of dissipative items are excluded from check.</p>"
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                                                                    "value": "<h3>Butt welds</h3>\n<p>The verification of full penetration butt welds is not carried out, as it is assumed to have the same resistance as that of profile, as long as the parent material for the butt weld is superior to that of the profile (IS 800:2007, 10.5.7.1.2).</p>\n<h3>Fillet welds</h3>\n<p>Fillet welds are checked according to IS 800, Cl. 10.5.10.1.1:</p>\n<p>\\[ f_e = \\sqrt{f_a^2 + 3q^2} \\le f_{wd} = \\frac{f_u}{\\sqrt{3} \\gamma_{mw}} \\]</p>\n<p>where:</p>\n<ul>\n  <li>\t\\( f_e \\) – equivalent stress in weld</li>\n  <li>\t\\( f_a&nbsp;\\) – normal stresses, compression or tension, due to axial force or bending moment</li>\n  <li>\t\\( q&nbsp;\\) – shear stress due to shear force or tension</li>\n  <li>\t\\(&nbsp;f_{wd}&nbsp;\\) – design strength of a fillet weld</li>\n  <li>\t\\(&nbsp;f_u&nbsp;\\) – smaller of the ultimate stress of the weld or of the parent metal; the ultimate strength of the weld electrode is assumed better than of the parent metal</li>\n  <li>\t\\(&nbsp;\\gamma_{mw}&nbsp;\\) – partial safety factor for welds – IS 800, Table 5; editable in Code setup</li>\n</ul>\n<p>The weld diagrams show stress according to the following formula:</p>\n<p>\\[ \\sigma = \\sqrt{\\sigma_{\\perp}^2 + \\tau_{\\perp}^2 + 3 \\tau_{\\parallel}^2 } \\]</p>\n<figure data-asset-id=\"ffed132b-d4b9-4dd3-a7f0-980232559f11\" data-image-id=\"ffed132b-d4b9-4dd3-a7f0-980232559f11\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a1a3ce82-7d5c-4c7f-8b04-bfd8b9be0390/weld.png\" data-asset-id=\"ffed132b-d4b9-4dd3-a7f0-980232559f11\" data-image-id=\"ffed132b-d4b9-4dd3-a7f0-980232559f11\" alt=\"\"></figure>"
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                                                                            "value": "<h3>Shear capacity of bolts</h3>\n<p>The design strength of the bolt, \\(V_{dsb}\\), as governed shear strength is given by IS 800, Cl. 10.3.3:</p>\n<p>\\[ V_{sb} \\le V_{dsb} \\]</p>\n<p>where:</p>\n<ul>\n  <li>\t\\(V_{dsb} = V_{nsb}/\\gamma_{mb}\\) – design shear capacity of a bolt</li>\n  <li>\t\\(V_{nsb} = \\frac{f_{ub}}{\\sqrt{3}} A_e\\) – nominal shear capacity of a bolt</li>\n  <li>\t\\(f_{ub}\\) – ultimate tensile strength of a bolt;</li>\n  <li>\t\\(A_e\\) – area for resisting shear; \\(A_e = A_n\\) for shear plane intercepted by the threads, \\(A_e = A_s\\) for the case where threads do not occur in shear plane</li>\n  <li>\t\\(A_n\\) – net tensile stress area of the bolt</li>\n  <li>\t\\(A_s\\) – cross-section area at the shank</li>\n  <li>\t\\(\\gamma_{mb} = 1.25\\) – partial safety factor for bolts – bearing type – IS 800, Table 5; editable in Code setup</li>\n</ul>\n<p>When the grip length of bolts \\(l_g\\) (equal to the total thickness of the connected plates) is higher than \\(5d\\), the design shear capacity \\(V_{dsb}\\) is reduced by a factor \\(\\beta_{lg}\\) – IS 800, Cl. 10.3.3.2:</p>\n<p>\\[ \\beta_{lg} = \\frac{8}{3+l_g/d} &nbsp;\\]</p>\n<p>According to IS 800, Cl. 10.3.3.3, the design shear capacity of bolts carrying shear through a packing plate with the thickness \\(t_{pk} \\ge 6\\) mm shall be decreased by a factor:</p>\n<p>\\[ \\beta_{pk} = (1-0.0125 t_{pk}) \\]</p>\n<p>Each shear plane is checked separately, and the worst result is shown.</p>\n<h3>Bearing capacity of bolts</h3>\n<p>The design bearing strength of a bolt on any plate, as governed by bearing is given by IS 800, Cl. 10.3.4:</p>\n<p>\\[ V_{sb} \\le V_{dpb} \\]</p>\n<p>where:</p>\n<ul>\n  <li>\\(V_{dpb} = V_{npb} / \\gamma_{mb}\\) – design bearing strength of a bolt</li>\n  <li>\\(V_{npb} = 2.5 k_b d t f_u\\) – nominal bearing strength of a bolt</li>\n  <li>\\(k_b = \\min \\left \\{ \\frac{e}{3d_0}, \\, \\frac{p}{3d_0}-0.25, \\, \\frac{f_{ub}}{f_u}, \\, 1.0 \\right \\}\\) – factor for joint geometry and material strength</li>\n  <li>\\(e\\) – end distance of the fastener along bearing direction</li>\n  <li>\\(p\\) – pitch distance of the fastener along bearing direction</li>\n  <li>\\(f_{ub}\\) – ultimate tensile strength of the bolt</li>\n  <li>\\(f_u\\) – ultimate tensile strength of the plate</li>\n  <li>\\(d\\) – nominal diameter of the bolt</li>\n  <li>\\(d_0\\) – diameter of bolt hole</li>\n  <li>\\(t\\) – plate thickness</li>\n  <li>\\(\\gamma_{mb} = 1.25\\) – partial safety factor for bolts – bearing type – IS 800, Table 5; editable in Code setup\t</li>\n</ul>\n<p>Bearing on each plate is checked separately and the worst result is shown.</p>\n<p><br></p>\n<p>The bearing resistance is reduced for oversized and slotted holes by a factor:</p>\n<ul>\n  <li>0.7 – for oversized and short slotted holes</li>\n  <li>0.5 – for long slotted holes</li>\n</ul>\n<p>Sizes of oversized, short slotted, and long slotted holes are determined according to IS 800, Table 19.</p>\n<h3>Tension capacity of bolts</h3>\n<p>A bolt subjected to a factored tensile force is checked according to IS 800, Cl. 10.3.5:</p>\n<p>\\[ T_b \\le T_{db} \\]</p>\n<p>where:</p>\n<ul>\n  <li>\\(T_{db} = T_{nb} / \\gamma_{mb}\\) – design tensile capacity of the bolt</li>\n  <li>\\(T_{nb} = \\min \\{ 0.9 f_{ub} A_n, \\, f_{yb} A_s (\\gamma_{mb} / \\gamma_{m0}) \\}\\) – nominal tensile capacity of the bolt</li>\n  <li>\\(f_{ub}\\) – ultimate tensile strength of the bolt</li>\n  <li>\\(f_{yb}\\) – yield strength of the bolt</li>\n  <li>\\(A_n\\) – net tensile stress area of the bolt</li>\n  <li>\\(A_s\\) – cross-section area at the shank</li>\n  <li>\\(\\gamma_{mb} = 1.25\\) – partial safety factor for bolts – bearing type – IS 800, Table 5; editable in Code setup</li>\n  <li>\\(\\gamma_{m0} = 1.1\\) – partial safety factor for resistance governed by yielding – IS 800, Table 5; editable in Code setup</li>\n</ul>\n<h3>Bolt subjected to combined shear and tension</h3>\n<p>A bolt required to resist both design shear force and design tensile force at the same time shall according to IS 800, Cl. 10.3.6 satisfy:</p>\n<p>\\[ \\left( \\frac{V_{sb}}{V_{db}} \\right)^2 + \\left( \\frac{T_{b}}{T_{db}} \\right)^2 \\le 1.0 \\]</p>\n<p>where:</p>\n<ul>\n  <li>\\(V_{sb}\\) – factored shear force</li>\n  <li>\\(V_{db} = \\min \\{ V_{dsb}, \\, V_{dpb} \\}\\) – design shear resistance of the bolt – IS 800, Cl. 10.3.2</li>\n  <li>\\(V_{dsb}\\) – design shear resistance</li>\n  <li>\\(V_{dpb}\\) – design bearing resistance</li>\n  <li>\\(T_b\\) – factored tensile force</li>\n  <li>\\(T_{db}\\) – design tensile capacity of the bolt</li>\n</ul>"
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                                                                                    "value": "<h3>Slip resistance</h3>\n<p>Slip resistance of preloaded bolt is checked according to IS 800, Cl. 10.4.3:</p>\n<p>\\[ V_{sf} \\le V_{dsf} \\]</p>\n<p>where:</p>\n<ul>\n  <li>\\(V_{dsf} = V_{nsf} / \\gamma_{mf}\\) – design shear capacity of a bolt as governed by slip for friction type connection</li>\n  <li>\\(V_{nsf} = \\mu_f n_e K_h F_0\\) – nominal shear capacity of a bolt as governed by slip for friction type connection</li>\n  <li>\\(\\mu_f\\) – coefficient of friction (slip factor) as specified in IS 800, Table 20; editable in Code setup</li>\n  <li>\\(n_e = 1\\) – number of effective interfaces offering frictional resistance to slip; each shear plane is checked separately</li>\n  <li>\\(K_h\\) – factor for bolt holes; \\(K_h = 1.0\\) for fasteners in standard holes, \\(K_h = 0.85\\) for fasteners in oversized and short slotted holes, \\(K_h = 0.7\\) for fasteners in long slotted holes</li>\n  <li>\\(\\gamma_{mf}\\) – partial safety factor for bolts – friction type – IS 800, Table 5, \\(\\gamma_{mf}=1.10\\) if slip resistance is designed at service load, \\(\\gamma_{mf}= 1.25\\) if slip resistance is designed at ultimate load; editable in Code setup</li>\n  <li>\\(F_0 = A_n f_0\\) – minimum bolt tension (proof load) at installation</li>\n  <li>\\(A_n\\) – net tensile stress area of the bolt</li>\n  <li>\\(f_0 = 0.7 f_{ub}\\) – proof stress</li>\n</ul>\n<p>Capacity after slipping (IS 800, Cl. 10.4.4) should be checked by switching bolt type from friction to bearing – tension/shear interaction for design capacity at ultimate load.</p>\n<h3>Tension capacity of bolts</h3>\n<p>A bolt subjected to a factored tensile force is checked according to IS 800, Cl. 10.3.5:</p>\n<p>\\[ T_f \\le T_{df} \\]</p>\n<p>where:</p>\n<ul>\n  <li>\\(T_{df} = T_{nf} / \\gamma_{mf}\\) – design tensile capacity of the friction bolt</li>\n  <li>\\(T_{nf} = \\min \\{ 0.9 f_{ub} A_n, \\, f_{yb} A_s (\\gamma_{mf} / \\gamma_{m0}) \\}\\) – nominal tensile capacity of the friction bolt</li>\n  <li>\\(f_{ub}\\) – ultimate tensile strength of the bolt</li>\n  <li>\\(f_{yb}\\) – yield strength of the bolt</li>\n  <li>\\(A_n\\) – net tensile stress area of the bolt</li>\n  <li>\\(A_s\\) – cross-section area at the shank</li>\n  <li>\\(\\gamma_{mf}\\) – partial safety factor for bolts – friction type – IS 800, Table 5, \\(\\gamma_{mf}=1.10\\) if slip resistance is designed at service load, \\(\\gamma_{mf}= 1.25\\) if slip resistance is designed at ultimate load; editable in Code setup</li>\n  <li>\\(\\gamma_{m0} = 1.1\\) – partial safety factor for resistance governed by yielding – IS 800, Table 5; editable in Code setup</li>\n</ul>\n<p>Prying forces are determined by finite element analysis and are included in the tensile force.</p>\n<h3>Friction bolt subjected to combined shear and tension</h3>\n<p>A bolt required to resist both design shear force and design tensile force at the same time shall according to IS 800, Cl. 10.3.6 satisfy:</p>\n<p>\\[ \\left( \\frac{V_{sf}}{V_{df}} \\right)^2 + \\left( \\frac{T_{f}}{T_{df}} \\right)^2 \\le 1.0 \\]</p>\n<p>where:</p>\n<ul>\n  <li>\\(V_{sf}\\) – applied factored shear at design load</li>\n  <li>\\(V_{df}\\) – design shear strength</li>\n  <li>\\(T_f\\) – externally applied factored tension at design load</li>\n  <li>\\(T_{df}\\) – design tension strength</li>\n</ul>"
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                                                                                            "value": "<h3>Concrete in bearing</h3>\n<p>Two options for checking of concrete in bearing are available:</p>\n<ol>\n  <li>&nbsp;According to IS 800, Cl. 7.4</li>\n  <li>&nbsp;According to IS 456, Cl. 34.4</li>\n</ol>\n<h4>Concrete in bearing checked according to IS 800, Cl. 7.4</h4>\n<p>The maximum bearing pressure should not exceed the bearing strength equal to \\(0.6 f_{ck}\\), where \\(f_{ck}\\) is the characteristic cube strength of concrete. The strength of grout is assumed to be higher than that of concrete foundation. Cl. 7.4.3.1 provides the formula for the minimum thickness of column bases:</p>\n<p>\\[ t_s = \\sqrt{2.5 w c^2 \\gamma_{m0} / f_y} &gt; t_f \\]</p>\n<p>where:</p>\n<ul>\n  <li>&nbsp;\\(w\\) – uniform pressure from below on the slab base under the factored load axial compression</li>\n  <li>&nbsp;\\(c\\) – overlap of the column base over the column</li>\n  <li>&nbsp;\\(f_y\\) – yield strength of the column base</li>\n  <li>&nbsp;\\(t_f\\) – column flange thickness</li>\n  <li>&nbsp;\\(\\gamma_{m0} = 1.1\\) – partial safety factor for resistance governed by yielding – IS 800, Table 5; editable in Code setup</li>\n</ul>\n<p>The formula can be rewritten to determine the overlap with the assumption that \\(w = 0.6 f_{ck}\\):</p>\n<p>\\[ c = t_s \\sqrt{\\frac{f_y}{1.5 f_{ck} \\gamma_{m0}}} \\]</p>\n<p>The area \\(A_{c,eff}\\) is determined by offsetting the column (with stiffeners) cross-sectional area intersecting the base plate by overlap \\(c\\). Another area, \\(A_{FEM,eff}\\) determining the area in contact between the base plate and concrete foundation (grout) by finite element analysis. The area resisting the compressive forces, \\(A_{eff}\\) is intersection of these two areas, \\(A_{c,eff}\\) and \\(A_{FEM,eff}\\). Bearing strength \\(0.6 f_{ck}\\) on this area \\(A_{eff}\\) is assumed at the ultimate limit state.</p>\n<p>The check of concrete in the bearing is performed in a form of stresses:</p>\n<p>\\[ \\sigma_c \\le w \\]</p>\n<p>where:</p>\n<ul>\n  <li>&nbsp;\\(\\sigma_c = \\frac{N_c}{A_{eff}}\\) – average bearing stress below the base plate</li>\n  <li>&nbsp;\\(N_c\\) – compressive force</li>\n  <li>&nbsp;\\(w = 0.6 f_{ck}\\) – bearing resistance of the concrete</li>\n</ul>\n<h4>Concrete in bearing checked according to IS 456, Cl. 34.4.</h4>\n<p>The maximum bearing pressure should not exceed the bearing strength equal to \\(0.45 f_{ck} \\cdot \\min \\left \\{ \\sqrt{\\frac{A_1}{A_2}}, \\, 2 \\right \\} \\), where:</p>\n<ul>\n  <li>&nbsp;\\(f_{ck}\\) – characteristic cube strength of concrete; strength of grout is assumed higher than that of concrete foundation</li>\n  <li>&nbsp;\\(A_1\\) – supporting area taken as the area of the lower base of the largest frustum of a pyramid or cone contained wholly within the footing and having for its upper base, the area actually loaded and having side slope of one vertical to two horizontal</li>\n  <li>&nbsp;\\(A_2\\) – bearing area determined by finite element analysis (equal to \\(A_{FEM,eff}\\))</li>\n</ul>\n<p>The check of concrete in the bearing is performed in a form of stresses:</p>\n<p>\\[ \\sigma_c \\le w \\]</p>\n<p>where:</p>\n<ul>\n  <li>&nbsp;\\(\\sigma_c = \\frac{N_c}{A_{2}}\\) – average bearing stress below the base plate</li>\n  <li>&nbsp;\\(N_c\\) – compressive force</li>\n  <li>&nbsp;\\(w = 0.45 f_{ck} \\cdot \\min \\left \\{ \\sqrt{\\frac{A_1}{A_2}}, \\, 2 \\right \\}\\) – bearing resistance of the concrete</li>\n</ul>\n<h2>Transfer of shear</h2>\n<p>The shear action at the base plate is assumed to be transferred from the column to the concrete foundation by:</p>\n<ol>\n  <li>Friction between base plate and concrete/grout</li>\n  <li>Shear lug</li>\n  <li>Anchor bolts</li>\n</ol>\n<h3>Anchors</h3>\n<p>The tensile forces in anchors include prying forces and are determined by finite element analysis.</p>\n<p>Anchors are not checked in the software.</p>"
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                                                                                                    "value": "<h3>Bolts</h3>\n<p>Bolt minimum spacing is according to IS 800, Cl. 10.2.2: Centre to centre of the bolt should be larger than \\(2.5 \\cdot d\\), where \\(d\\) is nominal bolt diameter.</p>\n<p>Minimum end and edge distances measured from the centreline of the bolt are taken according to IS 800, Cl. 10.2.4 as \\(1.5 \\cdot d_0\\), where \\(d_0\\) is the standard hole diameter according to IS 800, Table 19.</p>\n<p>The grip length of bolts should be limited to \\(8d\\) according to IS 800, Cl. 10.3.3.2.</p>\n<h3>Welds</h3>\n<p>Minimal size of welds is checked according to IS 800, Table 21:</p>\n<table><tbody>\n  <tr><td><strong>Thickness of thicker part [mm]</strong></td><td><strong>Minimal weld size [mm]</strong></td></tr>\n  <tr><td>\\(t \\le 10 \\)</td><td>3</td></tr>\n  <tr><td>\\( 10 &lt; t \\le 20 \\)</td><td>5</td></tr>\n  <tr><td>\\( 20 &lt; t \\le 32 \\)&nbsp;</td><td>6</td></tr>\n  <tr><td>\\( 32 &lt; t \\)</td><td>10</td></tr>\n</tbody></table>\n<p>Note that weld size is assumed as throat thickness multiplied by \\(\\sqrt{2}\\).</p>\n<h3>Column base</h3>\n<p>Column base thickness should be larger than the thickness of column flange according to IS 800, Cl. 7.4.3.1.</p>"
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                                                                                                            "value": "The objective of capacity design is to confirm a building undergoes controlled ductile behaviour in order to avoid collapse in a design-level earthquake. "
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                                                                                                            "value": "<p>Plastic hinge is expected to appear in dissipative item and all non-dissipative items of the joint must be able to safely transfer forces due to the yielding in the dissipative item. The dissipative item is usually a beam in moment resisting frame.&nbsp;The safety factor is not used for dissipative items:</p>\n<p>Two factors are assigned to the dissipative item:</p>\n<ul>\n  <li>\\(\\gamma_{ov}\\) – overstrength factor – IS 800, Cl. 12; the recommended value is \\(\\gamma_{ov} = 1.2\\); editable in materials</li>\n  <li>\\(\\gamma_{sh}\\) – strain-hardening factor; the recommended value is \\(\\gamma_{sh} = 1.0\\); editable in operation</li>\n</ul>\n<figure data-asset-id=\"ddc1fc96-f9c5-4d2d-9ca5-5150ad9bce19\" data-image-id=\"ddc1fc96-f9c5-4d2d-9ca5-5150ad9bce19\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/278940a1-f39c-4dc3-baa9-ee0915804701/Steel%20connection%20capacity%20design.png\" data-asset-id=\"ddc1fc96-f9c5-4d2d-9ca5-5150ad9bce19\" data-image-id=\"ddc1fc96-f9c5-4d2d-9ca5-5150ad9bce19\" alt=\"The objective of capacity design is to confirm a building undergoes controlled ductile behavior in order to avoid a collapse in a design-level earthquake. Structural design of welded and bolted connections. \"></figure>\n<p>The increased strength of the dissipative item allows for the input of loads that cause the plastic hinge to appear in the dissipative item. In the case of moment resisting frame and beam as the dissipative item, the beam should be loaded by \\(M_{y,Ed} = \\gamma_{ov} \\gamma_{sh} f_y W_{pl,y}\\) and corresponding shear force \\(V_{z,Ed} = -2 M_{y,Ed} / L_h\\), where:</p>\n<ul>\n  <li>\\(f_y\\) – characteristic yield strength</li>\n  <li>\\(W_{pl,y}\\) – plastic section modulus</li>\n  <li>\\(L_h\\) – distance between plastic hinges on the beam</li>\n</ul>\n<p>In the case of an asymmetric joint, the beam should be loaded by both sagging and hogging bending moments and their corresponding shear forces.</p>\n<p>The plates of dissipative items are excluded from the check.</p>"
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                                                                                                                    "value": "<p>Joints are classified according to joint stiffness to:</p>\n<ul>\n  <li>Rigid – joints with insignificant change of original angles between members,</li>\n  <li>Semirigid – joints which are assumed to have the capacity to furnish a dependable and known degree of flexural restraint,</li>\n  <li>Pinned – joints that do not develop bending moments.</li>\n</ul>\n<p>Joints are classified according to the EN&nbsp;1993-1-8 – Cl.&nbsp;5.2.2.</p>\n<ul>\n  <li>Rigid – \\( \\frac{S_{j,ini} L_b}{E I_b} \\ge k_b \\)</li>\n  <li>Semirigid – \\( 0.5 &lt; \\frac{S_{j,ini} L_b}{E I_b} &lt; k_b \\)</li>\n  <li>Pinned – \\( \\frac{S_{j,ini} L_b}{E I_b} \\le 0.5 \\)</li>\n</ul>\n<p>where:</p>\n<ul>\n  <li><em>S</em><sub>j,ini</sub> – initial stiffness of the joint; the joint stiffness is assumed linear up to the 2/3 of <em>M</em><sub>j,Rd</sub></li>\n  <li><em>L</em><sub>b</sub> – theoretical length of the analyzed member; set in member properties</li>\n  <li><em>E</em> – Young's modulus of elasticity</li>\n  <li><em>I</em><sub>b</sub> – moment of inertia of the analyzed member</li>\n  <li><em>k</em><sub>b</sub> = 8 for frames where the bracing system reduces the horizontal displacement by at least 80 %; <em>k</em><sub>b</sub> = 25 for other frames, provided that in every storey <em>K</em><sub>b</sub>/<em>K</em><sub>c</sub> ≥ 0.1. The value of <em>k</em><sub>b</sub> = 25 is used unless the user sets \"braced system\" in Code setup.</li>\n  <li><em>M</em><sub>j,Rd</sub> – joint design moment resistance</li>\n  <li><em>K</em><sub>b</sub> = <em>I</em><sub>b</sub> / <em>L</em><sub>b</sub></li>\n  <li><em>K</em><sub>c</sub> = <em>I</em><sub>c</sub> / <em>L</em><sub>c</sub></li>\n</ul>"
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                    "value": "<p><strong>Steel-to-timber connection&nbsp;</strong>design is another step of enabling users to design and code-check various types of connections and members from multiple materials.</p>\n<figure data-asset-id=\"adafd49a-b073-4d37-827c-2550757e2c6c\" data-image-id=\"adafd49a-b073-4d37-827c-2550757e2c6c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/83b44b4b-4e4c-4f03-896c-e25d2de684d2/Timber2.PNG\" data-asset-id=\"adafd49a-b073-4d37-827c-2550757e2c6c\" data-image-id=\"adafd49a-b073-4d37-827c-2550757e2c6c\" alt=\"\"></figure>\n<p><em>Example of steel-to-timber connections</em></p>\n<p>Results on the <strong>connecting steel plates</strong> can be obtained. Code checks for the steel plates are available according to the chosen code. Code checks of timber members, bolts, and dowels are not delivered and must be performed by a third-party application. On the other hand, IDEA StatiCa Connection application delivers acting shear and tension forces on each bolt or dowel for the precise manual code-check.</p>\n<p>See also the <a data-item-id=\"c16f8cbb-a469-4c46-ac70-2090e054fcf1\" href=\"\">Theoretical Background article about Steel-to-timber joints</a>.</p>\n<figure data-asset-id=\"e784745b-8e33-461b-b15b-dad47606d614\" data-image-id=\"e784745b-8e33-461b-b15b-dad47606d614\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/843342b7-3dce-40ad-8626-fea6ec896f60/steel-to-timber%20code-check.png\" data-asset-id=\"e784745b-8e33-461b-b15b-dad47606d614\" data-image-id=\"e784745b-8e33-461b-b15b-dad47606d614\" alt=\"\"></figure>\n<h3>Templates and manufacturing operations</h3>\n<p>Two new manufacturing operations were implemented for timber members – Gusset plate and Connecting plate. Users can make the selection in the Manufacturing operations menu.</p>\n<figure data-asset-id=\"cf705dff-df2c-4766-90a1-d6f330fe493a\" data-image-id=\"cf705dff-df2c-4766-90a1-d6f330fe493a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5f495321-54ef-48b6-9e81-a2dcce7139b6/TimberManufacturingOperations.png\" data-asset-id=\"cf705dff-df2c-4766-90a1-d6f330fe493a\" data-image-id=\"cf705dff-df2c-4766-90a1-d6f330fe493a\" alt=\"\"></figure>\n<p><em>Gusset plate and Connecting plate for timber members manufacturing operations</em></p>\n<p><br></p>\n<p>To help you with designing of steel-to-timber connections, new templates were added to the application wizard.</p>\n<figure data-asset-id=\"397dd720-98b3-479a-abe2-537b55c884e6\" data-image-id=\"397dd720-98b3-479a-abe2-537b55c884e6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dc200967-1222-4d39-a79e-0471b11b62a0/Timber_wizard.png\" data-asset-id=\"397dd720-98b3-479a-abe2-537b55c884e6\" data-image-id=\"397dd720-98b3-479a-abe2-537b55c884e6\" alt=\"\"></figure>\n<p><em>Steel-to-timber connection templates</em></p>\n<h3>Updates of the feature</h3>\n<p>Timber connections check was implemented in&nbsp;IDEA StatiCa version 20.0.</p>\n<p>Since 22.0.1 patch, it has been possible to see the resultant grain angle for the bolt check. See the dedicated <a data-item-id=\"eed5a14c-0581-42b1-8a67-7181fb8d4fdf\" href=\"\">Release Notes 22.1 article</a>.</p>\n<figure data-asset-id=\"1639c709-2c90-40ae-9dc9-099c244779aa\" data-image-id=\"1639c709-2c90-40ae-9dc9-099c244779aa\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bcb389d3-f3bc-44ad-a7b5-da46852c5f0a/TimberAngles.png\" data-asset-id=\"1639c709-2c90-40ae-9dc9-099c244779aa\" data-image-id=\"1639c709-2c90-40ae-9dc9-099c244779aa\" alt=\"\"></figure>\n<p>Since 23.0.1 patch, the warning has been displayed to emphasize that the bolts going through the timber member are not checked (in the 3D scene and in Report).</p>\n<figure data-asset-id=\"944f89ff-6de2-4ddd-a880-e000e29c0474\" data-image-id=\"944f89ff-6de2-4ddd-a880-e000e29c0474\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0774a5ce-0efc-491c-9bd6-b5e8d0e2a229/Timber%20warning%2023-0.png\" data-asset-id=\"944f89ff-6de2-4ddd-a880-e000e29c0474\" data-image-id=\"944f89ff-6de2-4ddd-a880-e000e29c0474\" alt=\"Timber warning in 23.0.1\"></figure>\n<p>This feature is available for the <strong>Enhanced</strong> version of IDEA StatiCa Steel.</p>\n<h3>Webinars and other resources</h3>\n<p>Check out the possibilities of the timber connections check in practice in the recording of the <a data-item-id=\"b57ff28d-bfd1-40a5-bd3a-081042f90081\" href=\"\">Connection Wednesdays - Optimization of timber column anchoring</a> webinar.</p>\n<figure data-asset-id=\"02008f76-2a47-4cbc-9d36-4b452d9939f5\" data-image-id=\"02008f76-2a47-4cbc-9d36-4b452d9939f5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bc92f8a6-c95d-4d5b-945a-4cad2c7f07c7/2020-09-09%20Connection%20Wednesdays%20-%20Optimization%20of%20timber%20column%20anchoring.png\" data-asset-id=\"02008f76-2a47-4cbc-9d36-4b452d9939f5\" data-image-id=\"02008f76-2a47-4cbc-9d36-4b452d9939f5\" alt=\"\"></figure>\n<p>In our blog, you can read an article about <a data-item-id=\"d8e3456b-1ac7-4a63-9eed-1a60eea8542e\" href=\"\">Designing steel-to-timber connections</a> from July 2020.</p>\n<p>Take a look at the case study of a <a data-item-id=\"b016f9ce-4868-4abd-be3e-8c94465267d0\" href=\"\">Family home in Massachusetts</a> done by our customer - the CRAFT Engineers.</p>\n<figure data-asset-id=\"65e75ec6-9518-4a30-bd03-0085c18b0f0f\" data-image-id=\"65e75ec6-9518-4a30-bd03-0085c18b0f0f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d77dda04-b786-40ad-8696-3b7b35eca684/Steel%20to%20timber%20connection.jpg\" data-asset-id=\"65e75ec6-9518-4a30-bd03-0085c18b0f0f\" data-image-id=\"65e75ec6-9518-4a30-bd03-0085c18b0f0f\" alt=\"Family home in Massachusetts\"></figure>\n<figure data-asset-id=\"d8a5ec60-001c-4cc5-85a4-a7a17f3fb457\" data-image-id=\"d8a5ec60-001c-4cc5-85a4-a7a17f3fb457\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e5e277b9-b347-4bbd-9c3c-04ae623d796f/Family%20Home%20in%20Massachusetts%204.jpg\" data-asset-id=\"d8a5ec60-001c-4cc5-85a4-a7a17f3fb457\" data-image-id=\"d8a5ec60-001c-4cc5-85a4-a7a17f3fb457\" alt=\"\"></figure>\n<p><br></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"eef2a0e0_b878_01b2_1668_5489fe50626f\"></object>"
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                    "value": "<p>Cleat connections are popular among designers and engineers for their versatility. The improvements in Cleat manufacturing operations lead to new possibilities in the design of connections and joints. Any two perpendicular general plates cut&nbsp;each other can be connected by cleat and as well as any general plate and member plate.</p>\n<figure data-asset-id=\"be24884e-304a-41f0-ab9f-7ea85617df21\" data-image-id=\"be24884e-304a-41f0-ab9f-7ea85617df21\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/65bdc71a-bc5d-43dc-8c68-56aee88719ae/CleatPlate.PNG\" data-asset-id=\"be24884e-304a-41f0-ab9f-7ea85617df21\" data-image-id=\"be24884e-304a-41f0-ab9f-7ea85617df21\" alt=\"Cleat\"></figure>\n<p><em>Cleat examples: General plate connected by cleats to member.</em></p>\n<figure data-asset-id=\"6a89e1f7-758d-498e-abd0-d2de59871dee\" data-image-id=\"6a89e1f7-758d-498e-abd0-d2de59871dee\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/28725b89-366e-4590-b71a-1631c33b52fd/CleatPerpendicularPlates.PNG\" data-asset-id=\"6a89e1f7-758d-498e-abd0-d2de59871dee\" data-image-id=\"6a89e1f7-758d-498e-abd0-d2de59871dee\" alt=\"Cleat\"></figure>\n<p><em>Cleat examples: Two perpendicular plates connected by cleat.</em></p>\n<p>T-stub cross-section can be used to replace L-shapes in the Cleat manufacturing operation or to connect flanges and webs. Thanks to this, bolted connection types (used mainly in the US) can now be designed faster.</p>\n<figure data-asset-id=\"25a95f57-c607-48b6-9353-f659066ad2ae\" data-image-id=\"25a95f57-c607-48b6-9353-f659066ad2ae\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f4dd09c3-ea06-4588-bd14-6a0a50e60303/CleatT.PNG\" data-asset-id=\"25a95f57-c607-48b6-9353-f659066ad2ae\" data-image-id=\"25a95f57-c607-48b6-9353-f659066ad2ae\" alt=\"Cleat\"></figure>\n<p><em>T-stub defined to flanges of the member.</em></p>\n<p>This feature is available for the <strong>Expert</strong> and <strong>Enhanced</strong> version of IDEA StatiCa Steel.</p>"
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                    "value": "<p>Contacts are defined automatically in case of a bolt group definition or manually by a manufacturing operation. From now on, the contact stress between the two plates can be displayed. This helps to better understand the connection behavior and better model validity control (prying actions, deformation, etc.).</p>\n<figure data-asset-id=\"ec50fef1-a68a-4606-86e9-b59923295b21\" data-image-id=\"ec50fef1-a68a-4606-86e9-b59923295b21\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/42f113c9-5091-4c9c-adfc-9bac3fdb7c22/ContactStress.png\" data-asset-id=\"ec50fef1-a68a-4606-86e9-b59923295b21\" data-image-id=\"ec50fef1-a68a-4606-86e9-b59923295b21\" alt=\"\"></figure>\n<p><em>Contact stress results between the end plate and the column flange.</em></p>\n<p>The values are shown in the check table of plates. However, the contact stresses are only informative and are not used in any check. Also, the through-thickness stress of shell elements is not considered.&nbsp;</p>\n<p>This feature is available for the <strong>Expert</strong> and <strong>Enhanced</strong> version of IDEA StatiCa Steel.</p>"
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                                            "value": "<p>The new IDEA StatiCa version 21.0 aspires to further streamline the engineering design process. We have improved the analytical model for more accurate results. We are speeding up designs by adjusting the position of members relative to each other. Engineers can now slash the time of defining simple and moderate connections because IDEA StatiCa will propose them automatically – a new design proposal feature. Release notes 21 also describe major AISC update with explanations and tips.&nbsp;&nbsp;</p>\n<p>The new 21.0 version of IDEA StatiCa brings another batch of enhancements in Concrete to the engineering community as well. Starting with IDEA StatiCa Member application to be thoroughly verified and taken from BETA, accompanied by a set of improvements to the RCS application, such as fire resistance, or the Detail application, where the main attention has been paid to the CSFM solver. This all helps our application to provide faster calculations while improving stability and reliability.</p>\n<p>Calculate yesterday’s estimates!</p>\n<h2>News for Steel</h2>\n<h3>Updated CBFEM solver</h3>\n<ul>\n  <li>30 % faster calculation times</li>\n  <li>More accurate modeling of hollow sections connection&nbsp;</li>\n  <li>A new set of verifications and guidelines to interpret results between versions</li>\n  <li><a data-item-id=\"521c376f-96f7-4217-b0ee-29cc1d404d34\" href=\"\">Find out more</a></li>\n</ul>\n<h3>Connection design improvements</h3>\n<ul>\n  <li><a data-item-id=\"ee6229e8-74a9-4d81-8885-1cff547e4ead\" href=\"\">Top of steel modeling options; the relative position of members</a></li>\n  <li><a data-item-id=\"b520bdb9-5eed-4c7c-8a85-c55747fe7d62\" href=\"\">Fatigue analysis: nominal stress</a></li>\n  <li><a data-item-id=\"78b4dbf9-2460-4648-91a2-a44c54525c78\" href=\"\">AISC code-compliance update, new seismic connection templates</a></li>\n  <li><a data-item-id=\"3ae00502-96d0-4d71-9d9e-89026f33e885\" href=\"\">Automated selection of connection design templates</a></li>\n  <li><a data-item-id=\"b1458c26-712b-4e35-a825-43f7991e6308\" href=\"\">Rotational capacity limited by bolt and weld failure</a></li>\n  <li><a data-item-id=\"70ea715a-9e1e-4832-b615-777d72cb930f\" href=\"\">Traffic-light results for forces in bolts</a></li>\n  <li><a data-item-id=\"10388a66-2e50-4cf3-86bf-8fd0ddab836f\" href=\"\">Extended anchorage formulas; specifics for Russian standard</a></li>\n  <li><a data-item-id=\"6ba36654-fe5a-4422-bd7a-0d62abcf2833\" href=\"\">Anchorage&nbsp;formulas, tooltips</a></li>\n</ul>\n<h3>Bulk selection with Viewer</h3>\n<ul>\n  <li><a data-item-id=\"4b50449e-978d-49d2-9340-066edf43e30e\" href=\"\">The Viewer can now export multiple connections</a> from CAD/BIM applications in one go</li>\n</ul>\n<h3>Steel member design without limits&nbsp;</h3>\n<ul>\n  <li>New application IDEA StatiCa Member is going LIVE: It designs general steel members including connections (the application Connection is embedded in it)</li>\n  <li>Structural engineer no longer has to estimate the effects of the boundary conditions and can analyze and check members of any topology and loading&nbsp;</li>\n  <li>Ability to analyze imperfections, large deformations (2nd order), non-linearities, torsion and warping</li>\n  <li><a data-item-id=\"6ae5ab82-3d6c-4c6c-a812-7f8f1ec7dc2d\" href=\"\">Find out more</a></li>\n</ul>\n<h2>News for Concrete and Prestressing</h2>\n<h3>Design enhancements in RCS and Detail</h3>\n<ul>\n  <li><a data-item-id=\"c9d4974e-2ae8-4f70-abc6-5f110e74c716\" href=\"\">Fire resistance of slender columns</a></li>\n  <li><a data-item-id=\"43496020-132d-4159-b31c-d1cd14198e4f\" href=\"\">Extension of stiffness calculation</a></li>\n  <li><a data-item-id=\"a460f91a-cd3b-420d-9369-6e4833befd6c\" href=\"\">Improvement of interaction check</a></li>\n  <li><a data-item-id=\"dc5cf57d-5669-49fb-bcd9-e83e32e2e425\" href=\"\">Updated crack width check</a></li>\n  <li><a data-item-id=\"e891a412-d4f5-4473-8e9c-bded813ee5e3\" href=\"\">CSFM analysis speed improvements</a></li>\n</ul>\n<h3>New concrete workflows with IDEA StatiCa Member</h3>\n<ul>\n  <li>The new application IDEA StatiCa Member is going LIVE: It designs concrete members with complex cross-sections and has the application RCS embedded in it</li>\n  <li>All ULS and SLS checks for critical beams and frames of varying topologies, including capacity, shear, torsion, interaction, stress limitation, and crack width</li>\n  <li><a data-item-id=\"879fe0ab-6957-40c6-934a-11dcc189ac84\" href=\"\">Find out more</a></li>\n</ul>\n<h2>BIM links</h2>\n<ul>\n  <li><a data-item-id=\"a2d8bf12-cff7-45ae-92c4-b1e7e75c95a2\" href=\"\">Update of the supported version of 3<sup>rd</sup> party software</a></li>\n</ul>\n<h2>User portal and Licensing&nbsp;</h2>\n<ul>\n  <li><a data-item-id=\"46cf750d-6c89-41af-bf0c-b32d12c6e186\" href=\"\">New portal to manage licenses and submit support cases</a></li>\n</ul>"
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                                                    "value": "<p><em>Note: Connection Browser was renamed to </em><em><strong>Connection Library</strong></em><em> with version 23.0 (April, 2023).</em></p>\n<p>IDEA StatiCa 21.1 is the second release of the year and brings more features than the spring one. What did we try to achieve with this version? We are pushing our BIM workflows to the next level, allowing engineers to design more in reinforced and prestressed concrete, and implement plenty of features for connection design we were asked to from around the world by you - our customers.</p>\n<p>Enjoy and Calculate yesterday's estimates!</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"d5d9c268_4f7b_01a7_be7e_4f1e14c6eb48\"></object>\n<h2>News for BIM</h2>\n<p>Reliable BIM workflows are key for effective project work. That is why we have invested in the massive upgrade of the \"Code-Check Manager\" application. We also gave it a better name: the <a data-item-id=\"4074acd5-0f5f-40f9-aa70-ac1ff373919d\" href=\"\">Checkbot</a>. This slick-looking application is the new hub of IDEA StatiCa workflows with 3<sup>rd</sup> party software boosting the productivity of engineers working with our <a data-item-id=\"c79ee572-70be-4d42-9755-82ca8d39b5cc\" href=\"\">BIM</a> links.</p>\n<h3>IDEA StatiCa Checkbot gives you:</h3>\n<ul>\n  <li>Complete control over your imported connections and members</li>\n  <li>Clear list of all imported items including status checked/not-checked</li>\n  <li>3D visualization of imported members and loads</li>\n  <li>Conversion table for materials &amp; cross-sections</li>\n  <li>Load combinations management</li>\n</ul>\n<p>The <a data-item-id=\"4074acd5-0f5f-40f9-aa70-ac1ff373919d\" href=\"\">Checkbot</a> can be started from your 3<sup>rd</sup> party application or as a&nbsp;standalone app and enables you to combine inputs from multiple sources. <a data-item-id=\"4074acd5-0f5f-40f9-aa70-ac1ff373919d\" href=\"\">Read more about the IDEA StatiCa Checkbot</a>.</p>\n<h2>News for Concrete and Prestressing</h2>\n<p>Slender reinforced concrete columns are very sensitive to imperfections which puts extra pressure on engineers during the whole design-build cycle. IDEA StatiCa Member, equipped with a new GMNIA solver in version 21.1, provides a reliable tool for engineers who need to deliver clear and comprehensive design reports of slender columns. <a data-item-id=\"87b9d2ac-7457-4179-b8ef-32ff8ec8f822\" href=\"\">Read more about slender column design.</a></p>\n<p>IDEA StatiCa Detail has proven to be a unique structural design tool for critical members and details in reinforced concrete structures. Version 21.1 expands IDEA StatiCa Detail to pre-stressed concrete as well. Engineers can now understand, design and code-check discontinuities in pre-cast members and details. This dramatically decreases the time needed to design pre-stressed beams, diaphragms, etc. <a data-item-id=\"0da35ada-445f-4099-85e6-95621c010fea\" href=\"\">Read more about designing prestressed discontinuity regions.</a></p>\n<p>Other improvements in concrete and pre-stressing include:</p>\n<ul>\n  <li><a data-item-id=\"35d89861-cb2d-4650-8b12-d26a4d5e3603\" href=\"\">Speeding up the solver of IDEA StatiCa for the design of concrete discontinuities by up to 30&nbsp;%</a></li>\n  <li><a data-item-id=\"754996ca-bca4-4953-aac7-de7b6aa4598a\" href=\"\">Enhanced crack width check of cross-sections with a large concrete cover</a></li>\n  <li><a data-item-id=\"11428b88-a3f6-4b73-8e0e-3080894c3633\" href=\"\">Bulk import from DXF drawing</a> to Detail (in patch&nbsp;21.1.1 and onwards)</li>\n  <li><a data-item-id=\"73df02c3-5ea5-460a-b0e2-0738bca2595f\" href=\"\">Ordering of load cases in Detail</a> (in patch&nbsp;21.1.1 and onwards)</li>\n</ul>\n<h2>News for Steel</h2>\n<p>IDEA StatiCa Connection is quickly becoming the standard choice for <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">connection design</a> worldwide. Version 21.1 brings various code-check and modeling improvements as well as a new approach to handle repetitive connection designs.</p>\n<p>Connection Browser is here! This unique tool will help you find a&nbsp;suitable design solution from a library of predefined designs and apply them right away. The Connection Browser will work with three databases of steel connections. The first is the set defined by IDEA StatiCa in every installation. The second is the set of connection designs created and saved by each user. The third will be a company set of connections each of our customers can create and maintain (this will be released in one of the patches of version 21.1. coming out in a couple of weeks). <a data-item-id=\"5e9b20d3-786d-429b-97aa-f2e8ada196b4\" href=\"\">Read more about the Connection Browser</a>.</p>\n<h3>Connection design and analysis improvements:</h3>\n<ul>\n  <li><a data-item-id=\"940e97db-790e-439d-95b7-c99b79c53c43\" href=\"\">Custom number of buckling modes</a> – you can now set up to 30 buckling modes</li>\n  <li><a data-item-id=\"5d9eadfb-a1b8-4e37-ad1f-d17a3287fcea\" href=\"\">European steels according to product sheets</a> – specifically for the UK market</li>\n  <li><a data-item-id=\"174db5ba-2d90-4846-b707-8c98bb6e6050\" href=\"\">3D visualization of deformations</a> of steel members</li>\n  <li><a data-item-id=\"287c55f9-dc18-4fff-a491-71a1641679f6\" href=\"\">Use global/local coordinates in supports settings</a></li>\n  <li><a data-item-id=\"6a1966e1-7905-4ced-a002-c8f568072d4c\" href=\"\">Improved code-check of welds</a> – as per Eurocode and Indian standard</li>\n  <li><a data-item-id=\"c3e0558d-c799-44e3-8961-57cdbc9434d9\" href=\"\">Bearing type options for bolts</a> now fully replaced</li>\n  <li><a data-item-id=\"1ecd38ea-c2c8-4753-9b2b-c6288be8d2b3\" href=\"\">Right-click mouse button design proposal</a> (in patch 21.1.2 and onwards)</li>\n  <li><a data-item-id=\"97f7c92f-a7e8-45a5-978b-3187a9925415\" href=\"\">Surface - all around new cutting method</a> (in patch&nbsp;21.1.2 and onwards)</li>\n  <li><a data-item-id=\"f89307a5-4bac-4632-bb5f-1a2586f199a3\" href=\"\">Through bolts for hollow sections warning</a> (in patch&nbsp;21.1.2 and onwards)</li>\n  <li><a data-item-id=\"7510a749-ad18-4a34-bacf-44b7b9647bde\" href=\"\">Slip resistance check update according to SP16</a> (in patch 21.1.4 and onwards)</li>\n  <li><a data-item-id=\"0f256907-a887-4488-93c1-a30f11220a33\" href=\"\">Baseplate connection without anchors</a> (in patch 21.1.4 and onwards)</li>\n</ul>\n<h2>Licensing</h2>\n<p>Some outdated applications will be removed from the 21.1 install file. See the <a data-item-id=\"91f72bc2-5d80-4dee-bcf9-b348e55493e9\" href=\"\">list of obsolete applications</a>.</p>\n<h2>Solved incidents</h2>\n<p>See the current <a data-item-id=\"26e29f8c-f439-430a-8ffd-f16af55d4c31\" href=\"\">list of solved incidents</a> reported by our customers.</p>\n<h2>Full Release notes</h2>\n<p>Below you can download the <strong>full version of Release notes </strong>for IDEA StatiCa version 21.1 in PDF.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n1a37204f_b370_01c0_16c9_3c313a68c96a\"></object>"
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                                                            "value": "<p><em>Note: Connection Browser was renamed to </em><em><strong>Connection Library</strong></em><em> with version 23.0 (April, 2023).</em></p>\n<p>What is new? Connection Browser can now create company sets of steel connections. Two new BIM links, improved imports to Checkbot for all existing links. New connections modeling tools, better concrete result analysis, improved UI of our applications, and much more.</p>\n<p>Discover all the improvements below and Calculate yesterday's estimates!</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n4b71ac16_e7a2_01eb_34ff_f0e3bb6951af\"></object>\n<h2>News for Steel</h2>\n<p>Although our steel applications for connection and member design are leading the market already, we keep improving them rapidly. Connection Browser now enables you to create and share your connection designs with colleagues in your company. This means your unique company set of connections, synced automatically to all users of your license, ready to be used!&nbsp;</p>\n<p>We have solved the challenging cutting and welding of members going through another member of a hollow section. Moreover, you will be able to simulate the connection of the member to, for example, a slab providing additional support against lateral-torsional buckling. This works both for IDEA StatiCa Connection and IDEA StatiCa Member.</p>\n<p>IDEA StatiCa Connection is now also able to check the contact between a baseplate and a concrete block even without installed anchors. Our focus was also on updating our material library and complementing the code checks based on your design code. We have specified the points of consideration when connecting hollow sections with long bolts going through.</p>\n<p>Analysis of fatigue was supplemented by the checks of the stress directly in the welds as well as in plates next to them. And for better safety, the setup of loads in equilibrium will be the default from now on.</p>\n<p>Last but not least, our Connection Lite free cloud service was updated to comply with the latest desktop application.</p>\n<h3>Enable your team to design thousands of connections:</h3>\n<ul>\n  <li>Connection Browser now creates company sets of your steel connection designs</li>\n  <li>Improved filters to find and save connections</li>\n  <li>Updated the default set of connections</li>\n</ul>\n<p>&nbsp;<a data-item-id=\"f15a7793-7b4f-4714-b8aa-13f6579d95e6\" href=\"\">Read about company sets &amp; Connection Browser</a></p>\n<h3>Connection design and analysis improvements:</h3>\n<ul>\n  <li><a data-item-id=\"97f7c92f-a7e8-45a5-978b-3187a9925415\" href=\"\">Surface - all around new cutting method</a> (since&nbsp;21.1.2 patch)</li>\n  <li><a data-item-id=\"3410fe73-5e05-4f0b-9e97-52c983c69bbd\" href=\"\">Lateral-Torsional Restraint at the member with defined stiffness</a></li>\n  <li><a data-item-id=\"a2f4a486-315f-4571-a9b3-abdcfff0b7a8\" href=\"\">Fatigue analysis improvements</a> (since 21.1.1 patch)</li>\n  <li><a data-item-id=\"f89307a5-4bac-4632-bb5f-1a2586f199a3\" href=\"\">Through bolts for hollow sections warning</a> (since&nbsp;21.1.2 patch)</li>\n  <li><a data-item-id=\"0f256907-a887-4488-93c1-a30f11220a33\" href=\"\">Baseplate connection without anchors</a> (since 21.1.4 patch)</li>\n  <li><a data-item-id=\"da6f80aa-abfd-4e64-b691-1dc7ea8e3d4c\" href=\"\">Loads in equilibrium as default</a></li>\n  <li><a data-item-id=\"e2d457a6-b2f9-4721-86be-c748df98ab24\" href=\"\">Material library and code checks update</a></li>\n  <li><a data-item-id=\"213a6cc5-7041-41ba-b802-0c36bd1d724f\" href=\"\">Curve export to DXF</a></li>\n  <li>Connection Lite update</li>\n</ul>\n<h2>News for Concrete and Prestressing</h2>\n<p>IDEA StatiCa Detail has earned a leading position in the design and assessment of concrete structures and details, especially in cases of difficult parts of the structures with openings or abrupt changes in geometry where classical beam theory cannot be applied. We have listened to your requests and developed frequently asked features to IDEA StatiCa Detail. Now engineers can minimize the errors and let IDEA StatiCa calculate the self-weight of the structure automatically. No matter how complex is the geometry, haunches, complex cross-sections, discontinuity regions with different thicknesses. We improved and speed up the CSFM solver and expanded the analysis results. IDEA StatiCa Detail is a powerful, fast, and safe tool for the structural design of concrete structures.</p>\n<p>IDEA StatiCa Member - in the previous version, we implemented the GMNIA nonlinear method. In version 22, we focused on user interface improvements, such as facilitating the input of geometry and loads, and especially on the interpretation of the outputs of the nonlinear analysis. These UI improvements speed up the process of modeling, facilitate the inputs and make your work in IDEA StatiCa Member even more efficient.</p>\n<p>The improvements in Concrete and Prestressing include:</p>\n<ul>\n  <li><a data-item-id=\"0e81f59d-e89c-424e-8e89-d2b86855097e\" href=\"\">Auto-calculation of self-weight of discontinuity regions</a></li>\n  <li><a data-item-id=\"e72403d0-17fe-4c34-9f4f-3efe4b71a8fc\" href=\"\">Up to 4-times faster CSFM solver</a></li>\n  <li><a data-item-id=\"c80ce766-75f2-407b-9dd0-6f06b8f0ee22\" href=\"\">Thorough CSFM results are available</a></li>\n  <li><a data-item-id=\"ba69d356-8ed7-4fe3-8f66-f74fd6d3a159\" href=\"\">Auto-calculation of short-term losses for post-tensioned tendons in IDEA StatiCa Detail</a>&nbsp;</li>\n  <li><a data-item-id=\"11428b88-a3f6-4b73-8e0e-3080894c3633\" href=\"\">Bulk import from DXF drawing to IDEA StatiCa Detail</a> (since&nbsp;21.1.1 patch)</li>\n  <li><a data-item-id=\"73df02c3-5ea5-460a-b0e2-0738bca2595f\" href=\"\">Ordering of load cases in IDEA StatiCa Detail</a> (since&nbsp;21.1.1 patch)</li>\n  <li><a data-item-id=\"48a5fe9b-d1ec-4d33-9c74-a5b65cb56026\" href=\"\">Improved result interpretation of concrete members</a> (since&nbsp;21.1.2 patch)</li>\n  <li><a data-item-id=\"bae25668-6a99-45be-955e-c380837b7dd2\" href=\"\">Model management improved, right-click actions and point loads in Member</a></li>\n  <li><a data-item-id=\"e6864600-b2e4-4368-865f-77dc7bec4f72\" href=\"\">Implementation of the Dutch Annex NEN 1992-1-1 NB 2020 for code-checks of reinforced and prestressed concrete sections</a></li>\n  <li><a data-item-id=\"293fcced-8994-4a81-a805-88267657c66a\" href=\"\">Update of an eccentricity definition of a normal force for concrete compressed columns</a></li>\n</ul>\n<h2>News for BIM links</h2>\n<p>Structural engineers use <a data-item-id=\"caeb1a6c-2621-446f-8005-4d2799496a39\" href=\"\">IDEA StatiCa Checkbot</a> a lot - on average, nearly 40,000 steel connections are imported every month worldwide. Version 22 makes this even more usable for the everyday design process, for all our supported <a data-item-id=\"48d2251b-1818-4c19-bfa8-f89955c2e64a\" href=\"\">BIM links</a>.&nbsp;</p>\n<p>IDEA StatiCa Checkbot version 22.0 brings you:</p>\n<ul>\n  <li><a data-item-id=\"dfb6df2c-37af-40e5-bd91-a601e1d445b4\" href=\"\">Enhanced management tools</a> for adding or merging nodes of imported connections and members</li>\n  <li><a data-item-id=\"3681c929-64b4-4975-b81b-16246c8e2ee1\" href=\"\">A wider range of connected 3rd party applications</a> - new link for RAM Structural system, STRAP and Tekla Structural Designer</li>\n  <li><a data-item-id=\"abb2c411-42f5-46ab-8c1c-2b9023e49492\" href=\"\">Export of editable connection projects</a> directly from Checkbot</li>\n  <li><a data-item-id=\"c13d1f3f-7f2a-456c-a43b-b403eb841e96\" href=\"\">Time savings on syncing</a> of already solved Connection models</li>\n  <li><a data-item-id=\"48cd8c65-3e86-41f5-8da5-7aab4ce5d232\" href=\"\">Sync all vs. Sync current item</a></li>\n  <li><a data-item-id=\"77759ee1-1027-4477-9142-647daf6cab7d\" href=\"\">Improved Cross-section Conversion</a></li>\n</ul>\n<p>The <a data-item-id=\"caeb1a6c-2621-446f-8005-4d2799496a39\" href=\"\">Checkbot</a> can be started from your <a data-item-id=\"4a9855d4-6081-4707-86d5-7f4ad2bb3a57\" href=\"\">3<sup>rd</sup> party application</a> or as a&nbsp;standalone app and enables you to combine inputs from multiple sources.</p>\n<p>If you want to check the compatibility with your particular application, just take a look at our list of actively <a data-item-id=\"6fe0ee48-06b6-4a1b-8949-43219506fa3e\" href=\"\">supported versions</a>.</p>\n<h2>Licensing &amp; All applications</h2>\n<p>We improved the way of reserving and releasing licenses seats in the license pool of your company. New dialogues make it easier to identify which seats are occupied/available. You can also easily define when your seat should return to the pool. Read more:</p>\n<ul>\n  <li><a data-item-id=\"92fb3b9d-2841-414f-9631-7f2e4f9ea57a\" href=\"\">Reserve/release seats from the license pool</a></li>\n</ul>\n<p>Other improvements:</p>\n<ul>\n  <li><a data-item-id=\"b2fe11d9-156c-4787-94ba-8bad31645d0e\" href=\"\">New version indicator</a> (since&nbsp;21.1.1 patch)</li>\n  <li><a data-item-id=\"3077c0e2-ee3e-45fd-8b47-343b3d1d941c\" href=\"\">Decimal separator and date format according to Windows Regional Settings</a> (since&nbsp;21.1.2 patch)</li>\n</ul>\n<h2>Solved incidents</h2>\n<p>See the current <a data-item-id=\"26e29f8c-f439-430a-8ffd-f16af55d4c31\" href=\"\">list of solved incidents</a> reported by our customers.</p>\n<h2>Full Release notes</h2>\n<p>Below you can download the <strong>full version of Release notes </strong>for IDEA StatiCa v22.0 in PDF.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n0764bec9_3925_010c_a9ee_d4e2b6d5788f\"></object>"
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Name: RN 21.1: Weld checks specifics as per EN and IS

ID: 6a1966e1-7905-4ced-a002-c8f568072d4c

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            "value": "<p><em>Note: Connection Browser was renamed to </em><em><strong>Connection Library</strong></em><em> with version 23.0 (April, 2023).</em></p>\n<p>IDEA StatiCa 21.1 is the second release of the year and brings more features than the spring one. What did we try to achieve with this version? We are pushing our BIM workflows to the next level, allowing engineers to design more in reinforced and prestressed concrete, and implement plenty of features for connection design we were asked to from around the world by you - our customers.</p>\n<p>Enjoy and Calculate yesterday's estimates!</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"d5d9c268_4f7b_01a7_be7e_4f1e14c6eb48\"></object>\n<h2>News for BIM</h2>\n<p>Reliable BIM workflows are key for effective project work. That is why we have invested in the massive upgrade of the \"Code-Check Manager\" application. We also gave it a better name: the <a data-item-id=\"4074acd5-0f5f-40f9-aa70-ac1ff373919d\" href=\"\">Checkbot</a>. This slick-looking application is the new hub of IDEA StatiCa workflows with 3<sup>rd</sup> party software boosting the productivity of engineers working with our <a data-item-id=\"c79ee572-70be-4d42-9755-82ca8d39b5cc\" href=\"\">BIM</a> links.</p>\n<h3>IDEA StatiCa Checkbot gives you:</h3>\n<ul>\n  <li>Complete control over your imported connections and members</li>\n  <li>Clear list of all imported items including status checked/not-checked</li>\n  <li>3D visualization of imported members and loads</li>\n  <li>Conversion table for materials &amp; cross-sections</li>\n  <li>Load combinations management</li>\n</ul>\n<p>The <a data-item-id=\"4074acd5-0f5f-40f9-aa70-ac1ff373919d\" href=\"\">Checkbot</a> can be started from your 3<sup>rd</sup> party application or as a&nbsp;standalone app and enables you to combine inputs from multiple sources. <a data-item-id=\"4074acd5-0f5f-40f9-aa70-ac1ff373919d\" href=\"\">Read more about the IDEA StatiCa Checkbot</a>.</p>\n<h2>News for Concrete and Prestressing</h2>\n<p>Slender reinforced concrete columns are very sensitive to imperfections which puts extra pressure on engineers during the whole design-build cycle. IDEA StatiCa Member, equipped with a new GMNIA solver in version 21.1, provides a reliable tool for engineers who need to deliver clear and comprehensive design reports of slender columns. <a data-item-id=\"87b9d2ac-7457-4179-b8ef-32ff8ec8f822\" href=\"\">Read more about slender column design.</a></p>\n<p>IDEA StatiCa Detail has proven to be a unique structural design tool for critical members and details in reinforced concrete structures. Version 21.1 expands IDEA StatiCa Detail to pre-stressed concrete as well. Engineers can now understand, design and code-check discontinuities in pre-cast members and details. This dramatically decreases the time needed to design pre-stressed beams, diaphragms, etc. <a data-item-id=\"0da35ada-445f-4099-85e6-95621c010fea\" href=\"\">Read more about designing prestressed discontinuity regions.</a></p>\n<p>Other improvements in concrete and pre-stressing include:</p>\n<ul>\n  <li><a data-item-id=\"35d89861-cb2d-4650-8b12-d26a4d5e3603\" href=\"\">Speeding up the solver of IDEA StatiCa for the design of concrete discontinuities by up to 30&nbsp;%</a></li>\n  <li><a data-item-id=\"754996ca-bca4-4953-aac7-de7b6aa4598a\" href=\"\">Enhanced crack width check of cross-sections with a large concrete cover</a></li>\n  <li><a data-item-id=\"11428b88-a3f6-4b73-8e0e-3080894c3633\" href=\"\">Bulk import from DXF drawing</a> to Detail (in patch&nbsp;21.1.1 and onwards)</li>\n  <li><a data-item-id=\"73df02c3-5ea5-460a-b0e2-0738bca2595f\" href=\"\">Ordering of load cases in Detail</a> (in patch&nbsp;21.1.1 and onwards)</li>\n</ul>\n<h2>News for Steel</h2>\n<p>IDEA StatiCa Connection is quickly becoming the standard choice for <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">connection design</a> worldwide. Version 21.1 brings various code-check and modeling improvements as well as a new approach to handle repetitive connection designs.</p>\n<p>Connection Browser is here! This unique tool will help you find a&nbsp;suitable design solution from a library of predefined designs and apply them right away. The Connection Browser will work with three databases of steel connections. The first is the set defined by IDEA StatiCa in every installation. The second is the set of connection designs created and saved by each user. The third will be a company set of connections each of our customers can create and maintain (this will be released in one of the patches of version 21.1. coming out in a couple of weeks). <a data-item-id=\"5e9b20d3-786d-429b-97aa-f2e8ada196b4\" href=\"\">Read more about the Connection Browser</a>.</p>\n<h3>Connection design and analysis improvements:</h3>\n<ul>\n  <li><a data-item-id=\"940e97db-790e-439d-95b7-c99b79c53c43\" href=\"\">Custom number of buckling modes</a> – you can now set up to 30 buckling modes</li>\n  <li><a data-item-id=\"5d9eadfb-a1b8-4e37-ad1f-d17a3287fcea\" href=\"\">European steels according to product sheets</a> – specifically for the UK market</li>\n  <li><a data-item-id=\"174db5ba-2d90-4846-b707-8c98bb6e6050\" href=\"\">3D visualization of deformations</a> of steel members</li>\n  <li><a data-item-id=\"287c55f9-dc18-4fff-a491-71a1641679f6\" href=\"\">Use global/local coordinates in supports settings</a></li>\n  <li><a data-item-id=\"6a1966e1-7905-4ced-a002-c8f568072d4c\" href=\"\">Improved code-check of welds</a> – as per Eurocode and Indian standard</li>\n  <li><a data-item-id=\"c3e0558d-c799-44e3-8961-57cdbc9434d9\" href=\"\">Bearing type options for bolts</a> now fully replaced</li>\n  <li><a data-item-id=\"1ecd38ea-c2c8-4753-9b2b-c6288be8d2b3\" href=\"\">Right-click mouse button design proposal</a> (in patch 21.1.2 and onwards)</li>\n  <li><a data-item-id=\"97f7c92f-a7e8-45a5-978b-3187a9925415\" href=\"\">Surface - all around new cutting method</a> (in patch&nbsp;21.1.2 and onwards)</li>\n  <li><a data-item-id=\"f89307a5-4bac-4632-bb5f-1a2586f199a3\" href=\"\">Through bolts for hollow sections warning</a> (in patch&nbsp;21.1.2 and onwards)</li>\n  <li><a data-item-id=\"7510a749-ad18-4a34-bacf-44b7b9647bde\" href=\"\">Slip resistance check update according to SP16</a> (in patch 21.1.4 and onwards)</li>\n  <li><a data-item-id=\"0f256907-a887-4488-93c1-a30f11220a33\" href=\"\">Baseplate connection without anchors</a> (in patch 21.1.4 and onwards)</li>\n</ul>\n<h2>Licensing</h2>\n<p>Some outdated applications will be removed from the 21.1 install file. See the <a data-item-id=\"91f72bc2-5d80-4dee-bcf9-b348e55493e9\" href=\"\">list of obsolete applications</a>.</p>\n<h2>Solved incidents</h2>\n<p>See the current <a data-item-id=\"26e29f8c-f439-430a-8ffd-f16af55d4c31\" href=\"\">list of solved incidents</a> reported by our customers.</p>\n<h2>Full Release notes</h2>\n<p>Below you can download the <strong>full version of Release notes </strong>for IDEA StatiCa version 21.1 in PDF.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n1a37204f_b370_01c0_16c9_3c313a68c96a\"></object>"
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                    "value": "<p><em>Note: Connection Browser was renamed to </em><em><strong>Connection Library</strong></em><em> with version 23.0 (April, 2023).</em></p>\n<p>What is new? Connection Browser can now create company sets of steel connections. Two new BIM links, improved imports to Checkbot for all existing links. New connections modeling tools, better concrete result analysis, improved UI of our applications, and much more.</p>\n<p>Discover all the improvements below and Calculate yesterday's estimates!</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n4b71ac16_e7a2_01eb_34ff_f0e3bb6951af\"></object>\n<h2>News for Steel</h2>\n<p>Although our steel applications for connection and member design are leading the market already, we keep improving them rapidly. Connection Browser now enables you to create and share your connection designs with colleagues in your company. This means your unique company set of connections, synced automatically to all users of your license, ready to be used!&nbsp;</p>\n<p>We have solved the challenging cutting and welding of members going through another member of a hollow section. Moreover, you will be able to simulate the connection of the member to, for example, a slab providing additional support against lateral-torsional buckling. This works both for IDEA StatiCa Connection and IDEA StatiCa Member.</p>\n<p>IDEA StatiCa Connection is now also able to check the contact between a baseplate and a concrete block even without installed anchors. Our focus was also on updating our material library and complementing the code checks based on your design code. We have specified the points of consideration when connecting hollow sections with long bolts going through.</p>\n<p>Analysis of fatigue was supplemented by the checks of the stress directly in the welds as well as in plates next to them. And for better safety, the setup of loads in equilibrium will be the default from now on.</p>\n<p>Last but not least, our Connection Lite free cloud service was updated to comply with the latest desktop application.</p>\n<h3>Enable your team to design thousands of connections:</h3>\n<ul>\n  <li>Connection Browser now creates company sets of your steel connection designs</li>\n  <li>Improved filters to find and save connections</li>\n  <li>Updated the default set of connections</li>\n</ul>\n<p>&nbsp;<a data-item-id=\"f15a7793-7b4f-4714-b8aa-13f6579d95e6\" href=\"\">Read about company sets &amp; Connection Browser</a></p>\n<h3>Connection design and analysis improvements:</h3>\n<ul>\n  <li><a data-item-id=\"97f7c92f-a7e8-45a5-978b-3187a9925415\" href=\"\">Surface - all around new cutting method</a> (since&nbsp;21.1.2 patch)</li>\n  <li><a data-item-id=\"3410fe73-5e05-4f0b-9e97-52c983c69bbd\" href=\"\">Lateral-Torsional Restraint at the member with defined stiffness</a></li>\n  <li><a data-item-id=\"a2f4a486-315f-4571-a9b3-abdcfff0b7a8\" href=\"\">Fatigue analysis improvements</a> (since 21.1.1 patch)</li>\n  <li><a data-item-id=\"f89307a5-4bac-4632-bb5f-1a2586f199a3\" href=\"\">Through bolts for hollow sections warning</a> (since&nbsp;21.1.2 patch)</li>\n  <li><a data-item-id=\"0f256907-a887-4488-93c1-a30f11220a33\" href=\"\">Baseplate connection without anchors</a> (since 21.1.4 patch)</li>\n  <li><a data-item-id=\"da6f80aa-abfd-4e64-b691-1dc7ea8e3d4c\" href=\"\">Loads in equilibrium as default</a></li>\n  <li><a data-item-id=\"e2d457a6-b2f9-4721-86be-c748df98ab24\" href=\"\">Material library and code checks update</a></li>\n  <li><a data-item-id=\"213a6cc5-7041-41ba-b802-0c36bd1d724f\" href=\"\">Curve export to DXF</a></li>\n  <li>Connection Lite update</li>\n</ul>\n<h2>News for Concrete and Prestressing</h2>\n<p>IDEA StatiCa Detail has earned a leading position in the design and assessment of concrete structures and details, especially in cases of difficult parts of the structures with openings or abrupt changes in geometry where classical beam theory cannot be applied. We have listened to your requests and developed frequently asked features to IDEA StatiCa Detail. Now engineers can minimize the errors and let IDEA StatiCa calculate the self-weight of the structure automatically. No matter how complex is the geometry, haunches, complex cross-sections, discontinuity regions with different thicknesses. We improved and speed up the CSFM solver and expanded the analysis results. IDEA StatiCa Detail is a powerful, fast, and safe tool for the structural design of concrete structures.</p>\n<p>IDEA StatiCa Member - in the previous version, we implemented the GMNIA nonlinear method. In version 22, we focused on user interface improvements, such as facilitating the input of geometry and loads, and especially on the interpretation of the outputs of the nonlinear analysis. These UI improvements speed up the process of modeling, facilitate the inputs and make your work in IDEA StatiCa Member even more efficient.</p>\n<p>The improvements in Concrete and Prestressing include:</p>\n<ul>\n  <li><a data-item-id=\"0e81f59d-e89c-424e-8e89-d2b86855097e\" href=\"\">Auto-calculation of self-weight of discontinuity regions</a></li>\n  <li><a data-item-id=\"e72403d0-17fe-4c34-9f4f-3efe4b71a8fc\" href=\"\">Up to 4-times faster CSFM solver</a></li>\n  <li><a data-item-id=\"c80ce766-75f2-407b-9dd0-6f06b8f0ee22\" href=\"\">Thorough CSFM results are available</a></li>\n  <li><a data-item-id=\"ba69d356-8ed7-4fe3-8f66-f74fd6d3a159\" href=\"\">Auto-calculation of short-term losses for post-tensioned tendons in IDEA StatiCa Detail</a>&nbsp;</li>\n  <li><a data-item-id=\"11428b88-a3f6-4b73-8e0e-3080894c3633\" href=\"\">Bulk import from DXF drawing to IDEA StatiCa Detail</a> (since&nbsp;21.1.1 patch)</li>\n  <li><a data-item-id=\"73df02c3-5ea5-460a-b0e2-0738bca2595f\" href=\"\">Ordering of load cases in IDEA StatiCa Detail</a> (since&nbsp;21.1.1 patch)</li>\n  <li><a data-item-id=\"48a5fe9b-d1ec-4d33-9c74-a5b65cb56026\" href=\"\">Improved result interpretation of concrete members</a> (since&nbsp;21.1.2 patch)</li>\n  <li><a data-item-id=\"bae25668-6a99-45be-955e-c380837b7dd2\" href=\"\">Model management improved, right-click actions and point loads in Member</a></li>\n  <li><a data-item-id=\"e6864600-b2e4-4368-865f-77dc7bec4f72\" href=\"\">Implementation of the Dutch Annex NEN 1992-1-1 NB 2020 for code-checks of reinforced and prestressed concrete sections</a></li>\n  <li><a data-item-id=\"293fcced-8994-4a81-a805-88267657c66a\" href=\"\">Update of an eccentricity definition of a normal force for concrete compressed columns</a></li>\n</ul>\n<h2>News for BIM links</h2>\n<p>Structural engineers use <a data-item-id=\"caeb1a6c-2621-446f-8005-4d2799496a39\" href=\"\">IDEA StatiCa Checkbot</a> a lot - on average, nearly 40,000 steel connections are imported every month worldwide. Version 22 makes this even more usable for the everyday design process, for all our supported <a data-item-id=\"48d2251b-1818-4c19-bfa8-f89955c2e64a\" href=\"\">BIM links</a>.&nbsp;</p>\n<p>IDEA StatiCa Checkbot version 22.0 brings you:</p>\n<ul>\n  <li><a data-item-id=\"dfb6df2c-37af-40e5-bd91-a601e1d445b4\" href=\"\">Enhanced management tools</a> for adding or merging nodes of imported connections and members</li>\n  <li><a data-item-id=\"3681c929-64b4-4975-b81b-16246c8e2ee1\" href=\"\">A wider range of connected 3rd party applications</a> - new link for RAM Structural system, STRAP and Tekla Structural Designer</li>\n  <li><a data-item-id=\"abb2c411-42f5-46ab-8c1c-2b9023e49492\" href=\"\">Export of editable connection projects</a> directly from Checkbot</li>\n  <li><a data-item-id=\"c13d1f3f-7f2a-456c-a43b-b403eb841e96\" href=\"\">Time savings on syncing</a> of already solved Connection models</li>\n  <li><a data-item-id=\"48cd8c65-3e86-41f5-8da5-7aab4ce5d232\" href=\"\">Sync all vs. Sync current item</a></li>\n  <li><a data-item-id=\"77759ee1-1027-4477-9142-647daf6cab7d\" href=\"\">Improved Cross-section Conversion</a></li>\n</ul>\n<p>The <a data-item-id=\"caeb1a6c-2621-446f-8005-4d2799496a39\" href=\"\">Checkbot</a> can be started from your <a data-item-id=\"4a9855d4-6081-4707-86d5-7f4ad2bb3a57\" href=\"\">3<sup>rd</sup> party application</a> or as a&nbsp;standalone app and enables you to combine inputs from multiple sources.</p>\n<p>If you want to check the compatibility with your particular application, just take a look at our list of actively <a data-item-id=\"6fe0ee48-06b6-4a1b-8949-43219506fa3e\" href=\"\">supported versions</a>.</p>\n<h2>Licensing &amp; All applications</h2>\n<p>We improved the way of reserving and releasing licenses seats in the license pool of your company. New dialogues make it easier to identify which seats are occupied/available. You can also easily define when your seat should return to the pool. Read more:</p>\n<ul>\n  <li><a data-item-id=\"92fb3b9d-2841-414f-9631-7f2e4f9ea57a\" href=\"\">Reserve/release seats from the license pool</a></li>\n</ul>\n<p>Other improvements:</p>\n<ul>\n  <li><a data-item-id=\"b2fe11d9-156c-4787-94ba-8bad31645d0e\" href=\"\">New version indicator</a> (since&nbsp;21.1.1 patch)</li>\n  <li><a data-item-id=\"3077c0e2-ee3e-45fd-8b47-343b3d1d941c\" href=\"\">Decimal separator and date format according to Windows Regional Settings</a> (since&nbsp;21.1.2 patch)</li>\n</ul>\n<h2>Solved incidents</h2>\n<p>See the current <a data-item-id=\"26e29f8c-f439-430a-8ffd-f16af55d4c31\" href=\"\">list of solved incidents</a> reported by our customers.</p>\n<h2>Full Release notes</h2>\n<p>Below you can download the <strong>full version of Release notes </strong>for IDEA StatiCa v22.0 in PDF.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n0764bec9_3925_010c_a9ee_d4e2b6d5788f\"></object>"
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                            "value": "<p>The new IDEA StatiCa version 21.0 aspires to further streamline the engineering design process. We have improved the analytical model for more accurate results. We are speeding up designs by adjusting the position of members relative to each other. Engineers can now slash the time of defining simple and moderate connections because IDEA StatiCa will propose them automatically – a new design proposal feature. Release notes 21 also describe major AISC update with explanations and tips.&nbsp;&nbsp;</p>\n<p>The new 21.0 version of IDEA StatiCa brings another batch of enhancements in Concrete to the engineering community as well. Starting with IDEA StatiCa Member application to be thoroughly verified and taken from BETA, accompanied by a set of improvements to the RCS application, such as fire resistance, or the Detail application, where the main attention has been paid to the CSFM solver. This all helps our application to provide faster calculations while improving stability and reliability.</p>\n<p>Calculate yesterday’s estimates!</p>\n<h2>News for Steel</h2>\n<h3>Updated CBFEM solver</h3>\n<ul>\n  <li>30 % faster calculation times</li>\n  <li>More accurate modeling of hollow sections connection&nbsp;</li>\n  <li>A new set of verifications and guidelines to interpret results between versions</li>\n  <li><a data-item-id=\"521c376f-96f7-4217-b0ee-29cc1d404d34\" href=\"\">Find out more</a></li>\n</ul>\n<h3>Connection design improvements</h3>\n<ul>\n  <li><a data-item-id=\"ee6229e8-74a9-4d81-8885-1cff547e4ead\" href=\"\">Top of steel modeling options; the relative position of members</a></li>\n  <li><a data-item-id=\"b520bdb9-5eed-4c7c-8a85-c55747fe7d62\" href=\"\">Fatigue analysis: nominal stress</a></li>\n  <li><a data-item-id=\"78b4dbf9-2460-4648-91a2-a44c54525c78\" href=\"\">AISC code-compliance update, new seismic connection templates</a></li>\n  <li><a data-item-id=\"3ae00502-96d0-4d71-9d9e-89026f33e885\" href=\"\">Automated selection of connection design templates</a></li>\n  <li><a data-item-id=\"b1458c26-712b-4e35-a825-43f7991e6308\" href=\"\">Rotational capacity limited by bolt and weld failure</a></li>\n  <li><a data-item-id=\"70ea715a-9e1e-4832-b615-777d72cb930f\" href=\"\">Traffic-light results for forces in bolts</a></li>\n  <li><a data-item-id=\"10388a66-2e50-4cf3-86bf-8fd0ddab836f\" href=\"\">Extended anchorage formulas; specifics for Russian standard</a></li>\n  <li><a data-item-id=\"6ba36654-fe5a-4422-bd7a-0d62abcf2833\" href=\"\">Anchorage&nbsp;formulas, tooltips</a></li>\n</ul>\n<h3>Bulk selection with Viewer</h3>\n<ul>\n  <li><a data-item-id=\"4b50449e-978d-49d2-9340-066edf43e30e\" href=\"\">The Viewer can now export multiple connections</a> from CAD/BIM applications in one go</li>\n</ul>\n<h3>Steel member design without limits&nbsp;</h3>\n<ul>\n  <li>New application IDEA StatiCa Member is going LIVE: It designs general steel members including connections (the application Connection is embedded in it)</li>\n  <li>Structural engineer no longer has to estimate the effects of the boundary conditions and can analyze and check members of any topology and loading&nbsp;</li>\n  <li>Ability to analyze imperfections, large deformations (2nd order), non-linearities, torsion and warping</li>\n  <li><a data-item-id=\"6ae5ab82-3d6c-4c6c-a812-7f8f1ec7dc2d\" href=\"\">Find out more</a></li>\n</ul>\n<h2>News for Concrete and Prestressing</h2>\n<h3>Design enhancements in RCS and Detail</h3>\n<ul>\n  <li><a data-item-id=\"c9d4974e-2ae8-4f70-abc6-5f110e74c716\" href=\"\">Fire resistance of slender columns</a></li>\n  <li><a data-item-id=\"43496020-132d-4159-b31c-d1cd14198e4f\" href=\"\">Extension of stiffness calculation</a></li>\n  <li><a data-item-id=\"a460f91a-cd3b-420d-9369-6e4833befd6c\" href=\"\">Improvement of interaction check</a></li>\n  <li><a data-item-id=\"dc5cf57d-5669-49fb-bcd9-e83e32e2e425\" href=\"\">Updated crack width check</a></li>\n  <li><a data-item-id=\"e891a412-d4f5-4473-8e9c-bded813ee5e3\" href=\"\">CSFM analysis speed improvements</a></li>\n</ul>\n<h3>New concrete workflows with IDEA StatiCa Member</h3>\n<ul>\n  <li>The new application IDEA StatiCa Member is going LIVE: It designs concrete members with complex cross-sections and has the application RCS embedded in it</li>\n  <li>All ULS and SLS checks for critical beams and frames of varying topologies, including capacity, shear, torsion, interaction, stress limitation, and crack width</li>\n  <li><a data-item-id=\"879fe0ab-6957-40c6-934a-11dcc189ac84\" href=\"\">Find out more</a></li>\n</ul>\n<h2>BIM links</h2>\n<ul>\n  <li><a data-item-id=\"a2d8bf12-cff7-45ae-92c4-b1e7e75c95a2\" href=\"\">Update of the supported version of 3<sup>rd</sup> party software</a></li>\n</ul>\n<h2>User portal and Licensing&nbsp;</h2>\n<ul>\n  <li><a data-item-id=\"46cf750d-6c89-41af-bf0c-b32d12c6e186\" href=\"\">New portal to manage licenses and submit support cases</a></li>\n</ul>"
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                                                            "value": "<p>The new version of IDEA StatiCa is here! It is the biggest implementation of customer feedback and wishes we have had in years. And that means something – IDEA StatiCa is used by over 3500 customers who share more than 4000 unique IDEA StatiCa projects <strong>every month</strong>.</p>\n<p>How did we get from number 10 to 20? The sheer volume of new functionalities seems to justify the “+10,” but the reason is more straightforward – align the numbering with year count. In 2020, we release IDEA StatiCa 20.</p>\n<p>This version brings an exceptional volume of new features and improvements. All that with our focus to enable engineers to work faster, evaluate the requirements of the national code thoroughly, and use the optimal amount of material. Highlights are:</p>\n<ul>\n  <li>New online licensing system – no more hassle with installation</li>\n  <li>IDEA StatiCa can now generate “sketches” to speed up the detailing process</li>\n  <li>110 new connection templates added to the starting wizard</li>\n  <li>Steel-to-timber connections can now be designed and checked</li>\n  <li>Cross-section databases are now automatically filtered based on your regional settings</li>\n  <li>Hong Kong and Indian codes are now supported</li>\n</ul>\n<p>We hope you will enjoy all our new features and improvements and would love to hear your feedback anytime.&nbsp;</p>\n<p>BTW, expect a little break from new features in Steel for the rest of the year. The 2020 autumn release will be focused on Concrete and BIM.</p>\n<p>Calculate yesterday’s estimates!</p>"
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                                                            "value": "<p>All structural engineers, designers, and detailers require clear visual outputs of their designs. That is why the possibility of drawings adjustments was a highly desired feature. Engineers want to generate “sketches”, detailers like to receive them, so they do not start the detailing from scratch.&nbsp; From now on, you can define and modify section models in the main 3D scene window.</p>\n<figure data-asset-id=\"2319e454-c2ef-4c67-939f-17b5362a5869\" data-image-id=\"2319e454-c2ef-4c67-939f-17b5362a5869\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/10d85330-38bc-4a59-859d-e55f50c84757/Section2up.png\" data-asset-id=\"2319e454-c2ef-4c67-939f-17b5362a5869\" data-image-id=\"2319e454-c2ef-4c67-939f-17b5362a5869\" alt=\"\"></figure>\n<p>Several section views can be defined, each of them must be attached to the plate, and the boundaries of the section or the section orientation can be modified.</p>\n<figure data-asset-id=\"580d274a-dfc0-4fcc-8e4a-7787112accbd\" data-image-id=\"580d274a-dfc0-4fcc-8e4a-7787112accbd\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1cfa9097-eb11-4c6d-acca-687026b769a0/Section3up.png\" data-asset-id=\"580d274a-dfc0-4fcc-8e4a-7787112accbd\" data-image-id=\"580d274a-dfc0-4fcc-8e4a-7787112accbd\" alt=\"Section model view – drawings \"></figure>\n<p>To add a new section to produce a drawing or sketch, select a plate in the connection model, and in the right-click menu select <strong>Create section</strong>. To delete it, select the plate and choose <strong>Delete section</strong>.</p>\n<figure data-asset-id=\"e754121d-3dd6-4954-be9d-38da04b7ee5a\" data-image-id=\"e754121d-3dd6-4954-be9d-38da04b7ee5a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/94b3a62f-c84e-4968-af41-ce23e24f9953/Section5up.png\" data-asset-id=\"e754121d-3dd6-4954-be9d-38da04b7ee5a\" data-image-id=\"e754121d-3dd6-4954-be9d-38da04b7ee5a\" alt=\"\"></figure>\n<p>To exit the section view, click the icon <strong>Named section</strong>. You can access the section views afterward again using this icon and browse and modify all added sections in the menu.</p>\n<figure data-asset-id=\"d3235040-4e79-4af0-a390-725dd761571f\" data-image-id=\"d3235040-4e79-4af0-a390-725dd761571f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d085fb8c-a181-4c8b-b4a3-b5efba659423/Section6up.png\" data-asset-id=\"d3235040-4e79-4af0-a390-725dd761571f\" data-image-id=\"d3235040-4e79-4af0-a390-725dd761571f\" alt=\"\"></figure>\n<p>Section model view can be printed to report or saved to a gallery for further usage.</p>\n<p>There is set an automatic generation of labels for welds and plates which describe the type and thickness of the weld and thickness/dimensions of the plate, respectively.</p>\n<figure data-asset-id=\"82f73e29-b56a-4139-abfc-a4c210942877\" data-image-id=\"82f73e29-b56a-4139-abfc-a4c210942877\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/197fe921-96c1-4f52-913f-9e12de161275/Section4up.png\" data-asset-id=\"82f73e29-b56a-4139-abfc-a4c210942877\" data-image-id=\"82f73e29-b56a-4139-abfc-a4c210942877\" alt=\"\"></figure>\n<p><em>Weld labels and plate property label</em></p>\n<p>This feature is available only in <strong>Enhanced</strong> version of IDEA StatiCa Steel</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"d207a906_63c6_01d6_d20e_d57159262ac6\"></object>"
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                                                                                            "value": "<h3>Introduction</h3>\n<p>Bar members are preferred by engineers when designing steel structures. However, there are many locations on the structure where the theory of members is not valid, e.g., welded joints, bolted connections, footing, holes in walls, the tapering height of cross-section and point loads. The structural analysis in such locations is difficult and it requires special attention. The behavior is non-linear and the nonlinearities must be respected, e.g., yielding of the material of plates, contact between end plates or base plate and concrete block, one-sided actions of bolts and anchors, welds. Design codes, e.g. EN1993-1-8, and also technical literature offer engineering solution methods. Their general feature is derivation for typical structural shapes and simple loadings. The method of components is used very often.</p>\n<h4>Component method</h4>\n<p>The component method (CM) solves the joint as a system of interconnected items – components. The corresponding model is built per each joint type to be able to determine forces and stresses in each component – see the following picture.</p>\n<figure data-asset-id=\"cedfb2e2-64f2-40c2-8fec-92c8ad55a3ed\" data-image-id=\"cedfb2e2-64f2-40c2-8fec-92c8ad55a3ed\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/46167222-5959-469c-8c60-8a14b0148787/General%20introduction%20for%20structural%20design%20of%20steel%20connections.png\" data-asset-id=\"cedfb2e2-64f2-40c2-8fec-92c8ad55a3ed\" data-image-id=\"cedfb2e2-64f2-40c2-8fec-92c8ad55a3ed\" alt=\"IDEA StatiCa Connection theoretical background for the advanced structural design of steel connections.  Structural design of welded and bolted steel connections using the Component Based Finite Element Model CBFEM).\"></figure>\n<p>The components of a joint with bolted end plates modeled by springs</p>\n<p>Each component is checked separately using corresponding formulas. As the proper model must be created for each joint type, the method usage has limits when solving joints of general shapes and general loads.</p>\n<p>IDEA StatiCa together with a project team of Department of Steel and Timber Structures of Faculty of Civil Engineering in Prague and Institute of Metal and Timber Structures of Faculty of Civil Engineering of the Brno University of Technology, developed a method for advanced design of steel structural joints.</p>\n<p><strong>Component Based Finite Element Model</strong> (<a href=\"https://www.cbfem.com/\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">CBFEM</a>) method is:</p>\n<ul>\n  <li><strong>General</strong> enough to be usable for most of the joints, footings, and details in engineering practice.</li>\n  <li><strong>Simple and fast</strong> enough in daily practice to provide results in a time comparable to current methods and tools.</li>\n  <li><strong>Comprehensive</strong> enough to provide structural engineer clear information about joint behavior, stress, strain, and reserves of individual components and about overall safety and reliability.</li>\n</ul>\n<p>The CBFEM method is based on the idea that most of the verified and very useful parts of CM should be kept. The weak point of CM – its generality when analyzing stresses of individual components – was replaced by modeling and analysis using the Finite Element Method (FEM).</p>\n<p>FEM is a general method commonly used for structural analysis. The usage of FEM for modeling of joints of any shapes seems to be ideal (Virdi, 1999). The elastic-plastic analysis is required, as the steel ordinarily yields in the structure. In fact, the results of the linear analysis are useless for joint design.</p>\n<p>FEM models are used for research purposes of joint behavior, which usually apply spatial elements and measured values of material properties.</p>\n<figure data-asset-id=\"ea4a8ae4-b44a-4176-a7df-1b27731870ab\" data-image-id=\"ea4a8ae4-b44a-4176-a7df-1b27731870ab\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f4350bd3-6406-41af-bb2b-ad67a241fade/T-stub-research.png\" data-asset-id=\"ea4a8ae4-b44a-4176-a7df-1b27731870ab\" data-image-id=\"ea4a8ae4-b44a-4176-a7df-1b27731870ab\" alt=\"\"></figure>\n<p><em>FEM model of a joint for research. It uses spatial 3D elements for both plates and bolts</em></p>\n<p>Both webs and flanges of connected members are modeled using shell elements in the CBFEM model for which the known and verified solution is available.</p>\n<p>The fasteners – bolts and welds – are the most difficult in the point of view of the analysis model. Modeling of such elements in general FEM programs is difficult because the programs do not offer the required properties. Thus, special FEM components had to be developed to model the welds and bolts behavior in a joint.</p>\n<figure data-asset-id=\"776fe656-ccd3-49b7-aa3f-db4d31162c9c\" data-image-id=\"776fe656-ccd3-49b7-aa3f-db4d31162c9c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c37c3b86-71aa-4dd2-9afe-58e25c224a25/CBFEM-bolted_connection.png\" data-asset-id=\"776fe656-ccd3-49b7-aa3f-db4d31162c9c\" data-image-id=\"776fe656-ccd3-49b7-aa3f-db4d31162c9c\" alt=\"\"></figure>\n<p><em>CBFEM model of bolted connection by end plates</em></p>\n<p>Joints of members are modeled as massless points when analyzing steel frame or girder structure. Equilibrium equations are assembled in joints and internal forces on the ends of beams are determined after solving the whole structure. In fact, the joint is loaded by those forces. The resultant of forces from all members in the joint is zero – the whole joint is in equilibrium.</p>\n<p>The real shape of a joint is not known in the structural model. The engineer only defines whether the joint is assumed to be rigid or hinged.</p>\n<p>It is necessary to create a trustworthy model of joint, which respect the real state, to design the joint properly. The ends of members with the length of a 2-3 multiple of maximal cross-section height are used in the CBFEM method. These segments are modeled using shell elements.</p>\n<figure data-asset-id=\"0b89c581-e70a-4ff4-bb77-7ba3289f5c31\" data-image-id=\"0b89c581-e70a-4ff4-bb77-7ba3289f5c31\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/63f85aa4-522f-4485-8a75-08c0e58c5788/Massless_joint.png\" data-asset-id=\"0b89c581-e70a-4ff4-bb77-7ba3289f5c31\" data-image-id=\"0b89c581-e70a-4ff4-bb77-7ba3289f5c31\" alt=\"\"></figure>\n<p><em>A theoretical (massless) joint and real shape of the joint without modified member ends</em></p>\n<p>For better precision of the CBFEM model, the end forces on 1D members are applied as loads on the segment ends. Sextuplets of forces from the theoretical joint are transferred to the end of the segment – the values of forces are kept, but the moments are modified by the actions of forces on corresponding arms.</p>\n<p>The segment ends at the joint are not connected. The connection must be modeled. So-called manufacturing operations are used in the CBFEM method to model the connection. Manufacturing operations are especially: cuts, offsets, holes, stiffeners, ribs, end plates and splices, cleats, gusset plates, and others. Fastening elements (welds and bolts) are also added.</p>\n<p><a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">IDEA StatiCa Connection</a> can perform two types of analysis:</p>\n<ol>\n  <li>Geometrically linear analysis with material and contact nonlinearities for stress and strain analysis,</li>\n  <li>Eigenvalue analysis to determine the possibility of buckling.</li>\n</ol>\n<p>In the case of connections, the geometrically nonlinear analysis is not necessary unless plates are very slender. Plate slenderness can be determined by eigenvalue (buckling) analysis. For the limit slenderness where geometrically linear analysis is still sufficient, see Chapter 3.9. 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                                                                                                    "value": "<p>The most common material diagrams which are used in finite element modeling of structural steel are the ideal plastic or elastic model with strain hardening and the true stress-strain diagram. The true stress-strain diagram is calculated from the material properties of mild steels at an ambient temperature obtained in tensile tests. The true stress and strain may be obtained as follows:</p>\n<p>\\[ \\sigma_{true}=\\sigma (1 + \\varepsilon) \\]</p>\n<p>\\[ \\varepsilon_{true}=\\ln (1 + \\varepsilon) \\]</p>\n<p>where <em>σ</em><sub>true</sub> is true stress, <em>ε</em><sub>true</sub> true strain, <em>σ</em> engineering stress, and <em>ε</em> engineering strain.</p>\n<p>The plates in <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">IDEA StatiCa Connection</a> are modeled with elastic-plastic material with a nominal yielding plateau slope according to EN1993-1-5, Par. C.6, (2), tan<sup>-1</sup> (<em>E</em>/1000). The material behavior is based on the von Mises yield criterion. It is assumed to be elastic before reaching the design yield strength, <em>f</em><sub>yd</sub>.</p>\n<p>The ultimate limit state criterion for regions not susceptible to <a data-item-id=\"7264c6af-2992-4866-b1e4-b8ca79ab1c57\" href=\"\">buckling</a> is reaching the limiting value of the principal membrane strain. The value of 5&nbsp;% is recommended (e.g. EN1993-1-5, App. C, Par. C.8, Note 1).</p>\n<figure data-asset-id=\"717192f9-e565-4a12-883f-42d0072c19ea\" data-image-id=\"717192f9-e565-4a12-883f-42d0072c19ea\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7e614341-aaae-4910-8951-e06b88bee777/Structural%20design%20of%20a%20steel%20connection%20-%20Material%20diagrams%20of%20steel%20in%20numerical%20models.png\" data-asset-id=\"717192f9-e565-4a12-883f-42d0072c19ea\" data-image-id=\"717192f9-e565-4a12-883f-42d0072c19ea\" alt=\"IDEA StatiCa Connection theoretical background for the advanced structural design of steel connections.  Structural design of welded and bolted steel connections. The material model used in CBFEM.\"></figure>\n<p><em>Material diagrams of steel in numerical models</em></p>\n<p>The limit value of plastic strain is often discussed. In fact, the ultimate load has low sensitivity to the limit value of plastic strain when the ideal plastic model is used. It is demonstrated in the following example of a beam to a column joint. An open section beam IPE 180 is connected to an open section column HEB 300 and loaded by bending moment. The influence of the limit value of plastic strain on the resistance of the beam is shown in the following figure. The limit plastic strain changes from 2&nbsp;% to 8&nbsp;%, but the change in moment resistance is less than 4&nbsp;%.</p>\n<figure data-asset-id=\"dfd68e37-fcac-4680-bf75-311501445825\" data-image-id=\"dfd68e37-fcac-4680-bf75-311501445825\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a8534ead-a79c-483d-ae11-2d404c1d412a/Loads_Stress_Strain.png\" data-asset-id=\"dfd68e37-fcac-4680-bf75-311501445825\" data-image-id=\"dfd68e37-fcac-4680-bf75-311501445825\" alt=\"\"></figure>\n<p><em>An example of prediction of ultimate limit state of a beam to column joint</em></p>\n<figure data-asset-id=\"855c10c3-0722-42a1-9f3f-7db1f59f67c3\" data-image-id=\"855c10c3-0722-42a1-9f3f-7db1f59f67c3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/aed18cbc-9028-4cf1-bd0d-9b5ec0b036a0/plastic_strain-resistance.png\" data-asset-id=\"855c10c3-0722-42a1-9f3f-7db1f59f67c3\" data-image-id=\"855c10c3-0722-42a1-9f3f-7db1f59f67c3\" alt=\"\"></figure>\n<p><em>The influence of the limit value of plastic strain on the moment resistance</em></p>"
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                                                                                                    "value": "<p>Increase in number of elements provides more precise results but at the cost of higher computational demand.</p>\n<h4>Plate model</h4>\n<p>Shell elements are recommended for modeling of plates in the FEA of structural connection. 4-node quadrangle shell elements with nodes at its corners are applied. Six degrees of freedom are considered in each node: 3 translations (<em>u</em><sub>x</sub>, <em>u</em><sub>y</sub>, <em>u</em><sub>z</sub>) and 3 rotations (<em>φ</em><sub>x</sub>, <em>φ</em><sub>y</sub>, <em>φ</em><sub>z</sub>). Deformations of the element are divided into the membrane and the flexural components.</p>\n<p>The formulation of the membrane behavior is based on the work by Ibrahimbegovic (1990). Rotations perpendicular to the plane of the element are considered. Complete 3D formulation of the element is provided. The out-of-plane shear deformations are considered in the formulation of the flexural behavior of an element based on Mindlin hypothesis. Our inhouse stabilised variant of Mindlin quad plate element with constat shear deforamtion along edge are applied. The elements are inspired by MITC4 elements; see Dvorkin (1984). The shell is divided into five integration layers through thickness of the plate at each integration point and plastic behavior is analyzed in each point. It is called Gauss–Lobatto integration. The nonlinear elastic-plastic stage of material is analyzed in each layer based on the known strains. Only the maximum stresses and strains of all layers are shown.</p>\n<h4>Mesh convergence</h4>\n<p>There are some criteria for the mesh generation in the connection model. The connection check should be independent of the element size. Mesh generation on a separate plate is problem-free. Attention should be paid to complex geometries such as stiffened panels, T-stubs, and base plates. The sensitivity analysis considering mesh discretization should be performed for complicated geometries.</p>\n<p>All plates of a beam cross-section have a common division into elements. The size of generated finite elements is limited. The minimal element size is set to 10 mm and the maximal element size to 50 mm (can be set in Code setup). Meshes on flanges and webs are independent of each other. The default number of finite elements is set to 8 elements per cross-section height as shown in the following figure. The user can modify the default values in Code setup.</p>\n<figure data-asset-id=\"56b04327-298f-4d82-9f7d-0c066664772c\" data-image-id=\"56b04327-298f-4d82-9f7d-0c066664772c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/82635179-c288-44ba-bf8d-c12b80a32766/Structural%20design%20of%20a%20steel%20connection%20-%20Plate%20model%20and%20mesh%20convergence.png\" data-asset-id=\"56b04327-298f-4d82-9f7d-0c066664772c\" data-image-id=\"56b04327-298f-4d82-9f7d-0c066664772c\" alt=\"IDEA StatiCa Connection theoretical background for the advanced structural design of steel connections. Structural design of welded and bolted steel connections. Description of shell elements used in CBFEM and mesh convergence.\"></figure>\n<p><em>The mesh on a beam with constraints between the web and the flange plate</em></p>\n<p>The mesh of the end plates is separate and independent of other connection parts. Default finite element size is set to 16 elements per cross-section height as shown in the figure.</p>\n<figure data-asset-id=\"8d24be01-1329-41ea-8233-9de761728436\" data-image-id=\"8d24be01-1329-41ea-8233-9de761728436\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7f71beb4-9fd6-4517-b069-6905b8176a8a/plate_mesh.png\" data-asset-id=\"8d24be01-1329-41ea-8233-9de761728436\" data-image-id=\"8d24be01-1329-41ea-8233-9de761728436\" alt=\"\"></figure>\n<p><em>The mesh on an end plate with 7 elements along its width</em></p>\n<p>The following example of a beam to column joint shows the influence of mesh size on the moment resistance. An open section beam IPE&nbsp;220 is connected to an open section column HEA&nbsp;200 and loaded by a bending moment as shown in the following figure. The critical component is the column panel in shear. The number of the finite elements along the cross-section height varies from 4 to 40 and the results are compared. Dashed lines are representing the 5%, 10%, and 15% difference. It is recommended to subdivide the cross-section height into 8 elements.</p>\n<figure data-asset-id=\"d7f4071e-0e80-460f-8d61-f7e271cbb6a0\" data-image-id=\"d7f4071e-0e80-460f-8d61-f7e271cbb6a0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d5bcfb21-1bf5-4c38-9d34-8e4ffe398738/beam_to_column.png\" data-asset-id=\"d7f4071e-0e80-460f-8d61-f7e271cbb6a0\" data-image-id=\"d7f4071e-0e80-460f-8d61-f7e271cbb6a0\" alt=\"\"></figure>\n<p><em>A beam to column joint model and plastic strains at ultimate limit state</em></p>\n<figure data-asset-id=\"80bf0274-5a14-4471-90af-93f56fc0a914\" data-image-id=\"80bf0274-5a14-4471-90af-93f56fc0a914\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/601738d5-2a76-4d40-97f7-722342d6d256/mesh_influence.png\" data-asset-id=\"80bf0274-5a14-4471-90af-93f56fc0a914\" data-image-id=\"80bf0274-5a14-4471-90af-93f56fc0a914\" alt=\"\"></figure>\n<p><em>The influence of the number of elements on the moment resistance</em></p>\n<p>The mesh sensitivity study of a slender compressed stiffener of column web panel is presented. The number of elements along the width of the stiffener varies from 4 to 20. The first buckling mode and the influence of a number of elements on the buckling resistance and critical load are shown in the following figure. The difference of 5% and 10% is displayed. It is recommended to use 8 elements along the stiffener width.</p>\n<figure data-asset-id=\"79630fed-3e60-44f9-bd9c-c9d2d47ffaf8\" data-image-id=\"79630fed-3e60-44f9-bd9c-c9d2d47ffaf8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c6c4099f-4691-4820-8691-8335303b111e/buckling_mesh.png\" data-asset-id=\"79630fed-3e60-44f9-bd9c-c9d2d47ffaf8\" data-image-id=\"79630fed-3e60-44f9-bd9c-c9d2d47ffaf8\" alt=\"\"></figure>\n<p><em>The first buckling mode and the influence of number of elements along the stiffener on the moment resistance</em></p>\n<p>The mesh sensitivity study of a T-stub in tension is presented. Half of the flange width is subdivided into 8 to 40 elements, and the minimal element size is set to 1&nbsp;mm. The influence of the number of elements on the T-stub resistance is shown in the following figure. The dashed lines are representing the 5%, 10%, and 15% difference. It is recommended to use 16 elements on the half of the flange width.</p>\n<figure data-asset-id=\"bd5d475b-5787-403f-886a-685e33f1be9d\" data-image-id=\"bd5d475b-5787-403f-886a-685e33f1be9d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/05531827-8853-4859-ac6a-0de511100185/T-stub-mesh.png\" data-asset-id=\"bd5d475b-5787-403f-886a-685e33f1be9d\" data-image-id=\"bd5d475b-5787-403f-886a-685e33f1be9d\" alt=\"\"></figure>\n<p><em>The influence of the number of elements on the T-stub resistance</em></p>"
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                                                                                                            "value": "<p>The standard penalty method is recommended for modeling contact between plates. If penetration of a node into an opposite contact surface is detected, penalty stiffness is added between the node and the opposite plate. The penalty stiffness is controlled by a heuristic algorithm during the nonlinear iteration to get a better convergence. The solver automatically detects the penetration point and solves the contact force distribution between the penetrated node and nodes on the opposite plate. It allows the creation of contact between different meshes, as shown. The advantage of the penalty method is the automatic assembly of the model. The contact between the plates has a major impact on the redistribution of forces in connection.</p>\n<figure data-asset-id=\"636a0d8a-150f-43a6-89a2-fc32d594385b\" data-image-id=\"636a0d8a-150f-43a6-89a2-fc32d594385b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c1c19e97-c73b-4e5c-b40e-1655f9e9d1d3/Structural%20design%20of%20a%20steel%20connection%20-%20Contacts%20between%20plates.png\" data-asset-id=\"636a0d8a-150f-43a6-89a2-fc32d594385b\" data-image-id=\"636a0d8a-150f-43a6-89a2-fc32d594385b\" alt=\"IDEA StatiCa Connection theoretical background for the advanced structural design of steel connections. Description of contacts and their application in CBFEM. Structural design of welded and bolted steel connections.\"></figure>\n<p><em>An example of separation of plates in contact between the web and flanges of two overlapped Z sections purlins</em></p>\n<p>It is possible to add contact between</p>\n<ul>\n  <li>two surfaces,</li>\n  <li>two edges,</li>\n  <li>edge and surface.</li>\n</ul>\n<figure data-asset-id=\"8ec0bea6-f990-4e43-81bf-a34c76e6dc74\" data-image-id=\"8ec0bea6-f990-4e43-81bf-a34c76e6dc74\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/02e3e1c2-223a-4a9f-800d-935e7b3dac76/edge-to-edge-contact.png\" data-asset-id=\"8ec0bea6-f990-4e43-81bf-a34c76e6dc74\" data-image-id=\"8ec0bea6-f990-4e43-81bf-a34c76e6dc74\" alt=\"\"></figure>\n<p><em>An example of edge-to-edge contact between the seat and the end plate</em></p>\n<figure data-asset-id=\"e47c299b-4acd-4b1f-bfa6-ef1fd1d972ca\" data-image-id=\"e47c299b-4acd-4b1f-bfa6-ef1fd1d972ca\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/02d6ce4a-86b1-4eac-9525-c59772b520e3/edge-to-surface-contact.png\" data-asset-id=\"e47c299b-4acd-4b1f-bfa6-ef1fd1d972ca\" data-image-id=\"e47c299b-4acd-4b1f-bfa6-ef1fd1d972ca\" alt=\"\"></figure>\n<p><em>An example of edge-to-surface contact between the lower flange of the beam and the column flange</em></p>\n<p>The <a data-item-id=\"22ff0f4a-a6f0-4086-bc4c-ed49f4aa86e2\" href=\"\">stresses in contacts</a> may be visualized, and the values are shown in the check table of plates. However, the contact stresses are only informative and are not used in any check. Also, the through-thickness stress of shell elements is not considered.&nbsp;</p>\n<figure data-asset-id=\"c159e0e3-13d4-46a1-8c23-e93ae0d81678\" data-image-id=\"c159e0e3-13d4-46a1-8c23-e93ae0d81678\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3762ca8b-a140-47c8-a32e-3e2db2d6ca4d/contacts.png\" data-asset-id=\"c159e0e3-13d4-46a1-8c23-e93ae0d81678\" data-image-id=\"c159e0e3-13d4-46a1-8c23-e93ae0d81678\" alt=\"\"></figure>"
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                                                                                                                    "value": "<p>There exist several options for how to treat welds in numerical models. The large deformations make the mechanical analysis more complex, and it is possible to use different mesh descriptions, different kinetic and kinematic variables, and constitutive models. The different types of geometric 2D and 3D models and thereby finite elements with their applicability for different accuracy levels are generally used. The most often used material model is the common rate-independent plasticity model based on the von Mises yield criterion. Two approaches that are used for welds are described. Residual stress and deformation caused by welding are not assumed in the design model.</p>\n<p>The load is transmitted through force-deformation constraints based on the Lagrangian formulation to the opposite plate. The connection is called multi-point constraint (MPC) and relates the finite element nodes of one plate edge to another. The finite element nodes are not connected directly. The advantage of this approach is the ability to connect meshes with different densities. The constraint allows modeling the midline surface of the connected plates with the offset, which respects the real weld configuration and throat thickness. The load distribution in the weld is derived from the MPC, so the stresses are calculated in the throat section. This is important for the stress distribution in the plate under the weld and for modeling of T-stubs.</p>\n<h4>Plastic stress redistribution in welds</h4>\n<p>The model with only multi-point constraints does not respect the stiffness of the weld, and the stress distribution is conservative. Stress peaks that appear at the end of plate edges, in corners, and rounding, govern the resistance along the whole length of the weld. To eliminate the effect, a special elastoplastic element is added between the plates. The element respects the weld throat thickness, position, and orientation. The equivalent weld solid is inserted with the corresponding weld dimensions. The nonlinear material analysis is applied, and elastoplastic behavior in equivalent weld solid is determined. The plasticity state is controlled by stresses in the weld throat section. The stress peaks are redistributed along the longer part of the weld length.</p>\n<p>The elastoplastic model of welds gives real values of stress, and there is no need to average or interpolate the stress. Calculated values at the most stressed weld element are used directly for checks of the weld component. This way, there is no need to reduce the resistance of multi-oriented welds, welds to unstiffened flanges, or long welds.</p>\n<figure data-asset-id=\"4a260917-112f-4e2a-9d28-8da1b16a76df\" data-image-id=\"4a260917-112f-4e2a-9d28-8da1b16a76df\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0bd27c97-ebab-4887-9fc1-d9027cdf3df8/Structural%20design%20of%20a%20steel%20connection%20-%20Welds.png\" data-asset-id=\"4a260917-112f-4e2a-9d28-8da1b16a76df\" data-image-id=\"4a260917-112f-4e2a-9d28-8da1b16a76df\" alt=\"IDEA StatiCa Connection theoretical background for the advanced structural design of steel connections.  Description of weld finite element. Structural design of welded connection.\"></figure>\n<p><em>Constraint between weld element and mesh nodes</em></p>\n<p>General welds, while using plastic redistribution, can be set as continuous, partial, and intermittent. Continuous welds are over the whole length of the edge, partial allows users to set offsets from both sides of the edge, and intermittent welds can be additionally set with a set length and a gap.</p>"
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                                                                                                                                            "value": "<p>It's interesting how different approaches to the same structure we could find throughout the regions, companies, or even between different designers. While some would weld everything together without thinking about a single bolt, others would cut the structure into several parts and connect everything together with dozens of bolts. Both approaches to connecting the structural members have their pros and cons.&nbsp;</p>\n<p>Purely welded connections are stiffer than bolted connections and are thus considered to be safer or can reduce deflections. But then some experienced (meaning expensive) welder has to be somewhere on site, safely hanged in the space, often in inhospitable weather. The weld quality checks are sometimes not even possible, and the less precise work brings obviously higher material costs.</p>\n<p>The workshop welding on the other hand may be more precise, it also requires transporting to the site. And onsite welding is often expensive in implementation and over-usage of welding materials. Read on to learn which approach best suits your projects.</p>\n<p>You already know that IDEA StatiCa can help you calculate not only the stiffness of the weld connections but also estimate the costs of the connection depending on the weld type, etc. That is not something new under the sun. <a data-item-id=\"dc6882ef-317b-417a-b684-943901355f3d\" href=\"\">You can read one of our articles about the connection cost calculation</a>.&nbsp;</p>\n<p>But we also believe that connection designs should be as precise as possible while securing sufficient connection resistance. And one of our features can help you exactly with this.&nbsp;</p>\n<h2>Designing contact between column and base plate</h2>\n<p>Imagine you need to design a steel column welded to its base plate. The load must be transferred from the upper structure to the foundations. In certain countries, it is possible to include the contact between the column and its base plate when evaluating the compressive strength of the connection.</p>\n<p>In most standards, such as Eurocode, the load is assumed to flow through the welds only. Therefore, the welds must be designed so that they resist the full compressive force from the structure above. Nevertheless, you can imagine that there exists a certain contact between the base of the column and its baseplate even before these two are welded together.</p>\n<p>In some regions, the technical guides allow taking this contact into account when evaluating the compressive resistance. Of course, there are certain criteria to be fulfilled so that it is permitted to use this approach. Then, the contact brings an additional resistance to the compressive strength of the base weld which leads to a more economical design of the welds.</p>\n<figure data-asset-id=\"eb79d5c6-d879-4afb-a5c1-5df03982810a\" data-image-id=\"eb79d5c6-d879-4afb-a5c1-5df03982810a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2a16ecdf-f660-47b6-bb32-9b9aeecf3314/6.png\" data-asset-id=\"eb79d5c6-d879-4afb-a5c1-5df03982810a\" data-image-id=\"eb79d5c6-d879-4afb-a5c1-5df03982810a\" alt=\"\"></figure>\n<p>The <a data-item-id=\"68076977-c9aa-4fa5-b726-09433e204c2b\" href=\"\">model of the weld</a> will then be set to have high stiffness. Once it starts to yield (i.e. to deform plastically), the contact is activated and the compression is taken by the contact. This leads to significant values of the stress in the weld even if the contact is applied. However, importantly, the resistance of the weld in shear is not decreased. The weld is not checked in compression anymore as this is taken by the contact but the tension and shear are still assigned to the weld and the appropriate checks are conducted.</p>\n<p>Practically speaking, you will add a contact <strong>and</strong> a weld on the appropriate edges of the member (the column in this instance) at the same time. From the load transfer perspective, the contact will be effective in compression only while the welds will transfer shear and tension forces. Both operations are available under the “Weld or contact” manufacturing operation.</p>\n<figure data-asset-id=\"29614fc0-aa03-499c-b343-7c518253d397\" data-image-id=\"29614fc0-aa03-499c-b343-7c518253d397\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d7f5114a-1fcd-4da4-9496-44a11d412653/1.png\" data-asset-id=\"29614fc0-aa03-499c-b343-7c518253d397\" data-image-id=\"29614fc0-aa03-499c-b343-7c518253d397\" alt=\"\"></figure>\n<p>This is what you will see in IDEA StatiCa Connection:</p>\n<ul>\n  <li>A red line representing the compressive contact is combined with a yellow line used to indicate the welds (when the transparent view is activated)</li>\n</ul>\n<figure data-asset-id=\"9a6d9cfe-6a47-4004-ac16-16dc15eadf5d\" data-image-id=\"9a6d9cfe-6a47-4004-ac16-16dc15eadf5d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6af8d357-08a5-4696-bc89-3f5b3938463a/5.png\" data-asset-id=\"9a6d9cfe-6a47-4004-ac16-16dc15eadf5d\" data-image-id=\"9a6d9cfe-6a47-4004-ac16-16dc15eadf5d\" alt=\"\"></figure>\n<ul>\n  <li>In the results and reports, a down-facing arrow has been added next to the rectangle symbol of the fillet weld</li>\n</ul>\n<figure data-asset-id=\"49e646c3-621b-4946-98c5-3330d6b697dc\" data-image-id=\"49e646c3-621b-4946-98c5-3330d6b697dc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/40b0ff4a-152f-4245-af7e-7424793620db/7.png\" data-asset-id=\"49e646c3-621b-4946-98c5-3330d6b697dc\" data-image-id=\"49e646c3-621b-4946-98c5-3330d6b697dc\" alt=\"\"></figure>\n<p>You can apply any type of fillet weld in combination with the contact (i.e. continuous, partial, or intermittent). Butt welds are not combined by their very nature.</p>\n<figure data-asset-id=\"29ab325a-b8f5-4f92-93af-d4e9a10b81c8\" data-image-id=\"29ab325a-b8f5-4f92-93af-d4e9a10b81c8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d2b3e9c9-3586-4eeb-963a-70e24edca19c/4.png\" data-asset-id=\"29ab325a-b8f5-4f92-93af-d4e9a10b81c8\" data-image-id=\"29ab325a-b8f5-4f92-93af-d4e9a10b81c8\" alt=\"\"></figure>\n<h3>Procedure limitations</h3>\n<p>The presented approach can be applied when the actual manufacturing operations are guaranteed: the edges of the welded member must be <strong>precisely</strong> <strong>machined </strong>so that there is <strong>no</strong> <strong>gap </strong>between the welded items. Due to these strict criteria, this procedure is limited to certain countries such as <a href=\"https://www.steel.org.au/getattachment/f68b3f37-530a-4316-8c4e-e2617a95b7de/Detailing-considerations-Design-Guide-7_bk745.pdf\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">The Netherlands</a> and the United Kingdom. We cannot stress enough that the responsibility for this criteria to be fulfilled remains with the engineer.</p>\n<h3>Discover more&nbsp;</h3>\n<p><a data-item-id=\"ddfe7eda-4125-461a-b0f1-90de133d5cc6\" href=\"\">The combination of the contact in compression</a> and a weld on the same edge of the steel plate is one of the new features in IDEA StatiCa version 22.1 released in October this year. See the full list of the new functionality in our <a data-item-id=\"8136efc3-3a87-48df-9cb2-890edbe4cfb2\" href=\"\">Release notes of IDEA StatiCa 22.1</a> for steel and concrete or watch a live presentation in our <a data-item-id=\"16d6512d-82ee-4689-823f-5998c9421d66\" href=\"\">What's new in IDEA StatiCa 22.1</a> release webinar.</p>\n<p><br>\n</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n6926922d_e5b2_01a0_9cbf_12aabef97d08\"></object>"
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                                                                                                                                            "value": "<h2>Bolt model according to CBFEM</h2>\n<p>IDEA StatiCa has a unique method in its solver, the <a data-item-id=\"6e068636-6a02-5d0e-89ad-6dcff4e21151\" href=\"\">Component-based Finite Element Method (CBFEM)</a>. The bolt model used in&nbsp;CBFEM&nbsp;is described and verified to several steel design codes. The load resistance and deformation capacity are also compared to the main experimental research programs.</p>\n<p>In the Component-Based Finite Element Method (CBFEM), bolt with its behavior in tension, shear, and bearing is the component described by the dependent nonlinear springs. The bolt in tension is described by spring with its axial initial stiffness, design resistance, initialization of yielding, and deformation capacity. For the initialization of yielding and deformation capacity, it is assumed that plastic deformation occurs in the threaded part of the bolt shank only.</p>\n<p>In our Theoretical background, you can find <a data-item-id=\"c2cc67f3-4000-4959-a195-b28becf63f2a\" href=\"\">more information on how the CBFEM method describes and verifies bolts</a>. If you want to know a bit more about CBFEM in general, the full&nbsp;<a data-item-id=\"d4aa2923-a94a-4c40-8fd8-93608acbf893\" href=\"\">General theoretical background</a>&nbsp;is definitely the best place to start from.</p>\n<h2>Bolts according to design codes</h2>\n<p>Let's take a look at how CBFEM approaches bolts from the point of view of individual design codes. So far, IDEA StatiCa supports eight design codes where design and/or detailing of bolts and preloaded bolts are being solved.&nbsp;</p>\n<h3>Check of bolts and preloaded bolts according to Eurocode</h3>\n<p>The initial stiffness and design resistance of bolts in shear are in CBFEM modeled according to Cl.&nbsp;3.6 and 6.3.2 in EN 1993-1-8. The spring representing bearing and tension has a bi-linear force-deformation behavior with an initial stiffness and design resistance according to Cl. 3.6 and 6.3.2 in EN 1993-1-8.</p>\n<p><strong>Detailing&nbsp;</strong></p>\n<p>Checks of bolts is performed if the option is selected in Code setup. Dimensions from bolt center to plate edges and between bolts are checked. Edge distance&nbsp;<em>e</em>&nbsp;= 1.2 and spacing between bolts&nbsp;<em>p</em>&nbsp;= 2.2 are recommended in Table 3.3 in EN 1993-1-8. Users can modify both values in the Code setup.</p>\n<h3>Check of bolts and preloaded bolts according to AISC</h3>\n<p>The forces in bolts are determined by finite element analysis. The tensile forces include prying forces. The bolt resistances are checked according to AISC 360 - Chapter J3.</p>\n<p><strong>Detailing&nbsp;</strong></p>\n<p>The minimum spacing between bolts and distance to the bolt center to an edge of a connected part is checked. The minimum spacing 2.66 times (editable in Code setup) the nominal bolt diameter between centers of bolts is checked according to AISC 360-16 – J.3.3. The minimum distance to the bolt center to an edge of a connected part is checked according to AISC 360-16 – J.3.4; the values are in Table J3.4 and J3.4M.</p>\n<h3>Check of bolts and preloaded bolts according to other standards</h3>\n<ul>\n  <li><a href=\"https://www.ideastatica.com/support-center/check-of-bolts-and-preloaded-bolts-according-to-cisc\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">Check of bolts and preloaded bolts according to CISC (Canada)</a></li>\n  <li><a href=\"https://www.ideastatica.com/support-center/check-of-bolts-and-preloaded-bolts-according-to-chinese-standard\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">Check of bolts and preloaded bolts according to Chinese standard (GB)</a></li>\n  <li><a href=\"https://www.ideastatica.com/support-center/check-of-bolts-according-to-hong-kong-code\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">Check of bolts according to Hong Kong Code (HKG)</a></li>\n  <li><a href=\"https://www.ideastatica.com/support-center/check-of-bolts-according-to-is-800\">Check of preloaded bolts according to IS 800 (India)</a></li>\n  <li><a href=\"https://www.ideastatica.com/support-center/check-of-bolts-and-preloaded-bolts-according-to-sp\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">Check of bolts and preloaded bolts according to SP (Russia)</a></li>\n  <li><a href=\"https://www.ideastatica.com/support-center/check-of-bolts-and-preloaded-bolts-according-to-as\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">Check of bolts and preloaded bolts according to AS (Australia)</a></li>\n</ul>\n<h2>Bolt detailing&nbsp;</h2>\n<p><strong>How to set the distances</strong></p>\n<p>Edge distances used for bolt bearing resistance must be relevant for general plate geometries, plates with openings, cutouts, etc.</p>\n<p>The algorithm reads the real direction of the resulting shear force vector in a given bolt and then calculates the distances needed for the bearing check.</p>\n<p>The end (<em>e</em><sub>1</sub>) and edge (<em>e</em><sub>2</sub>) distances are determined by dividing the plate contour into three segments. The end segment is indicated by a 60° range in the direction of the force vector. The edge segments are defined by two 65° ranges perpendicular to the force vector. The shortest distance from a bolt to a relevant segment is then taken as an end, or an edge distance.</p>\n<figure data-asset-id=\"206cf95d-3010-4d11-ab8a-aceb3f62bdc6\" data-image-id=\"206cf95d-3010-4d11-ab8a-aceb3f62bdc6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c166c28a-3f8f-4d50-99ba-857ed9b01e6c/Bolt%20bearing%20distances%201.png\" data-asset-id=\"206cf95d-3010-4d11-ab8a-aceb3f62bdc6\" data-image-id=\"206cf95d-3010-4d11-ab8a-aceb3f62bdc6\" alt=\"Bolt bearing distances (EN)\"></figure>\n<p>The spacing distances between bolt holes (<em>p</em><sub>1</sub>; <em>p</em><sub>2</sub>) are determined by virtually enlarging the surrounding bolt holes by a half of their diameter, then drawing two lines in direction and perpendicular to the shear force vector. The distances to the enlarged bolt holes that are intersected by these lines are then considered as <em>p</em><sub>1</sub> and <em>p</em><sub>2</sub> in the calculation.</p>\n<figure data-asset-id=\"15a106be-af4c-4966-ac50-a889863e1a5c\" data-image-id=\"15a106be-af4c-4966-ac50-a889863e1a5c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b8152921-f220-412f-81de-8c8c83d7e2c2/Bolt%20bearing%20distances%202.png\" data-asset-id=\"15a106be-af4c-4966-ac50-a889863e1a5c\" data-image-id=\"15a106be-af4c-4966-ac50-a889863e1a5c\" alt=\"Bolt bearing distances (EN)\"></figure>\n<h2>Verification examples</h2>\n<p>We have prepared several verification examples to check the results in comparison with other computation methods.</p>\n<h4>EN</h4>\n<ul>\n  <li><a href=\"https://www.ideastatica.com/support-center/bolted-connection-splices-in-shear\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">Bolted&nbsp;connection - Splices in shear</a></li>\n  <li><a href=\"https://www.ideastatica.com/support-center/bolted-connection-interaction-of-shear-and-tension\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">Bolted&nbsp;connection - Interaction of shear and tension</a></li>\n  <li><a href=\"https://www.ideastatica.com/support-center/haunched-joint-capacity-design\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">Haunched joint – capacity design</a></li>\n</ul>\n<h4>AISC</h4>\n<ul>\n  <li><a href=\"https://www.ideastatica.com/support-center/bolted-splice-connection\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">Bolted&nbsp;splice connection</a></li>\n  <li><a href=\"https://www.ideastatica.com/support-center/bolted-flange-plate-moment-connection-lrfd\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">Bolted&nbsp;flange plate moment connection – LRFD</a></li>\n  <li><a href=\"https://www.ideastatica.com/support-center/extended-moment-end-plate-connection-asd\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">Extended moment end-plate connection – ASD</a></li>\n</ul>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n4ca72f7d_ade8_0141_ad6f_baebda5b563b\"></object>\n<h2>Patented technology for structural engineers</h2>\n<p>Do you know that our bolt model solution is a part of a U.S. patent? Read <a data-item-id=\"627bdc92-14f2-416a-b7ef-7df116ea3e73\" href=\"\">here</a> about our success story.&nbsp;</p>\n<figure data-asset-id=\"2546f7fb-18b9-4671-8e1b-238a6ec1b0e9\" data-image-id=\"2546f7fb-18b9-4671-8e1b-238a6ec1b0e9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a0abb5ad-7dba-4687-bfd8-e64fa9c03512/756213100-huge.jpg\" data-asset-id=\"2546f7fb-18b9-4671-8e1b-238a6ec1b0e9\" data-image-id=\"2546f7fb-18b9-4671-8e1b-238a6ec1b0e9\" alt=\"IDEA StatiCa Patent\"></figure>\n<h2>&nbsp;One bolt joint - our solution&nbsp;</h2>\n<p>Sometimes, the engineer needs to make a <strong>joint with one bolt only</strong>, especially if e.g. a hinge, a bracing, a rod, or a diagonal is expected. To model and calculate this kind of operation, you need to define a proper&nbsp;<strong>Model type</strong>&nbsp;of the member. More about it can be read <a href=\"https://www.ideastatica.com/support-center/how-to-model-one-bolt-connection\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">here</a>.&nbsp;</p>\n<figure data-asset-id=\"cca7ed64-cf29-48bd-bb61-96c49f4f1285\" data-image-id=\"cca7ed64-cf29-48bd-bb61-96c49f4f1285\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/edfb27a5-88b9-4f39-ac2b-bd319f37ee29/Model%20type%200.png\" data-asset-id=\"cca7ed64-cf29-48bd-bb61-96c49f4f1285\" data-image-id=\"cca7ed64-cf29-48bd-bb61-96c49f4f1285\" alt=\"How to model one bolt connection (Model type)\"></figure>\n<h2>Bolts, welds, and stiffness of a joint</h2>\n<p>Both bolts and welds have their advantages and disadvantages. One of the important aspects when choosing a joint is its planned stiffness. In general, a bolted joint is never as rigid as a welded joint. &nbsp;If you choose a bolt connection, we recommend calculating the stiffness of such a connection and taking into account the resulting stiffness in the overall structure. You can read what such a calculation looks like and what it entails <a data-item-id=\"6726bbc6-1826-4c43-9253-b8f6e0ab39a9\" href=\"\">here</a>, or watch this <a data-item-id=\"ab4c1281-d0ce-5c97-95ef-3c369206d272\" href=\"\">video</a>.</p>\n<figure data-asset-id=\"3ad5d43d-0568-4816-837a-543530a44c5c\" data-image-id=\"3ad5d43d-0568-4816-837a-543530a44c5c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d43f402a-8463-4e51-b040-bcbadaaab500/stiffness.png\" data-asset-id=\"3ad5d43d-0568-4816-837a-543530a44c5c\" data-image-id=\"3ad5d43d-0568-4816-837a-543530a44c5c\" alt=\"stiffness\"></figure>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_a1697b4\"></object>"
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                                                                                                                                            "value": "<h2>Weld model according to CBFEM</h2>\n<p>IDEA StatiCa has a unique method in its solver, the Component-based Finite Element Method (CBFEM). The weld model used in <a data-item-id=\"6e068636-6a02-5d0e-89ad-6dcff4e21151\" href=\"\">CBFEM</a> is described and verified to several steel design codes. The load resistance and deformation capacity are also compared to the main experimental research programs.</p>\n<p>There are several options on how to treat welds in numerical models. The large deformations make the mechanical analysis more complex and it is possible to use different mesh descriptions, different kinetic and kinematic variables, and constitutive models. Generally, different types of geometric 2D and 3D models and thereby finite elements with their applicability for different accuracy levels are used. The most often applied material model is the common rate-independent plasticity model based on <a href=\"https://en.wikipedia.org/wiki/Von_Mises_yield_criterion\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">von Mises yield criterion</a>. Residual stress and deformation caused by welding are not assumed in the design model.</p>\n<p>The load is transmitted through force-deformation constraints based on the Lagrangian formulation to the opposite plate. The connection is called multi-point constraint (MPC) and relates the finite element nodes of one plate edge to another edge or surface. The finite element nodes are not connected directly. The advantage of this approach is the ability to connect meshes with different densities. The constraint allows to model midline surface of the connected plates with the offset, which respects the real weld configuration and throat thickness. The load distribution in the weld is derived from the MPC, so the stresses are calculated in the throat section. This is important for the stress distribution in the plate under the weld and for modeling of T-stubs.</p>\n<figure data-asset-id=\"4a260917-112f-4e2a-9d28-8da1b16a76df\" data-image-id=\"4a260917-112f-4e2a-9d28-8da1b16a76df\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0bd27c97-ebab-4887-9fc1-d9027cdf3df8/Structural%20design%20of%20a%20steel%20connection%20-%20Welds.png\" data-asset-id=\"4a260917-112f-4e2a-9d28-8da1b16a76df\" data-image-id=\"4a260917-112f-4e2a-9d28-8da1b16a76df\" alt=\"IDEA StatiCa Connection theoretical background for the advanced structural design of steel connections.  Description of weld finite element. Structural design of welded connection.\"></figure>\n<p>In our Theoretical background, you can find <a data-item-id=\"68076977-c9aa-4fa5-b726-09433e204c2b\" href=\"\">more information on how the CBFEM method describes and verifies welds</a>.</p>\n<p>If you want to know a bit more about CBFEM in general, the full <a data-item-id=\"d4aa2923-a94a-4c40-8fd8-93608acbf893\" href=\"\">General theoretical background</a> is definitely the best place to start from.</p>\n<h2>Welds according to codes and standards</h2>\n<h3>Welds according to AISC</h3>\n<p>Fillet welds are checked according to AISC 360 - Chapter J2. The strength of CJP groove welds is assumed the same as the base metal and is not checked. As most of the IDEA Statica users are already used to, all values required for checks are printed in tables.</p>\n<figure data-asset-id=\"f9fa3bce-8f47-4f75-a081-ad507e953c2f\" data-image-id=\"f9fa3bce-8f47-4f75-a081-ad507e953c2f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d2437755-1175-479b-97e8-4b24262b7021/welds_check.png\" data-asset-id=\"f9fa3bce-8f47-4f75-a081-ad507e953c2f\" data-image-id=\"f9fa3bce-8f47-4f75-a081-ad507e953c2f\" alt=\"\"></figure>\n<p>When it comes to <strong>weld detailing</strong>, the minimal and maximal weld size and the sufficient length of the weld are checked. The maximal weld size is checked according to AISC 360-16 – J2. The minimal weld size is checked according to Table J2.4. &nbsp;A detailed description of the parameters can be found <a data-item-id=\"ffe45899-4875-4394-a9b5-bf87455fc52d\" href=\"\">in this article</a>.&nbsp;</p>\n<p>To give you peace of mind that your designs are complete and accurate, IDEA StatiCa results&nbsp;are being thoroughly tested and verified according to AISC requirements:&nbsp;</p>\n<ul>\n  <li><a data-item-id=\"1cfcffb1-e431-5b5b-8443-ee54c95352b1\" href=\"\">Welded splice</a></li>\n  <li><a data-item-id=\"1bd92fd0-aecf-58ba-88f1-818decf973c4\" href=\"\">All welded double-angle connection</a></li>\n  <li><a data-item-id=\"ed81d3c1-f275-5cda-a7c7-6449e5c30312\" href=\"\">Simple weld</a></li>\n  <li><a data-item-id=\"ee2fa588-af99-5602-a575-3e0bfd234c67\" href=\"\">Simple weld - LRFD</a>&nbsp;</li>\n  <li><a href=\"https://www.ideastatica.com/support-center/all?category=verification_example&amp;label=aisc\">and some more</a></li>\n</ul>\n<h3>Welds according to Eurocode</h3>\n<p>Fillet welds are checked according to EN 1993-1-8. In this case, the engineer's concern is the design resistance and weld utilization.&nbsp;</p>\n<p>The plastic redistribution in welds is used to automatically avoid the stress singularities in weld elements, to redistribute the stress further along the weld length.&nbsp;</p>\n<figure data-asset-id=\"6e157615-f2aa-4114-a7f9-b88331f68286\" data-image-id=\"6e157615-f2aa-4114-a7f9-b88331f68286\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a0f463d1-7875-431b-81ee-82ea9151b974/stress_in_weld.png\" data-asset-id=\"6e157615-f2aa-4114-a7f9-b88331f68286\" data-image-id=\"6e157615-f2aa-4114-a7f9-b88331f68286\" alt=\"\"></figure>\n<p>It is also important to be aware of the premise, the strength of butt welds is assumed the same as the base metal and is not checked.&nbsp;</p>\n<p>To read more about the <a data-item-id=\"df238e7d-f2f3-4b2a-beec-3b7e8f11651e\" href=\"\">weld check according to Eurocode</a>, our Theoretical background can be of help again.&nbsp;</p>\n<p><strong>Verifications of welded connections according to Eurocode</strong>:</p>\n<ul>\n  <li><a data-item-id=\"ebf3225a-7603-4d57-9370-040e27c3f66f\" href=\"\">Fillet weld in lap joint</a></li>\n  <li><a data-item-id=\"44fdfc71-52f9-459d-abb7-7fa4a9d7066d\" href=\"\">Fillet weld in fin plate joint</a></li>\n  <li><a data-item-id=\"104ffb3c-62ca-4dd9-8107-23b3fcc189e5\" href=\"\">Fillet weld in angle plate joint</a></li>\n  <li><a data-item-id=\"9452524f-95da-45b1-80ed-3494014278af\" href=\"\">Welded portal frame eaves moment connection</a></li>\n  <li><a href=\"https://www.ideastatica.com/support-center/search?q=weld&amp;category=verification_example&amp;label=eurocode\">and many more</a></li>\n</ul>\n<h3>Welds according to other codes</h3>\n<p>Most of you already know, IDEA Statica enables you to check steel connections according to eight national codes and standards so far. Except for the above-mentioned AISC and Eurocode, &nbsp;here is, how welds are treated by CBFEM &nbsp;in the remaining codes:&nbsp;</p>\n<ul>\n  <li><a data-item-id=\"cb00295b-bfcf-4c0f-8743-8532e311ca7b\" href=\"\">Weld check according to CISC (Canada)</a></li>\n  <li><a data-item-id=\"538b8bcb-f287-4259-b4e2-787c9792c367\" href=\"\">Weld check according to AS (Australia)</a> + <a data-item-id=\"0f650241-104b-4d76-acdc-d1c36de7aa20\" href=\"\">Weld detailing</a></li>\n  <li><a data-item-id=\"dad4f217-a192-41c1-bd71-6b540978346e\" href=\"\">Weld check according to SP (Russia)</a> + <a data-item-id=\"da3851cf-a0e4-4a56-a74e-92980edcb861\" href=\"\">Weld detailing</a></li>\n  <li><a data-item-id=\"0e848bd9-17f2-4448-83de-33c5b19bbde8\" href=\"\">Weld check according to GB (China)</a> + <a data-item-id=\"d3ac46ce-2b78-4cec-b1b5-ca4ef2fb51e7\" href=\"\">Weld detailing</a></li>\n  <li><a data-item-id=\"e301fcc8-cc43-42a4-8480-8a72357cd91f\" href=\"\">Weld check according to HKG (Hong Kong)</a> + <a data-item-id=\"749477a9-b9d6-4808-913c-21603f384d8e\" href=\"\">Weld detailing</a></li>\n  <li><a data-item-id=\"5d152fe4-3e0b-4905-b4d2-56dd1e255416\" href=\"\">Weld check according to IS (India)</a> + <a data-item-id=\"3a55bcb9-6742-4915-b914-65903449fa9d\" href=\"\">Weld detailing</a></li>\n</ul>\n<h2>Weld transmission in BIM links</h2>\n<p>When modeling a steel connection in CAD software with IDEA StatiCa BIM links, there used to be a few weak spots when it came to welds. The new IDEA StatiCa version 20.1, released in October 2020, brought several improvements to ease the engineer's life and speed up the design process.&nbsp;</p>\n<h3>Export of recommended welds</h3>\n<p>Sometimes, during the modeling process in CAD software, a few welds might be omitted or not imported correctly. For such situations, there is now an option to add recommended welds. When you choose this option, a check for potentially missing welds is performed. Such welds are then added and imported along with the rest of the components.&nbsp;</p>\n<figure data-asset-id=\"66cc6cf4-0454-4973-80d1-c036df7af58d\" data-image-id=\"66cc6cf4-0454-4973-80d1-c036df7af58d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e38caf39-0947-4aff-be81-7d3eb57ada99/Screenshot%202020-10-05%20122254.png\" data-asset-id=\"66cc6cf4-0454-4973-80d1-c036df7af58d\" data-image-id=\"66cc6cf4-0454-4973-80d1-c036df7af58d\" alt=\"Export of recommended welds\"></figure>\n<h3>Missing weld check</h3>\n<p>To avoid <a data-item-id=\"9831da0e-b8f1-415e-9654-03ffa0408086\" href=\"\">singularity on your connection</a>, once the connection is transferred to IDEA StatiCa, it is good to check if there are not any missing welds in the joint. For this purpose, we have added another useful tool to automatically help the user to find non-welded parts of the connection. This feature identifies and lists all the relevant plates and plate edges and allows the missing welds to be added.</p>\n<p>You can enter this functionality by the right-mouse click on Operations in the tree of entities on the right side of the scene.</p>\n<figure data-asset-id=\"450a4d6a-d571-4297-a195-63e33fdd30bc\" data-image-id=\"450a4d6a-d571-4297-a195-63e33fdd30bc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/12b10280-2125-44a3-b60e-6031f87a3e03/Missing%20welds.png\" data-asset-id=\"450a4d6a-d571-4297-a195-63e33fdd30bc\" data-image-id=\"450a4d6a-d571-4297-a195-63e33fdd30bc\" alt=\"Check of missing welds\"></figure>\n<h2>Summary</h2>\n<p>Connection design in IDEA StatiCa contains a verified CBFEM&nbsp;model of welds that allows code checks, realistic stress redistribution, and connecting plates with meshes of different densities. The validity of results is shown on a set of examples for each design code. The finite element model is being generated automatically, which is a great advantage to general FEM programs. Recently, several improvements were added to speed up the connection import process from CAD software.</p>\n<p>Welds are a great way to assemble steel connections but engineers need an accurate and fast tool for their design and code-check. That is why to use IDEA StatiCa in your projects.&nbsp;</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n2a3bd364_53ec_01d9_4480_103be7b196bf\"></object>\n<p>If you want to improve your connection design skills, why not try our <a data-item-id=\"3e6d7716-0c0c-4aa5-b3f1-bbc0bededcbc\" href=\"\">IDEA StatiCa Campus</a> online training?</p>"
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                                                                                                                            "name": "Content",
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                                                                                                                            "value": "<h2>Theoretical Background</h2>\n<p>Read the essential information about the weld model in our Theoretical Background. The general part describes the computational model itself:</p>\n<p><a href=\"https://www.ideastatica.com/support-center/general-theoretical-background#Welded_connections_analysis\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">Theoretical Background: Welded connections analysis</a></p>\n<figure data-asset-id=\"455c8fb8-27c8-4c3e-ab28-341376c03fa3\" data-image-id=\"455c8fb8-27c8-4c3e-ab28-341376c03fa3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a62801a2-1d6a-4743-8627-e232e90e69d9/Structural%20design%20of%20a%20steel%20connection%20-%20Plate%20model%20and%20mesh%20convergence%201200%20x%20630.png\" data-asset-id=\"455c8fb8-27c8-4c3e-ab28-341376c03fa3\" data-image-id=\"455c8fb8-27c8-4c3e-ab28-341376c03fa3\" alt=\"IDEA StatiCa Connection theoretical background for the advanced structural design of steel connections.  Description of weld finite element. Structural design of welded connection.\"></figure>\n<p>Specific parts of the Theoretical Background for each of the supported national standards:</p>\n<ul>\n  <li><a data-item-id=\"df238e7d-f2f3-4b2a-beec-3b7e8f11651e\" href=\"\">Code-check of welds (EN)</a></li>\n  <li><a data-item-id=\"6a4c43f3-4910-44fa-9a88-a9f70967f647\" href=\"\">Code-check of welds (AISC)</a></li>\n  <li><a data-item-id=\"cb00295b-bfcf-4c0f-8743-8532e311ca7b\" href=\"\">Code-check of welds (CISC)</a></li>\n  <li><a data-item-id=\"538b8bcb-f287-4259-b4e2-787c9792c367\" href=\"\">Code-check of welds (AS)</a></li>\n  <li><a data-item-id=\"5d152fe4-3e0b-4905-b4d2-56dd1e255416\" href=\"\">Code-check of welds (IS)</a></li>\n  <li><a data-item-id=\"e301fcc8-cc43-42a4-8480-8a72357cd91f\" href=\"\">Code-check of welds (HKG)</a></li>\n  <li><a data-item-id=\"0e848bd9-17f2-4448-83de-33c5b19bbde8\" href=\"\">Code-check of welds (GB)</a></li>\n  <li><a data-item-id=\"dad4f217-a192-41c1-bd71-6b540978346e\" href=\"\">Code-check of welds (SP)</a></li>\n</ul>\n<p>You can find a clear demo of how the stress develops during the loading as well as the distribution of the stress along the long welds is discussed in the <a data-item-id=\"1bfd3251-61f8-5fec-b5a4-08d1a6fe5b5f\" href=\"\">How are welds modeled in IDEA StatiCa</a> article.</p>\n<figure data-asset-id=\"8c940183-360c-484a-ab14-dcfdcfbbd29b\" data-image-id=\"8c940183-360c-484a-ab14-dcfdcfbbd29b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9e3dc390-df9d-4ee5-a959-7c4cfa9aca3b/welds_distr.png\" data-asset-id=\"8c940183-360c-484a-ab14-dcfdcfbbd29b\" data-image-id=\"8c940183-360c-484a-ab14-dcfdcfbbd29b\" alt=\"\"></figure>\n<p>Also, the welds and welded connections are discussed in our blog post articles <a data-item-id=\"de840e15-4e8e-4a27-8715-b8f27e643682\" href=\"\">Welded steel connections – to worry or not to worry?</a> and <a data-item-id=\"3caa8db0-05d2-4ae4-9175-763a14f01252\" href=\"\">Reduce weld costs by enhanced fabrication</a> (where a combination of the load transfer through a weld and contact in compression is discussed).</p>\n<figure data-asset-id=\"eb79d5c6-d879-4afb-a5c1-5df03982810a\" data-image-id=\"eb79d5c6-d879-4afb-a5c1-5df03982810a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2a16ecdf-f660-47b6-bb32-9b9aeecf3314/6.png\" data-asset-id=\"eb79d5c6-d879-4afb-a5c1-5df03982810a\" data-image-id=\"eb79d5c6-d879-4afb-a5c1-5df03982810a\" alt=\"\"></figure>\n<h2>Weld size and length</h2>\n<p>There are different ways how the size of the weld is defined, depending on the region. Read the <a data-item-id=\"8af403c6-c098-56ce-96ee-3daaeaf4639e\" href=\"\">Weld size and length</a> article to find out, how IDEA StatiCa defines the weld size or in case you need to know the exact length of the weld:</p>\n<figure data-asset-id=\"291e03d6-32ca-40af-903f-3620de689301\" data-image-id=\"291e03d6-32ca-40af-903f-3620de689301\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/67cc32f0-0506-4cdf-9637-0bc86dfefa54/Weld%20size.png\" data-asset-id=\"291e03d6-32ca-40af-903f-3620de689301\" data-image-id=\"291e03d6-32ca-40af-903f-3620de689301\" alt=\"Weld size and length\"></figure>\n<h2>Verifications</h2>\n<p>In our Support Center, you can find many verification studies describing the performance of different welded connection models as well as comparisons to laboratory tests.</p>\n<p><a href=\"https://www.ideastatica.com/support-center/search?category=verification_example&amp;q=weld\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">Verification studies on models with welds</a></p>\n<figure data-asset-id=\"5acc5b19-3a08-4b30-8dca-6793bcfd19a7\" data-image-id=\"5acc5b19-3a08-4b30-8dca-6793bcfd19a7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/47ea3d3f-dff3-49c7-8e5f-5abab34e343d/04-1-fig7.png\" data-asset-id=\"5acc5b19-3a08-4b30-8dca-6793bcfd19a7\" data-image-id=\"5acc5b19-3a08-4b30-8dca-6793bcfd19a7\" alt=\"Fillet weld\"></figure>\n<h2>Updates in versions</h2>\n<p>The following features are part of our release notes of IDEA StatiCa and may be related to the welds. Read more about the features in the dedicated articles under the links:</p>\n<p><a data-item-id=\"c1adb56e-c715-4213-b637-bc94b8f84def\" href=\"\"><strong>Check of missing welds</strong></a><strong> </strong>(version 20.1)</p>\n<p>We have added another useful tool to automatically help the user to find non-welded parts of the connection: the utility to analyze a connection model for potentially missing welds.&nbsp;</p>\n<figure data-asset-id=\"450a4d6a-d571-4297-a195-63e33fdd30bc\" data-image-id=\"450a4d6a-d571-4297-a195-63e33fdd30bc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/12b10280-2125-44a3-b60e-6031f87a3e03/Missing%20welds.png\" data-asset-id=\"450a4d6a-d571-4297-a195-63e33fdd30bc\" data-image-id=\"450a4d6a-d571-4297-a195-63e33fdd30bc\" alt=\"Check of missing welds\"></figure>\n<p><a data-item-id=\"d38299a4-0ea1-44c0-bf31-c2b61ad0d63b\" href=\"\"><strong>Import of recommended welds</strong></a> (version 20.1)</p>\n<p>When importing a connection from CAD software, there is now an option to add recommended welds.&nbsp;</p>\n<figure data-asset-id=\"66cc6cf4-0454-4973-80d1-c036df7af58d\" data-image-id=\"66cc6cf4-0454-4973-80d1-c036df7af58d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e38caf39-0947-4aff-be81-7d3eb57ada99/Screenshot%202020-10-05%20122254.png\" data-asset-id=\"66cc6cf4-0454-4973-80d1-c036df7af58d\" data-image-id=\"66cc6cf4-0454-4973-80d1-c036df7af58d\" alt=\"Export of recommended welds\"></figure>\n<p><a data-item-id=\"040fcb75-d544-4d75-bc49-182d150177d7\" href=\"\"><strong>Upgraded model of butt welds</strong></a> (version 20.1)</p>\n<p>The size of butt welds was corrected for edge-to-surface butt welds.&nbsp;</p>\n<figure data-asset-id=\"401d916b-5fa2-4561-9051-9a6544652cea\" data-image-id=\"401d916b-5fa2-4561-9051-9a6544652cea\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/20b7b61e-2508-4f74-9c1e-355619627e82/Butt%20welds%20upgraded%20model.png\" data-asset-id=\"401d916b-5fa2-4561-9051-9a6544652cea\" data-image-id=\"401d916b-5fa2-4561-9051-9a6544652cea\" alt=\"Butt welds upgraded model\"></figure>\n<p><a data-item-id=\"6a1966e1-7905-4ced-a002-c8f568072d4c\" href=\"\"><strong>Weld checks specifics as per Eurocode (EN) and Indian Standard (IS)</strong></a><strong> </strong>(version 21.1)</p>\n<p>To comply with the standards and to provide safety of the design, the strength value considered in the code check of welds is newly calculated from the strength value of the parent steel for EN and IS standards and the weld material itself.</p>\n<figure data-asset-id=\"5062c6bd-0e2b-4f50-817b-0540cb5d686d\" data-image-id=\"5062c6bd-0e2b-4f50-817b-0540cb5d686d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/59c4504e-b3b9-4dc2-8b14-4f121a23e1c3/Welds1.png\" data-asset-id=\"5062c6bd-0e2b-4f50-817b-0540cb5d686d\" data-image-id=\"5062c6bd-0e2b-4f50-817b-0540cb5d686d\" alt=\"Weld checks specifics as per Eurocode (EN) and Indian Standard (IS)\"></figure>\n<p><a data-item-id=\"ddfe7eda-4125-461a-b0f1-90de133d5cc6\" href=\"\"><strong>Combining weld and contact operations</strong></a><strong>&nbsp;</strong>(version 22.1)</p>\n<p>Since version 22.1, the weld and contact operations can be combined.</p>\n<figure data-asset-id=\"e5be481f-5e66-43a8-8573-fdbc4d74a541\" data-image-id=\"e5be481f-5e66-43a8-8573-fdbc4d74a541\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4dd4d3e4-77f0-4c14-9801-e9183f26cca6/WaC.png\" data-asset-id=\"e5be481f-5e66-43a8-8573-fdbc4d74a541\" data-image-id=\"e5be481f-5e66-43a8-8573-fdbc4d74a541\" alt=\"\"></figure>\n<p><a data-item-id=\"102a323e-f663-4c3a-8a1e-1c95edec23c6\" href=\"\"><strong>Plate and weld clash check</strong></a><strong>&nbsp;</strong>(version 22.1)</p>\n<p>Plates, and parts of the model can be positioned in a way that collides with the other plates and members.&nbsp;</p>\n<figure data-asset-id=\"b2f8fc0a-893b-4d9a-8648-092ef3a5e88b\" data-image-id=\"b2f8fc0a-893b-4d9a-8648-092ef3a5e88b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d631a548-e7ca-4f84-a3c1-5c0207280cc0/clash3.png\" data-asset-id=\"b2f8fc0a-893b-4d9a-8648-092ef3a5e88b\" data-image-id=\"b2f8fc0a-893b-4d9a-8648-092ef3a5e88b\" alt=\"Plate clash warning\"></figure>\n<p><a data-item-id=\"d0b2eca2-e40d-4ac8-bf4e-d2d0f8e09fbf\" href=\"\"><strong>Check welds of welded sections</strong></a><strong> </strong>(version 23.0)</p>\n<p>IDEA StatiCa can check the longitudinal welds of members with welded cross-sections now.</p>\n<figure data-asset-id=\"388ba76a-be74-4fed-b0bb-9d7000ba1cad\" data-image-id=\"388ba76a-be74-4fed-b0bb-9d7000ba1cad\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b60903c8-dc26-4604-bc81-96d35d003afb/Welded-sections%200.png\" data-asset-id=\"388ba76a-be74-4fed-b0bb-9d7000ba1cad\" data-image-id=\"388ba76a-be74-4fed-b0bb-9d7000ba1cad\" alt=\"Check welds of welded sections\"></figure>\n<p><a data-item-id=\"b4706514-8348-4710-918e-fd6b6e80c5f5\" href=\"\"><strong>Improved weld check visualization</strong></a>&nbsp;(version 23.0)</p>\n<p>Weld checking using a finite element method differs from traditional design calculations. In traditional calculations, small eccentricities, deformations, torsions, Poisson coefficient, etc. may be neglected.</p>\n<figure data-asset-id=\"8f86157e-4555-4525-aff0-fb388b0d718f\" data-image-id=\"8f86157e-4555-4525-aff0-fb388b0d718f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/172ca452-c56d-40ca-afc4-9dc406734d70/weldchecktable.png\" data-asset-id=\"8f86157e-4555-4525-aff0-fb388b0d718f\" data-image-id=\"8f86157e-4555-4525-aff0-fb388b0d718f\" alt=\"Weld check table\"></figure>\n<p><a data-item-id=\"5f4c7d1f-5145-4fa0-a9bf-535808187857\" href=\"\"><strong>Detailing improvements for bolts and welds in Eurocode</strong></a>&nbsp;(version 23.0)</p>\n<p>The Detailing check in IDEA StatiCa Connection is improved. Engineers may have a better overview of the design and code-check of bolts and welds thanks to thorough information and recommendations according to Eurocode provided in Check tables as well as in the Report.</p>\n<figure data-asset-id=\"6dca1495-d3ba-4128-84fc-1b5d279d3440\" data-image-id=\"6dca1495-d3ba-4128-84fc-1b5d279d3440\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9e0a6490-1e33-44fa-ab30-1247a201de0f/Detailing%20improvements_main%20image.png\" data-asset-id=\"6dca1495-d3ba-4128-84fc-1b5d279d3440\" data-image-id=\"6dca1495-d3ba-4128-84fc-1b5d279d3440\" alt=\"Detailing improvements for bolts and welds in Eurocode\"></figure>\n<p><a data-item-id=\"b4706514-8348-4710-918e-fd6b6e80c5f5\" href=\"\"><strong>User-defined welding electrodes</strong></a>&nbsp;(version 23.1)</p>\n<p>Weld material is an editable item in the&nbsp;<a data-item-id=\"898f72ce-7360-54a8-95b1-9b26a8d16346\" href=\"\">MPRL (Material and Product Range Library)</a>. This means you can define the welding electrodes independently on a steel grade of connected plates.</p>\n<p>To add a user-defined welding material, go to the tab&nbsp;<strong>Materials</strong>, add a&nbsp;<strong>Weld&nbsp;</strong>material, and&nbsp;<strong>Edit</strong>&nbsp;its properties.</p>\n<figure data-asset-id=\"552c02a6-a54a-4149-83e2-d0c17d78561f\" data-image-id=\"552c02a6-a54a-4149-83e2-d0c17d78561f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/13eae981-ca17-401d-b1c8-7da0416d207e/Welds%20-%20autodesign%2C%20input%2C%20warnings%2C%20visualization1.png\" data-asset-id=\"552c02a6-a54a-4149-83e2-d0c17d78561f\" data-image-id=\"552c02a6-a54a-4149-83e2-d0c17d78561f\" alt=\"\"></figure>\n<p><a data-item-id=\"b4706514-8348-4710-918e-fd6b6e80c5f5\" href=\"\"><strong>General weld highlighted in the 3D scene</strong></a>&nbsp;(version 23.1)</p>\n<p>There is a simple improvement in the 3D scene of the Connection app for better orientation, especially in bigger connection models imported via BIM links from CAD applications.</p>\n<p>When a <strong>General weld or contact operation</strong> is selected, the weld in the 3D scene is highlighted in orange (by default).</p>\n<figure data-asset-id=\"c1e8146a-47c2-4147-9c75-5ae4e738622d\" data-image-id=\"c1e8146a-47c2-4147-9c75-5ae4e738622d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ae2aa532-e36b-4125-a8b6-80015ebb8df3/Welds%20-%20autodesign%2C%20input%2C%20warnings%2C%20visualization10.png\" data-asset-id=\"c1e8146a-47c2-4147-9c75-5ae4e738622d\" data-image-id=\"c1e8146a-47c2-4147-9c75-5ae4e738622d\" alt=\"\"></figure>\n<p><a data-item-id=\"b4706514-8348-4710-918e-fd6b6e80c5f5\" href=\"\"><strong>Warning for electrodes stronger than plates</strong></a>&nbsp;(version 23.1)</p>\n<p>When the <a data-item-id=\"5f4c7d1f-5145-4fa0-a9bf-535808187857\" href=\"\"><strong>Detailing</strong> <strong>check</strong></a><strong> </strong>is activated in the <strong>Code setup</strong> of the Connection app, users get a warning if a welding electrode material is stronger than the welded plates. This helps to ensure design safety standards.</p>\n<p>This applies to Eurocode (EN) and Indian standard (IS), which contain clauses defining that weld strength is determined by the smaller ultimate strength of connected plates and requirements that the added material of welding electrodes must be stronger than the parent material (EN 1993-1-8 – 4.5.3.2 and IS 800:2007 - 10.5.7.1.1).</p>\n<figure data-asset-id=\"bab985b6-6e6b-48eb-bff9-63acd1d8f859\" data-image-id=\"bab985b6-6e6b-48eb-bff9-63acd1d8f859\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e467c86d-22ea-47de-b048-7c2265a63cda/Welds%20-%20autodesign%2C%20input%2C%20warnings%2C%20visualization11.png\" data-asset-id=\"bab985b6-6e6b-48eb-bff9-63acd1d8f859\" data-image-id=\"bab985b6-6e6b-48eb-bff9-63acd1d8f859\" alt=\"\"></figure>\n<p><a data-item-id=\"139d124d-d3e0-463d-979a-86ae271d3e81\" href=\"\"><strong>Warnings for welds and bolts connecting the same plates</strong></a>&nbsp;(version 23.1)</p>\n<p>Connection design combining welds and bolts or bolts and preloaded bolts is unsafe and not allowed by codes. The Connection application automatically informs you if such a workflow is used in a project to ensure proper, safe design.</p>\n<figure data-asset-id=\"1cbe1a11-db46-4da7-ab2b-2f541984db0a\" data-image-id=\"1cbe1a11-db46-4da7-ab2b-2f541984db0a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f7b68cff-d260-4f8a-8ab2-048893e63b39/Bolts%20and%20welds_warning%20message.png\" data-asset-id=\"1cbe1a11-db46-4da7-ab2b-2f541984db0a\" data-image-id=\"1cbe1a11-db46-4da7-ab2b-2f541984db0a\" alt=\"\"></figure>\n<p><a data-item-id=\"0248496a-4acc-4b33-8842-4afe0bd9e802\" href=\"\"><strong>Autodesign of welds to ductility/full-strength/overstrength</strong></a>&nbsp;(version 24.0)</p>\n<p>Automatic weld sizing removes the tedious and time-consuming manual input and check of each weld. With the automating algorithm, IDEA StatiCa provides faster modeling and absolutely safe design of welded connections.</p>\n<figure data-asset-id=\"69d70cd1-f9f7-47d5-8b4d-8226620d5ec9\" data-image-id=\"69d70cd1-f9f7-47d5-8b4d-8226620d5ec9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/202ed4a2-278b-466c-b2d2-47023adfa727/Weld%20sizing%20to%20ductility1.png\" data-asset-id=\"69d70cd1-f9f7-47d5-8b4d-8226620d5ec9\" data-image-id=\"69d70cd1-f9f7-47d5-8b4d-8226620d5ec9\" alt=\"Weld sizing to ductility\"></figure>\n<p><a data-item-id=\"b5fdc985-c8bd-41af-abf8-d6722fc84d43\" href=\"\"><strong>Automatic weld sizing to capacity estimation</strong></a>&nbsp;(version 24.0)</p>\n<p>Automatic weld sizing addresses the challenge of manually adjusting each weld size, which is both tedious and time-consuming. By automating this, IDEA StatiCa significantly helps you speed up the design process and fosters more consistent weld designs across projects.</p>\n<figure data-asset-id=\"0b97f49e-f205-43ee-b5de-00b203e18a3a\" data-image-id=\"0b97f49e-f205-43ee-b5de-00b203e18a3a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/139beb9e-2e4e-4581-8a6b-e076578371d0/Weld%20sizing%20to%20capacity%20estimation1.png\" data-asset-id=\"0b97f49e-f205-43ee-b5de-00b203e18a3a\" data-image-id=\"0b97f49e-f205-43ee-b5de-00b203e18a3a\" alt=\"Weld sizing to capacity estimation\"></figure>\n<p><a data-item-id=\"d65d8320-3860-4fbc-984c-a73163766798\" href=\"\"><strong>Partial Joint Penetration (PJP) groove welds</strong></a><strong> </strong>(version 24.0, 24.1, 25.0)</p>\n<p>The integration of partial joint penetration groove welds, or partial joint penetration butt welds, or simply PJP welds in IDEA StatiCa Connection addresses the specific requirements set for PJP butt welds, distinct from those for fillet welds.</p>\n<figure data-asset-id=\"d6fde932-e78a-4406-835a-8ff0ea82666c\" data-image-id=\"d6fde932-e78a-4406-835a-8ff0ea82666c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d8a95f95-4aa5-4b9e-9b51-d58130c4afab/Partial%20Joint%20Penetration%20%28PJP%29%20groove%20weld.png\" data-asset-id=\"d6fde932-e78a-4406-835a-8ff0ea82666c\" data-image-id=\"d6fde932-e78a-4406-835a-8ff0ea82666c\" alt=\"Partial Joint Penetration (PJP) groove weld\"></figure>\n<p>The size of a partial penetration weld is taken into analysis with the same value as inputted. IDEA StatiCa applies no adjustments, such as reduction of the nominal weld size - this is on the user side before the input.</p>\n<figure data-asset-id=\"4a731e96-e34c-4966-ad18-956f693bdf7d\" data-image-id=\"4a731e96-e34c-4966-ad18-956f693bdf7d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1dd7c48e-f81a-4570-a239-8aa1a096c24d/Partial%20Joint%20Penetration%20%28PJP%29%20groove%20welds%2018.png\" data-asset-id=\"4a731e96-e34c-4966-ad18-956f693bdf7d\" data-image-id=\"4a731e96-e34c-4966-ad18-956f693bdf7d\" alt=\"\"></figure>\n<p><strong>Warnings related to weld elements (version 24.1)</strong></p>\n<p>There are two types of warnings embedded:</p>\n<ul>\n  <li>'Weld type changed to Butt weld due to edge-to-edge connection' (change of weld type caused by modeling action)</li>\n  <li>'Weld was not created due to geometry restrictions' (covering situations when inaccuracies in geometry cause unsuccessful weld creation)</li>\n</ul>\n<p><a data-item-id=\"b69964d5-581d-4184-bddd-80b58f80a902\" href=\"\"><strong>Regional improvements (version 25.0)</strong></a></p>\n<p>For local engineers, version 25.0 offers several improvements like PJP welds in Eurocode, implementation of the new ACI and not just for US engineers, anchoring checks for Chinese standard, differentiation of UK and US terminology, and more.</p>\n<p><a data-item-id=\"39838f72-2f1e-4385-9393-952efa63dc20\" href=\"\"><strong>Weld spreading area (version 25.0)</strong></a></p>\n<p>The weld spreading area is slightly changed in version 25.0. In the following article, it is clearly explained how the distribution of forces works from one plate to another through welds now.</p>\n<p>The weld spreading area differs greatly between butt welds and fillet welds. The spreading area from the plate edge to another plate surface is defined according to the following figure:</p>\n<figure data-asset-id=\"c98458a8-ce28-4e04-b397-4caa3bbe7d66\" data-image-id=\"c98458a8-ce28-4e04-b397-4caa3bbe7d66\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c15a1435-db8f-4d2a-84e1-51a0e516a84b/Weld%20spreading%20area%20v25.png\" data-asset-id=\"c98458a8-ce28-4e04-b397-4caa3bbe7d66\" data-image-id=\"c98458a8-ce28-4e04-b397-4caa3bbe7d66\" alt=\"\"></figure>\n<p>The force coming from the edge plate is then distributed into the nodes of the surface plate based on the vicinity of the node to the weld spreading area.</p>\n<figure data-asset-id=\"99fa11e5-36be-46c2-9621-b7f333b81639\" data-image-id=\"99fa11e5-36be-46c2-9621-b7f333b81639\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7ab584c9-fd6e-4489-969d-fd851e41008e/Weld%20spreading%20area%20-%20nodal%20forces.png\" data-asset-id=\"99fa11e5-36be-46c2-9621-b7f333b81639\" data-image-id=\"99fa11e5-36be-46c2-9621-b7f333b81639\" alt=\"\"></figure>\n<p>What does the change in version 25.0 entail?</p>\n<ul>\n  <li>The spreading area was decreased for butt welds</li>\n  <li>The spreading area of fillet welds now more accurately reflects the fillet weld size</li>\n  <li>The thickness of the surface plate is now irrelevant for the weld spreading area</li>\n</ul>\n<p>Why were the changes made?</p>\n<ul>\n  <li>Recently, we ran a <a data-item-id=\"7f29d59b-f37a-45fe-abf2-4bc19bc48be4\" href=\"\">joint project</a> with <a href=\"https://www.uc.pt/en/\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">University of Coimbra</a> and <a href=\"https://isise.net/\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">ISISE</a>. The project goal was to create a series of numerical models in <a href=\"https://www.3ds.com/products/simulia/abaqus\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">Abaqus</a> (general finite element software package with solid finite elements) and compare the results to IDEA StatiCa Connection (shell finite elements). The focus is on welded beam-to-column moment connections. The comparison shows that:\n    <ul>\n      <li>The results of rolled columns without a significant compressive force in the column are in good agreement&nbsp;</li>\n      <li>The results of butt-welded columns are slightly unconservative (by 5.8 %). This is why this change – reduction of weld spreading area for butt welds – is made.</li>\n    </ul>\n  </li>\n</ul>\n<figure data-asset-id=\"5de940cd-26fb-4fb3-893d-5ed36e92b164\" data-image-id=\"5de940cd-26fb-4fb3-893d-5ed36e92b164\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/577d9983-9802-49ac-b805-f267c33c2280/AbaqusCoimbra.png\" data-asset-id=\"5de940cd-26fb-4fb3-893d-5ed36e92b164\" data-image-id=\"5de940cd-26fb-4fb3-893d-5ed36e92b164\" alt=\"\"></figure>\n<figure data-asset-id=\"39492685-bd8a-4093-b540-660750c99c2f\" data-image-id=\"39492685-bd8a-4093-b540-660750c99c2f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/66a85600-5ee6-4108-8dc2-36a915e7e09f/Contemplated%20geometries.png\" data-asset-id=\"39492685-bd8a-4093-b540-660750c99c2f\" data-image-id=\"39492685-bd8a-4093-b540-660750c99c2f\" alt=\"\"></figure>\n<h2>Webinars and videos</h2>\n<p>In the past, we have held several webinars on the modeling of welded connections. You can find inspiration in the following recordings:</p>\n<h4>Welds &amp; Bolts in IDEA StatiCa (AISC)</h4>\n<p>The <a data-item-id=\"b8ee28ec-bc18-4a92-8c48-5e922b160899\" href=\"\">webinar session</a> covers the theory behind bolts and welds and how they are modeled in IDEA StatiCa. Also, the operations of these two components will be detailed and some tips. Finally, the interpretation of the results will be explained and the formulas used to check that they meet AISC requirements.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n638c5345_fccd_016e_9e22_78511c4aee78\"></object>\n<h4>Understanding the weld results for Eurocode</h4>\n<p>The detailed table with results can be seen in all formulas, even with values. Directional stresses are provided too. The utilization of the weld is eminent. But overall utilization Utc is calculated from the capacity of the whole weld. Check how it’s working.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"db27997f_5f2c_0190_f326_366390069bd6\"></object>\n<h4>Can we find a match in weld stress to my hand calculations?</h4>\n<p>The stress in a weld is calculated in the main directions according to the EC and the results are provided in the results tabs. Though the analysis in IDEA StatiCa Connection is based on CBFEM, in simple cases, the stress can be compared to hand calculations to verify the resulting values.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n63023176_3295_0199_0aee_b79c4f0acd2d\"></object>\n<h4>Setting fillet welds along with an SHS web and a plate surface</h4>\n<p>Hollow sections and mainly the curved corners of their cross-sections are sometimes tricky to deal with regarding welding etc. See how to properly set a simple fillet weld on both sides of an SHS member, along with its corners that have to be connected to a surface of a plate.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n7dd0835d_34ec_0188_3513_fe397f6f40a8\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n05147820_d01e_015e_f3ca_579309c85ef7\"></object>"
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                                                                                                                            "value": "<h3>Bolts</h3>\n<p>In the Component-Based Finite Element Method (CBFEM), the bolt with its behavior in tension, shear, and bearing is the component described by the dependent nonlinear springs. Bolt assembly consists of bolt, washer, and nut and is simulated by a nonlinear spring, rigid body elements and gap elements.</p>\n<h4>Bolt in tension</h4>\n<p>The bolt in tension is described by spring with its initial axial stiffness, design resistance, initialization of yielding, and deformation capacity. The initial axial stiffness is derived analytically in the guideline VDI2230 and in Agerskov (1976).</p>\n<p>\\[D_{Lb} =\\frac{L_s+0.4d_b}{EA_{s}}+ \\frac{0.85d_b}{EA_{t}}\\]</p>\n<p>\\[A_{pp}=\\frac{0.75D_H(L_w-D_H)}{D_{W1}^2-D_{W2}^2}\\]</p>\n<p>\\[A_{P1}=\\frac{\\pi}{4}(D_H^2-D_{W1}^2)\\]</p>\n<p>\\[A_{P2}=\\frac{1}{2}(D_{W2}^2-D_H^2)\\tan^{-1}A_{pp}\\]</p>\n<p>\\[A_P=A_{P1}+A_{P2}\\]</p>\n<p>\\[D_{LW}=\\frac{L_W}{EA_P}\\]</p>\n<p>\\[k=\\frac{1}{D_{LB}+D_{LW}}\\]</p>\n<p>where:</p>\n<ul>\n  <li>\\(d_b\\) – bolt diameter</li>\n  <li>\\(D_H\\) – bolt head diameter</li>\n  <li>\\(D_{W1}\\) – washer inner diameter</li>\n  <li>\\(D_{W2}\\) – washer outer diameter</li>\n  <li>\\(L_W\\) – sum of washer thicknesses</li>\n  <li>\\(L_s\\) – bolt grip length</li>\n  <li>\\(A_{s}\\) – bolt gross area</li>\n  <li>\\(A_{t}\\) – bolt tensile stress area</li>\n  <li>\\(E\\) – Young's modulus of elasticity</li>\n</ul>\n<p>The model corresponds to experimental data; see Gödrich et al. (2014). For the initialization of yielding and deformation capacity, it is assumed that plastic deformation occurs in the threaded part of the bolt shank only.</p>\n<figure data-asset-id=\"acc623fd-ee60-4959-8227-ec855f72a150\" data-image-id=\"acc623fd-ee60-4959-8227-ec855f72a150\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6984c02e-b380-4b92-aca1-9712291cf94b/Structural%20design%20of%20a%20steel%20connection%20-%20Bolts%20and%20preloaded%20bolts.png\" data-asset-id=\"acc623fd-ee60-4959-8227-ec855f72a150\" data-image-id=\"acc623fd-ee60-4959-8227-ec855f72a150\" alt=\"IDEA StatiCa Connection theoretical background for the structural design of steel connections. Bolts and preloaded bolts, shear resistance, and behavior in tensile-shear interaction. Structural design of welded and bolted connections.\"></figure>\n<p><em>Force-deformation diagram for the bearing of the plate</em></p>\n<p>The force-deformation diagram is constructed using the following equations:</p>\n<p>Plastic stiffness:</p>\n<p>\\[ k_t = c_1 k \\]</p>\n<p>Force at the elastic limit:</p>\n<p>\\[ F_{t,el} = \\frac{F_{t,Rd}}{c_1 c_2 - c_1 +1} \\]</p>\n<p>Deformation at elastic limit:</p>\n<p>\\[ u_{el} = \\frac{ F_{t,el} }{k} \\]</p>\n<p>Deformation at plastic limit:</p>\n<p>\\[ u_{t,Rd} = c_2 u_{el} \\]</p>\n<p>\\[ c_1 = \\frac{f_{ub} - f_{yb}}{\\frac{1}{4} A E - f_{yb}} \\]</p>\n<p>\\[ c_2 = \\frac{AE}{4 f_{yb}} \\]</p>\n<p>where:</p>\n<ul>\n  <li>\\(F_{t,Rd}\\) – bolt design resistance in tension</li>\n  <li>\\(f_{yb}\\) – bolt yield strength</li>\n  <li>\\(f_{ub}\\) – bolt ultimate strength</li>\n  <li>\\(A\\) – elongation after fracture</li>\n</ul>\n<h4>Bolt in shear</h4>\n<p>Only the compression force is transferred from the bolt shank to the plate in the bolt hole. It is modeled by interpolation links between the shank nodes and holes edge nodes. The deformation stiffness of the shell element modeling the plates distributes the forces between the bolts and simulates the adequate bearing of the plate.</p>\n<p>Bolt holes are considered as standard (default) or slotted (can be set in plate editor). Bolts in standard holes can transfer shear force in all directions, bolts in slotted holes have one direction excluded and can move in this selected direction freely.</p>\n<p>The initial stiffness and the design resistance of a bolt in shear is defined by following formulas:</p>\n<p>\\[k_{el}=\\frac{1}{\\frac{1}{k_{11}}+\\frac{1}{k_{12}}}\\]</p>\n<p>\\[k_{11} = \\frac{8d_b^2f_{ub}}{d_{M16}}\\]</p>\n<p>\\[k_{12}=12k_td_bf_{up}\\]</p>\n<p>\\[k_t=\\min \\left ( 2.5,\\, \\frac{1.5t_{min}}{d_{M16}} \\right ) \\]</p>\n<p>\\[k_{pl}=\\frac{k_{el}}{1000}\\]</p>\n<p>where:</p>\n<ul>\n  <li>\\(d_b\\) – bolt diameter</li>\n  <li>\\(f_{ub}\\) – bolt ultimate strength</li>\n  <li>\\(d_{M16}=16 \\textrm{ mm}\\) – diameter of the reference bolt M16</li>\n  <li>\\(f_{up}\\) – ultimate strength of the connected plate</li>\n  <li>\\(t_{min}\\) – minimum thickness of the connected plate&nbsp;</li>\n</ul>\n<p>The spring representing the bolt in shear has bi-linear force deformation behavior. Initialization of yielding is expected at:</p>\n<p>\\[F_{V,el}=0.999 F_{V,Rd}\\]</p>\n<p>Deformation capacity is considered as:</p>\n<p>\\[\\delta_{pl}=\\delta_{el}\\]</p>\n<p>where:</p>\n<ul>\n  <li>\\(F_{V,el}\\) – bolt in shear elastic resistance</li>\n  <li>\\(F_{V,Rd}\\) – bolt in shear resistance</li>\n  <li>\\(\\delta_{el}\\) – bolt in shear elastic deformation</li>\n</ul>\n<h4>Interaction between tension and shear</h4>\n<p>Interaction of the axial and the shear force can be introduced directly in the analysis model. The distribution of forces reflects the reality better (see enclosed diagram). Bolts with a high tensile force take less shear force and vice versa.</p>\n<figure data-asset-id=\"ee6f8f98-26d7-46f8-9051-4032b2a043c8\" data-image-id=\"ee6f8f98-26d7-46f8-9051-4032b2a043c8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8137accf-c8f2-4c63-8715-52ef53e2748f/EC-bolt_interaction.png\" data-asset-id=\"ee6f8f98-26d7-46f8-9051-4032b2a043c8\" data-image-id=\"ee6f8f98-26d7-46f8-9051-4032b2a043c8\" alt=\"\"></figure>\n<p><em>Example of the interaction of axial and shear force (EC)</em></p>\n<h3>Preloaded bolts</h3>\n<p>Preloaded bolts are used in cases when minimization of deformation is needed. The tension model of a bolt is the same as for standard bolts. The shear force is not transferred via bearing but via friction between gripped plates.</p>\n<p>The design slip resistance of a preloaded bolt is affected by an applied tensile force.</p>\n<p><a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">IDEA StatiCa Connection</a> checks the pre-slipping limit state of preloaded bolts. If there is a slipping effect, bolts do not satisfy the check. Then the post-slipping limit state should be checked as a standard bearing check of bolts where bolt holes are loaded in bearing and bolts in shear.</p>\n<p>The user can decide which limit state will be checked. Either it is resistance to major slip or post-slipping state in shear of bolts. Both checks on one bolt are not combined in one solution. It is assumed that the bolt has a standard behavior after a major slip and can be checked by the standard bearing procedure.</p>\n<p>The moment load of connection has a small influence on the shear capacity. Nevertheless, a friction check on each bolt simply is solved separately. This check is implemented in FEM component of the bolt. There is no information in a general way on whether the external tension load of each bolt is from the bending moment or from the tension load of the connection.</p>\n<figure data-asset-id=\"2bfd95f4-5286-4ebc-9b3d-8e0fd58a01d4\" data-image-id=\"2bfd95f4-5286-4ebc-9b3d-8e0fd58a01d4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/944820ec-480b-40ff-a171-0a4df2168b13/bolts_bearing.png\" data-asset-id=\"2bfd95f4-5286-4ebc-9b3d-8e0fd58a01d4\" data-image-id=\"2bfd95f4-5286-4ebc-9b3d-8e0fd58a01d4\" alt=\"\"></figure>\n<p><em>Stress distribution in standard shear bolt connection</em></p>\n<figure data-asset-id=\"cd47edfc-388b-4726-bf51-d1061e981840\" data-image-id=\"cd47edfc-388b-4726-bf51-d1061e981840\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ccb7c437-2a67-438e-978c-310f790b5abc/bolts_friction.png\" data-asset-id=\"cd47edfc-388b-4726-bf51-d1061e981840\" data-image-id=\"cd47edfc-388b-4726-bf51-d1061e981840\" alt=\"\"></figure>\n<p><em>Stress distribution in slip-resistant shear bolt connection</em></p>"
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                                                                                                                                    "value": "<p>The anchor bolt is modeled with similar procedures as the structural bolts. The bolt is fixed on one side of the concrete block. Its length, <em>L</em><sub>b</sub>, used for bolt stiffness calculation, is taken as a sum of half of the nut thickness, washer thickness, <em>t</em><sub>w</sub>, base plate thickness, <em>t</em><sub>bp</sub>, grout or gap thickness, <em>t</em><sub>g</sub>, and free the length embedded in concrete which is expected as 8<em>d</em> where <em>d</em> is a bolt diameter. Factor 8 is editable in the Code setup. This value is in accordance with the Component Method (EN1993-1-8); the free length embedded in concrete can be modified in Code setup. The stiffness in tension is calculated as <em>k</em> = <em>E</em> <em>A</em><sub>s</sub> / <em>L</em><sub>b</sub>. The load-deformation diagram of the anchor bolt is shown in the following figure. The values according to ISO 898:2009 are summarized in the table and in the formulas below.</p>\n<figure data-asset-id=\"170f71ad-dae9-42f3-b349-cd42b4df4e08\" data-image-id=\"170f71ad-dae9-42f3-b349-cd42b4df4e08\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/10228509-19b1-4d24-993c-c16c2bbc1f1b/anchor_stiffness.png\" data-asset-id=\"170f71ad-dae9-42f3-b349-cd42b4df4e08\" data-image-id=\"170f71ad-dae9-42f3-b349-cd42b4df4e08\" alt=\"IDEA StatiCa Connection theoretical background for the advanced structural design of steel connections. Description of anchor bolts and their stiffness including anchors with stand-off. Structural design of welded and bolted connections.\"></figure>\n<p><em>Load–deformation diagram of the anchor bolt</em></p>\n<p>\\[ F_{t,el}=\\frac{F_{t,Rd}}{c_1 c_2 - c_1 + 1} \\]</p>\n<p>\\[ k_t = c_1 k; \\qquad c_1 = \\frac{R_m - R_e}{\\left ( \\frac{1}{4} A - \\frac{R_e}{E} \\right )E} \\]</p>\n<p>\\[ u_{el} = \\frac{F_{t,el}}{k}; \\qquad u_{t,Rd} = c_2 u_{el}; \\qquad c_2 = \\frac{AE}{4R_e} \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>A</em> – elongation</li>\n  <li><em>E</em> – Young's modulus of elasticity</li>\n  <li><em>F</em><sub>t,Rd</sub> – steel tensile resistance of the anchor</li>\n  <li><em>R</em><sub>m</sub> – ultimate (tensile) strength</li>\n  <li><em>R</em><sub>e</sub> – yield strength</li>\n</ul>\n<p>The stiffness of the anchor bolt in shear is taken as the stiffness of the structural bolt in shear.</p>\n<h4>Anchor bolts with stand-off</h4>\n<p>Anchors with stand-off can be checked as a construction stage before the column base is grouted or as a permanent state. Anchor with stand-off is designed as a bar element loaded by shear force, bending moment, and compressive or tensile force. The anchor is fixed on both sides; one side is 0.5×<em>d</em> below the concrete level, the other side is in the middle of the thickness of the plate. The buckling length is conservatively assumed as twice the length of the bar element. Plastic section modulus is used. The forces in anchor with stand-off are determined using finite element analysis. The bending moment is dependent on the stiffness ratio of anchors and base plate.</p>\n<figure data-asset-id=\"ce23a6f9-f3d2-4a77-98b6-4da922746e32\" data-image-id=\"ce23a6f9-f3d2-4a77-98b6-4da922746e32\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b9b077b4-3ece-4813-9fc1-7d46a2814653/stand-off_anchors.png\" data-asset-id=\"ce23a6f9-f3d2-4a77-98b6-4da922746e32\" data-image-id=\"ce23a6f9-f3d2-4a77-98b6-4da922746e32\" alt=\"\"></figure>\n<p><em>Anchors with stand-off – determination of lever arm and buckling lengths; stiff anchors are safe assumption</em></p>"
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                                                                                                                                            "value": "<h4>Design model</h4>\n<p>In CBFEM, it is convenient to simplify the concrete block as 2D contact elements. The connection between the concrete and the base plate resists in compression only. Compression is transferred via the Winkler-Pasternak subsoil model, representing deformations of the concrete block. The tension force between the base plate and concrete block is carried by the anchor bolts. The shear force is transferred by friction between a base plate and a concrete block, by shear key and by bending of anchor bolts and friction. The resistance of bolts in shear is assessed analytically. Friction and shear key are modeled as a full single point constraint in the plane of the base plate – concrete contact.</p>\n<h4>Deformation stiffness</h4>\n<p>The stiffness of the concrete block may be predicted for the design of column bases as an elastic hemisphere. A Winkler-Pasternak subsoil model is commonly used for a simplified calculation of foundations. The stiffness of subsoil is determined using modulus of elasticity of concrete and the effective height of a subsoil as:</p>\n<p>\\[ k = \\frac{E_c}{(\\alpha_1 + \\upsilon) \\sqrt{\\frac{A_{eff}}{A_{ref}}}} \\left( \\frac{1}{\\frac{h}{a_2 d} + a_3}+a_4 \\right) \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>k</em> – stiffness of concrete subsoil in compression</li>\n  <li><em>E</em><sub>c</sub> – modulus of elasticity of concrete</li>\n  <li><em>υ</em> – Poisson's coefficient of the concrete block</li>\n  <li><em>A</em><sub>eff</sub> – effective area in compression</li>\n  <li><em>A</em><sub>ref</sub> = 1 m<sup>2</sup> – reference area</li>\n  <li><em>d</em> – base plate width</li>\n  <li><em>h</em> – concrete block height</li>\n  <li><em>a</em><sub>1</sub> = 1.65; <em>a</em><sub>2</sub> = 0.5; <em>a</em><sub>3</sub> = 0.3; <em>a</em><sub>4</sub> = 1.0 – coefficients</li>\n</ul>\n<p>SI units must be used in the formula, the resulting unit is N/m<sup>3</sup>.</p>\n<h3>Transfer of shear load at the base plate</h3>\n<p>The shear load at the base plate can be transferred by three means:</p>\n<ul>\n  <li>Friction</li>\n  <li>Shear lug</li>\n  <li>Anchors</li>\n</ul>\n<p>Users can choose the mean by editing the base plate operation. No combination of means is allowed in the software, however, EN&nbsp;1993-1-8 – Cl.&nbsp;6.2.2 and Fib&nbsp;58 – Chapter&nbsp;4.2 allows for the combination of shear transfer by anchors and friction under certain conditions. In general, it is conservative to neglect friction in the anchorage design, although it may in some cases lead to an underestimation of concrete cracking at the serviceability level. As a rule, frictional resistance should be neglected if:</p>\n<ul>\n  <li>the thickness of the grout layer exceeds one-half the anchor diameter,</li>\n  <li>the anchorage capacity is governed by a near-edge condition,</li>\n  <li>the anchorage is intended to resist earthquake loads.</li>\n</ul>\n<p>The combination with a shear lug should never be allowed due to the deformation compatibility.</p>\n<h4>Transfer of shear load by friction</h4>\n<p>The shear resistance equals the resistance safety factor multiplied by friction coefficient editable in Code setup and compressive load. The compressive load includes all forces, e.g. in case of a column base loaded by compressive force and bending moment, the compressive load used for frictional shear resistance might be higher than the applied compressive force.</p>\n<h4>Transfer of shear load by shear lug</h4>\n<p>The shear lug is simulated as a stub encased in concrete under the base plate. The shear load is estimated to be transferred by uniform load distribution acting on the whole portion of the shear lug embedded in the concrete block, i.e. all nodes of the shear lug below the concrete surface are uniformly loaded. The portion of the shear lug above the concrete surface in grout is not assumed to transfer the shear load.</p>\n<p>Be aware that the lever arm between the applied shear load (at the base plate) and the shear resistance (half-height of the shear lug embedded in concrete) causes a bending moment which must be transferred by compressive force in concrete and tensile forces in anchors.</p>\n<p>The shear lug consists of shell finite elements and is checked as regular plates. Also, the welds of the shear lug to the base plate are checked using standard procedures in <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">IDEA StatiCa&nbsp;Connection</a>. Manual calculation usually assumes beam theory for the shear lug, although it is not accurate because the length to width ratio is very small for shear lug. Therefore, there might be a significant difference between IDEA&nbsp;StatiCa Connection and manual calculation.</p>\n<h4>Transfer of shear load by anchors</h4>\n<p>The shear resistance is determined by the shear resistance of anchors. The steel resistance of anchors have elastoplastic load-deformation curve, but the concrete failure modes are considered as perfectly brittle.</p>"
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                                                                                                                                                    "value": "<ul>\n  <li>How to quickly use IDEA StatiCa to design and check footing/anchoring</li>\n  <li>Dealing with balustrade anchoring to a concrete slab</li>\n  <li>Definition of the anchors for multiple parts anchoring</li>\n  <li>How to deliver clear results for verification</li>\n</ul>"
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                                                                                                                                                    "value": "<p>We want to invite you to IDEA StatiCa Connection webinar focused on anchoring. This time we will take a very close look on the design and code-check of where the steel and concrete meet – footing, anchoring. We will go through the possibilities of the model definition and checks. We will show three new code checks for the shear iron, check of concrete resistance based on EN 1993-1-8 with the influence of an effective area of the base plate, check of concrete cone failure resistance and concrete edge failure of anchors based on ETAG-001 and much more.</p>\n<figure data-asset-id=\"9093f779-c5e4-4812-8544-ba075f4abb09\" data-image-id=\"9093f779-c5e4-4812-8544-ba075f4abb09\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/55d5a29e-b561-48d0-a2d0-6c7352cb2b93/Zabradli-800x675.png\" data-asset-id=\"9093f779-c5e4-4812-8544-ba075f4abb09\" data-image-id=\"9093f779-c5e4-4812-8544-ba075f4abb09\" alt=\"Connection Wednesdays – Focus on anchoring\"></figure>\n<p><strong>Webinar agenda:</strong></p>\n<ul>\n  <li>Theoretical intro – dive into the code, basic examples in practice</li>\n  <li>Balustrade anchoring – design and code check of balustrade anchoring, stiffening member definition and anchor input</li>\n  <li>Steel column anchoring – input of the shear iron, different ways how to transfer the shear force</li>\n  <li>Rod anchoring – design of general anchoring, connection by one bolt</li>\n</ul>\n<h3>Watch webinar recording</h3>"
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                                                                                                                                                    "value": "<h3>How to model steel-to-concrete connection</h3>\n<p>The first option is modeling the anchoring using our connection wizard offering options of moment and shear connection, footings with or without bracing.&nbsp;</p>\n<figure data-asset-id=\"bfb97b36-b50b-4e6f-9933-392e2cb7533d\" data-image-id=\"bfb97b36-b50b-4e6f-9933-392e2cb7533d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/eb214dd8-4902-45c8-903e-62784598656e/Starting%20from%20Wizard.png\" data-asset-id=\"bfb97b36-b50b-4e6f-9933-392e2cb7533d\" data-image-id=\"bfb97b36-b50b-4e6f-9933-392e2cb7533d\" alt=\"\"></figure>\n<p>The second approach for modeling a footing is through the <strong>Base Plate</strong> operation. This approach is specifically intended for scenarios where the base plate is perpendicular to the anchored member. When using this operation, anchors are generated automatically. Additionally, the shape of the base plate can be customized in the <strong>Editor</strong>, allowing modifications such as creating base plates with <strong>round edges</strong> to suit specific design needs and specifying <strong>slotted holes</strong> for anchors.&nbsp;</p>\n<figure data-asset-id=\"4fcf31c7-5a06-4d65-a726-5c9dba9ae6ac\" data-image-id=\"4fcf31c7-5a06-4d65-a726-5c9dba9ae6ac\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/cbe53c8a-1766-48c4-985f-cb88e9baa492/Base%20plate%20operation.png\" data-asset-id=\"4fcf31c7-5a06-4d65-a726-5c9dba9ae6ac\" data-image-id=\"4fcf31c7-5a06-4d65-a726-5c9dba9ae6ac\" alt=\"\"></figure>\n<figure data-asset-id=\"292edc1f-9da4-421d-bf45-904209180666\" data-image-id=\"292edc1f-9da4-421d-bf45-904209180666\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8bc894ba-a42e-4cbc-926a-88e8e59ac46b/Slotted%20holes.png\" data-asset-id=\"292edc1f-9da4-421d-bf45-904209180666\" data-image-id=\"292edc1f-9da4-421d-bf45-904209180666\" alt=\"\"></figure>\n<p>For situations where the base plate is not perpendicular to the anchored member, the modeling process requires a different approach. In these cases, you must use the <strong>Stiffening plate</strong> operation to model the base plate and the <strong>Fastener grid</strong> <strong>or Contact</strong> operation to define the anchors. The stiffening plate is positioned in the required angle and location, and the fastener grid must be adjusted to the <strong>Anchor</strong> type. Then the number of connected items is changed to one and the the stiffening plate is defined as the selected item.&nbsp;</p>\n<figure data-asset-id=\"1ad41d64-a5d9-4feb-92dc-c5fa82b12301\" data-image-id=\"1ad41d64-a5d9-4feb-92dc-c5fa82b12301\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/baf203cd-0ec4-4252-92cf-bb4fb347eaf5/Stiffening%20plate%20as%20base%20plate.png\" data-asset-id=\"1ad41d64-a5d9-4feb-92dc-c5fa82b12301\" data-image-id=\"1ad41d64-a5d9-4feb-92dc-c5fa82b12301\" alt=\"\"></figure>\n<p>In cases when the connection is already modeled in CAD software, you can import anchoring design using <a data-item-id=\"48d2251b-1818-4c19-bfa8-f89955c2e64a\" href=\"\">BIM links</a>.</p>\n<h4>Example of general anchoring using the stiffening plate</h4>\n<p>Watch the recording to learn how to design a custom vertical base plate of balcony railing into a concrete slab.&nbsp;</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n9981410d_1a2b_012c_bc0e_923bc19fa0fb\"></object>\n<h3>Concrete block</h3>\n<p>The <a data-item-id=\"f697f64f-a1d7-4bce-8b21-0e61ad5c4abe\" href=\"\">concrete foundation</a> is limited to a rectangular shape, but its dimensions can be adjusted using offset values for each edge. Entering a single value creates a uniform offset around the anchored cross-section outline. Inputting two values applies symmetrical offsets in two directions. Providing four values applies offsets to each edge individually to easily achieve <a data-item-id=\"9c2ef6ff-c731-41b1-b5b9-b2c8891bfc13\" href=\"\"><strong>asymmetrical anchoring</strong></a>.&nbsp;</p>\n<figure data-asset-id=\"d81a1ef7-5965-429e-92de-3e4a5f3b92db\" data-image-id=\"d81a1ef7-5965-429e-92de-3e4a5f3b92db\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6ddeadbd-2020-488c-8546-ec3983541b7f/Anchor%20block%20edge%20offset.png\" data-asset-id=\"d81a1ef7-5965-429e-92de-3e4a5f3b92db\" data-image-id=\"d81a1ef7-5965-429e-92de-3e4a5f3b92db\" alt=\"\"></figure>\n<p>The offset parameter allows you to create a rectangular concrete block, a foundation belt, a concrete wall, a beam, a column, a ceiling, or an inclined member.</p>\n<figure data-asset-id=\"3110e607-6495-4c01-bfc6-4497b4a176b9\" data-image-id=\"3110e607-6495-4c01-bfc6-4497b4a176b9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5e2adbae-be5f-4295-9146-9c51afe1f089/Options%20of%20anchoring.png\" data-asset-id=\"3110e607-6495-4c01-bfc6-4497b4a176b9\" data-image-id=\"3110e607-6495-4c01-bfc6-4497b4a176b9\" alt=\"\"></figure>\n<p>You can also create a<a data-item-id=\"fdcfbf7c-a479-4997-bed2-4aca1b7bc280\" href=\"\"><strong> partially supported base plate</strong></a> by entering negative (-) offset values. For instance, inputting a minus value for one edge offset allows you to create a <a data-item-id=\"1007c4e1-c23d-4ea6-b3a6-6e7f0c62f107\" href=\"\">base plate extended over a concrete block</a> or model a steel beam resting on a concrete block with only part of its flange in contact.</p>\n<figure data-asset-id=\"fd586d25-4894-4969-9112-35b1e6d7ed18\" data-image-id=\"fd586d25-4894-4969-9112-35b1e6d7ed18\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/da2da59b-df70-4bb3-aedf-4f9040360765/Base%20plate%20extended%20over%20concrete%20block.png\" data-asset-id=\"fd586d25-4894-4969-9112-35b1e6d7ed18\" data-image-id=\"fd586d25-4894-4969-9112-35b1e6d7ed18\" alt=\"Base plate extended over concrete block\"></figure>\n<p>Watch modeling of several variants of concrete block and anchoring configurations.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n4cb95114_19d4_01f6_4613_380d88b48b1b\"></object>\n<h3>Anchor types</h3>\n<p>Various types of <a data-item-id=\"0f627d74-37d9-4298-b983-90465a94c17e\" href=\"\">anchor bolts</a> can be designed in IDEA StatiCa. You can select from <strong>straight anchors</strong>, <strong>headed anchors</strong> (circular or rectangular washer plates), and <strong>hooked anchor bolts</strong>. The length, diameter, and material of the fasteners can be modified.&nbsp;</p>\n<p>Straight anchors are automatically assumed post-installed, and anchors with washer plates and hooks are considered cast-in, which differentiates required code-checks.&nbsp;</p>\n<figure data-asset-id=\"c0f6b947-91fb-43ee-ab73-699de451c545\" data-image-id=\"c0f6b947-91fb-43ee-ab73-699de451c545\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8bc67215-ae11-49eb-ab28-4488c2e35ed9/Anchor%20types.png\" data-asset-id=\"c0f6b947-91fb-43ee-ab73-699de451c545\" data-image-id=\"c0f6b947-91fb-43ee-ab73-699de451c545\" alt=\"\"></figure>\n<p>To design anchors from <strong>Hilti's hardware</strong> you can use <a data-item-id=\"9a784358-0e6c-4525-8a9c-b675bd76931e\" href=\"\">Hilti PROFIS plugin in Checkbot</a>. This enables data transfer from supported third-party FEA and CAD software to <a href=\"https://www.hilti.group/content/hilti/CP/XX/en/services/engineering/design-software.html\">Hilti PROFIS Engineering Suite</a> via using free <a data-item-id=\"5a0ac0f1-75d0-4c0e-9938-0c570d4addcc\" href=\"\">Checkbot</a>. Learn <a data-item-id=\"1b83d6d4-4559-40fc-b497-383d3a74494d\" href=\"\">how to use the Hilti PROFIS Engineering Suite plugin.</a></p>\n<figure data-asset-id=\"434710a5-44eb-48cb-b6ab-0238385232b1\" data-image-id=\"434710a5-44eb-48cb-b6ab-0238385232b1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b3e6b115-3ff9-407b-b953-973d9da305c5/HILTI%20PROFIS%20plugin%20in%20Checkbot_cover.png\" data-asset-id=\"434710a5-44eb-48cb-b6ab-0238385232b1\" data-image-id=\"434710a5-44eb-48cb-b6ab-0238385232b1\" alt=\"\"></figure>\n<h3>Shear transfer</h3>\n<p>There are three options for <a data-item-id=\"95aac2ff-1e49-586a-af70-31c1d9c56d12\" href=\"\">transferring the shear</a> from the anchored member into the foundation block: friction, shear lug, or anchors. The shear transfer is always transmitted exclusively through one of the options, cannot be combined.</p>\n<p>The default option is transferring shear <strong>via friction </strong>between the base plate and the grout layer represented by the <a data-item-id=\"1888aa0e-7c44-4445-ab26-f637ace17a10\" href=\"\">friction coefficient</a> which can be modified according to the type of grout in Project settings. Coefficient affects design friction resistance.&nbsp;</p>\n<figure data-asset-id=\"442a511e-a111-4f6f-925f-108268c53994\" data-image-id=\"442a511e-a111-4f6f-925f-108268c53994\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/012e5ee4-297b-41aa-b73d-c6c3001129ec/Friction%20coefficient.png\" data-asset-id=\"442a511e-a111-4f6f-925f-108268c53994\" data-image-id=\"442a511e-a111-4f6f-925f-108268c53994\" alt=\"\"></figure>\n<p>Another option of shear transfer is <strong>via shear lug. </strong>This element consists of a general steel member welded to the bottom of the base plate. The shear lug is defined via length, the steel embedment might be positioned exocentrically and also rotated. The code check of the shear lug is carried out by shear lug steel resistance and concrete bearing resistance.&nbsp;</p>\n<figure data-asset-id=\"0027bb13-44c9-4dcd-8ad4-71d4b23416f9\" data-image-id=\"0027bb13-44c9-4dcd-8ad4-71d4b23416f9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/50f51eca-28d1-464e-bcc2-bd080825d884/Shear%20lug.png\" data-asset-id=\"0027bb13-44c9-4dcd-8ad4-71d4b23416f9\" data-image-id=\"0027bb13-44c9-4dcd-8ad4-71d4b23416f9\" alt=\"\"></figure>\n<p>Another option for transferring shear in the IDEA StatiCa Connection is <strong>via anchors.</strong></p>\n<p>The last option is <a data-item-id=\"5e75040c-50fe-4c63-9b78-57ae7396de1d\" href=\"\">Sliding</a> representing a <strong>sliding hinge </strong>(roller) implemented only for analysis in <a data-item-id=\"bd46bb0f-2c06-4ed8-b4fd-eac4aea178d4\" href=\"\">IDEA StatiCa Member</a>. For modeling only in Connection the option should not be used.</p>\n<h3>Stand-off</h3>\n<p>There are 3 ways to model the connection of a base plate with a foundation block. The first and also default option is a <strong>direct </strong>with no space between two elements. Another option is a<strong> mortar joint</strong> (grout) with adjustable thickness. In these cases, you have to be careful to set up the real value of a friction coefficient between the base plate, grout, and concrete footing in Project settings. The default value is 0,25. The last option is a <strong>gap </strong>to prevent direct contact between the base plate and the concrete block to avoid corrosion.</p>\n<figure data-asset-id=\"0f16146b-2b71-4e72-802d-7a6c4b68b4e2\" data-image-id=\"0f16146b-2b71-4e72-802d-7a6c4b68b4e2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/45e23d57-c0af-4b88-affb-67bd96dbed31/Stand-off.png\" data-asset-id=\"0f16146b-2b71-4e72-802d-7a6c4b68b4e2\" data-image-id=\"0f16146b-2b71-4e72-802d-7a6c4b68b4e2\" alt=\"\"></figure>\n<p>The forces are determined using finite element analysis. The bending moment of anchors with stand-off is dependent on the <a data-item-id=\"0f627d74-37d9-4298-b983-90465a94c17e\" href=\"\">stiffness ratio of the anchors and base plate</a>.</p>\n<h3>Anchoring to multiple concrete block surfaces</h3>\n<p>IDEA StatiCa Connection supports <strong>anchoring to multiple concrete block surfaces</strong>, significantly extending modeling capabilities for complex base plate configurations. Designers can now define anchors on two planes of a single concrete block, enabling accurate representation of real-world connection details such as members anchored at both horizontal and vertical faces.&nbsp;</p>\n<figure data-asset-id=\"b7b07b01-2476-47bc-8c21-2f39b4f69442\" data-image-id=\"b7b07b01-2476-47bc-8c21-2f39b4f69442\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d2953d8e-03ee-4061-ac54-5df43ab47efb/Anchoring%20at%20concrete%20edge5.png\" data-asset-id=\"b7b07b01-2476-47bc-8c21-2f39b4f69442\" data-image-id=\"b7b07b01-2476-47bc-8c21-2f39b4f69442\" alt=\"\"></figure>\n<p>This removes the need for time-consuming workarounds involving stiffening plates, manual cuts, or multiple block simulations, and ensures consistent, traceable anchoring behavior across design codes.&nbsp;</p>\n<h3>Define the base plate on a given surface</h3>\n<p>In the <em>Base Plate</em> operation, you can <strong>choose between creating a new block or selecting an existing one</strong>. In case of an existing block, there is a new option for specifying the surface. Surfaces are numbered in the same way as in the Detail app.</p>\n<figure data-asset-id=\"b3ae833f-b01c-4ac7-b920-9e28b5d469d0\" data-image-id=\"b3ae833f-b01c-4ac7-b920-9e28b5d469d0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3bc2c477-f89f-431e-87e4-7682ec6d828b/Anchoring%20at%20concrete%20edge2.png\" data-asset-id=\"b3ae833f-b01c-4ac7-b920-9e28b5d469d0\" data-image-id=\"b3ae833f-b01c-4ac7-b920-9e28b5d469d0\" alt=\"\"></figure>\n<p>For the <em>Fastener grid or Contact</em> operation, a new logic has been implemented. When the referenced plate is located on the face of the concrete block, and the operation is set to <em>Anchors</em>, the surface is automatically recognized and used for the creation of the subsoil model.</p>\n<figure data-asset-id=\"26e694b7-c5ff-4f3f-be12-c045e5ea0b90\" data-image-id=\"26e694b7-c5ff-4f3f-be12-c045e5ea0b90\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9f01a616-f75e-41d2-b560-b1e6e4378900/Anchoring%20at%20concrete%20edge3.png\" data-asset-id=\"26e694b7-c5ff-4f3f-be12-c045e5ea0b90\" data-image-id=\"26e694b7-c5ff-4f3f-be12-c045e5ea0b90\" alt=\"\"></figure>\n<p>When an existing block is selected, the anchor properties (Offset, Depth, Shear force transfer, Stand-off) are automatically reused.</p>\n<h3>Locate the stiffening plate on the surface</h3>\n<p>There is also a new option for the Stiffening plate – its <em>Origin</em> can now be defined on the <em>Existing block</em> of concrete. When selected, the stiffening plate is automatically placed on the selected concrete block and its surface. Location is in the middle of the surface.</p>\n<figure data-asset-id=\"422cfc00-5307-4ec7-a43b-e158021edd06\" data-image-id=\"422cfc00-5307-4ec7-a43b-e158021edd06\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3db487f6-2d6c-4a09-b8cb-7ae895dc2255/Anchoring%20at%20concrete%20edge4.png\" data-asset-id=\"422cfc00-5307-4ec7-a43b-e158021edd06\" data-image-id=\"422cfc00-5307-4ec7-a43b-e158021edd06\" alt=\"\"></figure>\n<p>By default, the anchor checks are marked as failed due to the interaction of the base plates, which is not checked in the Connection app.</p>\n<figure data-asset-id=\"32480489-40ec-4cab-b3bb-fbcc2397d200\" data-image-id=\"32480489-40ec-4cab-b3bb-fbcc2397d200\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/221a0899-1431-4949-88f6-92f37e248369/Anchoring%20at%20concrete%20edge6.png\" data-asset-id=\"32480489-40ec-4cab-b3bb-fbcc2397d200\" data-image-id=\"32480489-40ec-4cab-b3bb-fbcc2397d200\" alt=\"\"></figure>\n<p>You can change this status in the <a data-item-id=\"e19f7ee2-b429-4cc4-9879-5c9bb8e42a1f\" href=\"\">Project settings</a> and modify the <em>Concrete breakout resistance</em> to <strong>None</strong>. In this case, both tension and shear reinforcement in the concrete block are assumed, and the concrete checks are not performed.</p>\n<figure data-asset-id=\"2dee08a2-0039-4e5e-96f0-213864ed6dd2\" data-image-id=\"2dee08a2-0039-4e5e-96f0-213864ed6dd2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7d55c258-ffe4-42a6-b84d-51065b28643e/Anchoring%20at%20concrete%20edge7.png\" data-asset-id=\"2dee08a2-0039-4e5e-96f0-213864ed6dd2\" data-image-id=\"2dee08a2-0039-4e5e-96f0-213864ed6dd2\" alt=\"\"></figure>\n<p>The steel code checks remain valid, and users can <a data-item-id=\"1190e6ba-03b2-47f6-a6a6-b210b8f84b24\" href=\"\"><strong>export the model to Detail</strong></a> for advanced concrete verification. The software automatically redistributes forces according to anchor stiffness, compression subsoil stiffness, and load paths, allowing engineers to investigate and validate critical load transfer conditions manually.</p>\n<h3>Stiffeners</h3>\n<p>To provide additional strength, stiffeners can be added to the connected member. This can be achieved using the <strong>Rib </strong>operation<strong> </strong>which is suitable for cases when stiffeners are applied to a single plate (web/flange). Alternatively, the <strong>Widener </strong>operation allows you to assign stiffeners to multiple parts of cross-section.</p>\n<figure data-asset-id=\"6317002b-28cf-4eb7-8b16-e7ecde0ea3f8\" data-image-id=\"6317002b-28cf-4eb7-8b16-e7ecde0ea3f8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/cb5128c9-34c7-4ec0-bb45-fa7cf5d138a8/Stiffeners%20for%20anchoring.png\" data-asset-id=\"6317002b-28cf-4eb7-8b16-e7ecde0ea3f8\" data-image-id=\"6317002b-28cf-4eb7-8b16-e7ecde0ea3f8\" alt=\"\"></figure>\n<h3>Code-check anchors</h3>\n<p>Further details of the code-check of anchors can be found below:</p>\n<ul>\n  <li><a data-item-id=\"c57cf277-3f01-4ec8-82bc-470f3f631a73\" href=\"\">Code-check of anchors - Eurocode</a></li>\n  <li><a data-item-id=\"7a7d73b3-8194-41fd-b23e-91f68234ae85\" href=\"\">Code-check of anchors - AISC</a></li>\n  <li><a data-item-id=\"a6259b0a-c457-44ca-a1c6-83966f185a91\" href=\"\">Code-check of anchors - Australian standards</a></li>\n  <li><a data-item-id=\"6d103b45-4653-4458-a972-ffff3f4d52b0\" href=\"\">Code-check of anchors - Canadian standards</a></li>\n</ul>\n<p>Not all code checks of anchors are performed in the IDEA StatiCa Connection application due to <a data-item-id=\"26962c6a-7395-4994-b91c-2f02923d157f\" href=\"\">limitations</a> arising from the configuration of the anchors.&nbsp;</p>\n<h3>Code-check of concrete blocks</h3>\n<p>Further details of the code-check of concrete block can be found below:</p>\n<ul>\n  <li><a data-item-id=\"28992afa-3044-47f1-be8d-ad2a00d75f7a\" href=\"\">Code-check of concrete blocks - Eurocode</a></li>\n  <li><a data-item-id=\"6a38bc4c-6bc7-4524-8c9a-0be6f5b4c3b5\" href=\"\">Code-check of concrete blocks - AISC</a></li>\n  <li><a data-item-id=\"ff093af7-42c8-41cf-a383-c932957da52f\" href=\"\">Code-check of concrete block - Australian standards</a></li>\n  <li><a data-item-id=\"2da79a62-639a-456d-9cbd-d705047df475\" href=\"\">Code-check of concrete block - Canadian standards</a></li>\n</ul>\n<h4>Code-check cracked concrete or uncracked concrete</h4>\n<p>In the <strong>Code setup</strong>, you can switch the concrete setting to <strong>uncracked</strong>, which increases the capacity for anchor code checks. For EN standards, this affects the Concrete blowout resistance as parameter k<sub>5 </sub>and Concrete cone resistance as parameter k<sub>1</sub>. While for AISC standards, it influences the Concrete breakout strength and parameter Ψ<sub>c,N</sub>. By default, the concrete is set to cracked but can be changed to uncracked in Project settings.</p>\n<figure data-asset-id=\"ee38e2ef-0ad9-4321-ac69-aeb8edf61667\" data-image-id=\"ee38e2ef-0ad9-4321-ac69-aeb8edf61667\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/fbccdd09-6781-4bd0-b09d-cef79df68884/Cracked%20concrete.png\" data-asset-id=\"ee38e2ef-0ad9-4321-ac69-aeb8edf61667\" data-image-id=\"ee38e2ef-0ad9-4321-ac69-aeb8edf61667\" alt=\"\"></figure>\n<h4>Disable the concrete cone breakout (pull-out) check</h4>\n<p>Special cases of anchoring steel beams or columns to slender concrete blocks, such as near concrete wall edges, present challenges primarily in the assessment of concrete cone pull-out. In these scenarios, the concrete cone is insufficient, requiring an alternative approach to be employed.</p>\n<figure data-asset-id=\"1d5deb73-261a-4793-abcc-7f86ce6cbce1\" data-image-id=\"1d5deb73-261a-4793-abcc-7f86ce6cbce1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8c890417-d4e9-414d-abab-8bdac15662e6/Anchoring%20of%20steel%20beam%20to%20thin%20concrete%20block.png\" data-asset-id=\"1d5deb73-261a-4793-abcc-7f86ce6cbce1\" data-image-id=\"1d5deb73-261a-4793-abcc-7f86ce6cbce1\" alt=\"\"></figure>\n<p>In IDEA StatiCa Connection, you can disable the <strong>concrete breakout resistance</strong> check in the <strong>Code setup</strong> and choose from the following options:</p>\n<ul>\n  <li><strong>Both</strong> - Both tension and shear forces are considered in the code-check.</li>\n  <li><strong>Tension </strong>- Only tension forces are considered, with shear forces assumed to be carried by reinforcement.</li>\n  <li><strong>Shear</strong> - Only shear forces are considered, with tension forces assumed to be carried by reinforcement.</li>\n  <li><strong>None</strong> - All forces are assumed to be carried by reinforcement.</li>\n</ul>\n<p>For all options except <strong>Both</strong>, the report explicitly specifies the forces that must be carried by the concrete block's reinforcement to achieve a satisfactory design.</p>\n<h4>Concrete check - advanced method</h4>\n<p>According to the previous setting, the checks for the concrete block may be unsatisfactory without reinforcement. In such cases, you have the option to <a data-item-id=\"1190e6ba-03b2-47f6-a6a6-b210b8f84b24\" href=\"\">export the entire anchoring</a> to the <a data-item-id=\"28aef793-fefb-4b04-aca5-0c334a7585f7\" href=\"\"><strong>Detail application</strong></a> for further analysis and design adjustments. The <strong>3D </strong>module enables precise analysis of both the supplementary reinforcement and the concrete block.&nbsp;</p>\n<figure data-asset-id=\"71ccb9c4-bacd-46c7-a6df-5277005d40e4\" data-image-id=\"71ccb9c4-bacd-46c7-a6df-5277005d40e4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/fa57007d-3aef-4922-b133-a596dddab959/release%20note%20intro%20slide%20import.png\" data-asset-id=\"71ccb9c4-bacd-46c7-a6df-5277005d40e4\" data-image-id=\"71ccb9c4-bacd-46c7-a6df-5277005d40e4\" alt=\"Import of anchoring from Connection to Detail \"></figure>\n<p>More general information about Detail as a solution for anchoring can be found in the article&nbsp;<a data-item-id=\"b871eedc-885b-4f1b-993d-578acfe45641\" href=\"\">3D Detail out of Beta</a>.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n2071c165_2e0b_012a_f0d0_1e2c7f4f5e1f\"></object>"
                                                                                                                                                  },
                                                                                                                                                  "regions": {
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                                                                                                                                                        "codename": "steel"
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                                                                                                                                                      {
                                                                                                                                                        "name": "Connection design",
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                                                                                                                                                        "name": "Connection",
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                                                                                                                                                      {
                                                                                                                                                        "name": "Geometry",
                                                                                                                                                        "codename": "geometry"
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                                                                                                                                                        "name": "Anchoring",
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                                                                                                                                                            "value": "<p>Concrete below the base plate is simulated by the Winkler subsoil with uniform stiffness, which provides the contact stresses. The average stress at the effective area determined by EN 1993-1-8 is used for compressive check.</p>\n<p>The resistance of concrete in 3D compression is determined based on EN 1993-1-8 by calculating the design bearing strength of concrete in the joint, <em>f</em><sub>jd</sub>, under the effective area, <em>A</em><sub>eff</sub>, of the base plate. The design bearing strength of the joint, <em>f</em><sub>jd</sub>, is evaluated according to Cl. 6.2.5 in EN 1993-1-8 and Cl. 6.7 in EN 1992-1-1. The grout quality and thickness is introduced by the joint coefficient, <em>β</em><sub>jd</sub>. For grout quality equal or better than the quality of the concrete block, <em>β</em><sub>jd</sub>&nbsp;=&nbsp;1.0 is expected, EN&nbsp;1993-1-8 recommends value <em>β</em><sub>jd</sub>&nbsp;= 0.67. The effective area, <em>A</em><sub>eff,cm</sub> under the base plate is estimated to be of the shape of the column cross-section increased by additional bearing width, <em>c</em>.</p>\n<p>\\[ c = t \\sqrt{\\frac{f_y}{3 f_{jd} \\gamma_{M0}}} \\]</p>\n<p>where <em>t</em> is the thickness of the base plate, <em>f</em><sub>y</sub> is the base plate yield strength, and <em>γ</em><sub>M0</sub> is the partial safety factor for steel.</p>\n<p>The effective area is calculated by iteration until the difference between the additional bearing widths of current and previous iteration |<em>c</em><sub>i</sub> – <em>c</em><sub>i–1</sub> | is less than 1&nbsp;mm. For the first iteration, the area of the base plate is assumed as a bearing area, <em>A</em><sub>c0</sub>.</p>\n<p>The area where the concrete is in compression is taken from results of FEA. This area in compression, <em>A</em><sub>eff,FEM</sub>, allows determining the position of the neutral axis. The user can modify this area by editing “Effective area – influence of mesh size” in Code setup. The default value is 0.1 for which the verification studies were made. It is not recommended to decrease this value. Increasing this value makes the assessment of concrete bearing resistance safer. The value in Code setup determines the boundary of the area, <em>A</em><sub>eff,FEM</sub>, e.g. the value of 0.1 takes into account only areas where stress in concrete is higher than 0.1 times the maximum stress in concrete, <em>σ</em><sub>c,max</sub>. The intersection of the area in compression, <em>A</em><sub>eff,FEM</sub>, and the effective area, <em>A</em><sub>eff,cm</sub>, allows to assess the resistance for generally loaded column base of any column shape with any stiffeners and is labeled <em>A</em><sub>eff</sub>. The average stress <em>σ</em> on the effective area, <em>A</em><sub>eff</sub>, is determined as the compression force divided by the effective area. Check of the component is in stresses <em>σ</em>&nbsp;≤&nbsp;<em>f</em><sub>jd</sub>.</p>\n<p>Concrete resistance at concentrated compression:</p>\n<p>\\[ f_{jd}= \\beta_j k_j \\frac{f_{ck}}{\\gamma_c} \\]</p>\n<p>Concentration factor taking into account increase in concrete compressive resistance due to triaxial stress:</p>\n<p>\\[ k_j=\\sqrt{\\frac{A_{c1}}{A_{eff}}} \\le 3.0 \\]</p>\n<p>where <em>A</em><sub>c1</sub> is the supporting area determined according to EN&nbsp;1992-1-1 – Cl.&nbsp;6.7. The area must be concentric and geometrically similar to the bearing area <em>A</em><sub>eff</sub>.</p>\n<p>Average stress under the base plate:</p>\n<p>\\[ \\sigma = \\frac{N}{A_{eff}} \\]</p>\n<p>Utilization in compression [%]:</p>\n<p>\\[ Ut = \\frac{\\sigma}{f_{jd}} \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>f</em><sub>ck</sub> – characteristic compressive concrete strength</li>\n  <li><em>β</em><sub>j</sub>&nbsp;= 0.67 – factor of grout quality editable in Code setup</li>\n  <li><em>γ</em><sub>c</sub> – safety factor for concrete</li>\n  <li><em>A</em><sub>eff</sub> – effective area on which the column normal force <em>N</em> is distributed</li>\n</ul>\n<figure data-asset-id=\"3d2fa770-8190-4956-b4c1-1944703eb56d\" data-image-id=\"3d2fa770-8190-4956-b4c1-1944703eb56d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bc19f6f0-49ee-49b5-8b17-6d457c8a1973/concrete_check.png\" data-asset-id=\"3d2fa770-8190-4956-b4c1-1944703eb56d\" data-image-id=\"3d2fa770-8190-4956-b4c1-1944703eb56d\" alt=\"\"></figure>\n<p>Effective area, <em>A</em><sub>eff,cm</sub>, as calculated according to EC for pure compression, is marked with a dashed line. The graphical representation shows the way of checking. Calculated effective area, <em>A</em><sub>eff,fem</sub>, is marked as green. The final effective area, <em>A</em><sub>eff</sub>, for contact stress check is highlighted as hatched.</p>\n<figure data-asset-id=\"2bd7b832-413a-4eab-a6f2-2473016242d8\" data-image-id=\"2bd7b832-413a-4eab-a6f2-2473016242d8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d1dfa07b-af9b-4cbb-b905-71f99a5191c5/stress_in_concrete.png\" data-asset-id=\"2bd7b832-413a-4eab-a6f2-2473016242d8\" data-image-id=\"2bd7b832-413a-4eab-a6f2-2473016242d8\" alt=\"\"></figure>\n<p>For rare occasions, especially for column base loaded by tensile force only (compression in concrete is caused by prying forces) or tensile force and bending moment, the intersection of areas <em>A</em><sub>eff,cm</sub> and <em>A</em><sub>eff,fem</sub> is extremely small or none at all. For such cases, the compressive forces are generally very small, the check is outside of the scope of Eurocode, and the concrete in compression is not checked.</p>\n<h4>Mesh sensitivity</h4>\n<p>This procedure of assessing the resistance of the concrete in compression is independent on the mesh of the base plate as can be seen in the figures below. It is shown in the example of concrete in compression assessment according to EC. Two cases were investigated: loading by pure compression of 1200 kN and loading by a combination of compressive force 1200 kN and bending moment 90 kN.</p>\n<figure data-asset-id=\"75114ca0-12af-4844-bcda-f05fe639a353\" data-image-id=\"75114ca0-12af-4844-bcda-f05fe639a353\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/38a09e02-a691-4fe5-99eb-1cc15a9cc073/mesh_sensitivity_concrete.png\" data-asset-id=\"75114ca0-12af-4844-bcda-f05fe639a353\" data-image-id=\"75114ca0-12af-4844-bcda-f05fe639a353\" alt=\"\"></figure>\n<p>Influence of number of elements on prediction of resistance of concrete in compression in case of pure compression</p>\n<figure data-asset-id=\"78420fb2-f963-4c23-8c23-b147155bfcd9\" data-image-id=\"78420fb2-f963-4c23-8c23-b147155bfcd9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/46779b83-660f-4f35-911d-eb614c7659af/mesh_sensitivity_bending.png\" data-asset-id=\"78420fb2-f963-4c23-8c23-b147155bfcd9\" data-image-id=\"78420fb2-f963-4c23-8c23-b147155bfcd9\" alt=\"\"></figure>\n<p>The influence of the number of elements on the prediction of resistance of concrete in compression in case of compression and bending</p>\n<h3>Shear in concrete block</h3>\n<p>Shear in the concrete block can be transferred via one of the three means:</p>\n<ol>\n  <li>Friction<br>\n\\( Ut = \\frac{V}{V_{Rd}} \\)<br>\n <em>V</em><sub>rd</sub> = <em>N</em> <em>C</em><sub>f</sub><br>\n</li>\n  <li>Shear lug<br>\n\\( Ut = \\max \\left ( \\frac{V_y}{V_{Rd,y}}, \\, \\frac{V_z}{V_{Rd,z}}, \\, \\frac{V}{V_{c,Rd}} \\right ) \\) \\(V_{Rd,y} = \\frac{A_{Vy} f_y}{\\sqrt{3} \\gamma_{M0}} \\)<br>\n\\( V_{Rd,z} = \\frac{A_{Vz} f_y}{\\sqrt{3} \\gamma_{M0}} \\)<br>\n\\( V_{c,Rd} = A \\sigma_{Rd,max} \\)<br>\nShear iron and welds are also checked by FEM.<br>\n</li>\n  <li>Anchors<br>\nCheck is provided according to ETAG 001 – Annex C</li>\n</ol>\n<p>where:</p>\n<ul>\n  <li><em>A</em><sub>V,</sub><em><sub>y</sub></em>, <em>A</em><sub>V,</sub><em><sub>z</sub></em> – shear areas of shear iron cross-section in the direction of axes <em>y</em> and <em>z</em></li>\n  <li><em>f</em><sub>y</sub> – yield strength</li>\n  <li><em>γ</em><sub>M0</sub> – safety factor</li>\n  <li><em>V</em><em><sub>y</sub></em> – shear force component in the base plate plane in y-direction</li>\n  <li><em>V</em><em><sub>z</sub></em> – shear force component in the base plate plane in z-direction</li>\n  <li><em>V</em> – shear force (vector sum of both shear forces components)</li>\n  <li><em>N</em> – force perpendicular to the base plate</li>\n  <li><em>C</em><sub>f</sub> – friction coefficient between steel and concrete/grout; editable in Code setup</li>\n  <li><em>A</em> = <em>l b</em> – projected area of the shear lug excluding the portion above concrete surface</li>\n  <li><em>l</em> – length of the shear lug excluding the portion above concrete surface</li>\n  <li><em>b</em> – projected width of the shear lug in the direction of the shear load</li>\n  <li><em>σ</em><sub>Rd,max</sub> = <em>k</em><sub>1</sub> <em>v'</em> <em>f</em><sub>cd</sub> – maximum stress which can be applied at the edges of the node</li>\n  <li><em>k</em><sub>1</sub> = 1 – factor (EN&nbsp;1992-1-1 – Equation (6.60))</li>\n  <li><em>v'</em> = 1 – <em>f</em><sub>ck</sub> / 250– factor (EN 1992-1-1 – Equation (6.57N))</li>\n  <li>\\( f_{cd} = \\alpha_{cc} \\frac{f_{ck}} {\\gamma_c} \\) – design compressive strength of concrete</li>\n  <li><em>α</em><sub>cc</sub> – coefficient for long term effects on compressive strength of concrete</li>\n  <li><em>f</em><sub>ck</sub> – characteristic compressive strength of concrete</li>\n  <li><em>γ</em><sub>c</sub> – safety factor for concrete</li>\n</ul>\n<figure data-asset-id=\"df915d61-5a23-4387-a2e1-5b6bf7f43a7a\" data-image-id=\"df915d61-5a23-4387-a2e1-5b6bf7f43a7a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ea8ecf81-5d19-4da7-8db6-a77e20996d21/shear_check.png\" data-asset-id=\"df915d61-5a23-4387-a2e1-5b6bf7f43a7a\" data-image-id=\"df915d61-5a23-4387-a2e1-5b6bf7f43a7a\" alt=\"\"></figure>\n<h3><br></h3>"
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                                                                                                                                                                    "value": "<p>Four <a data-item-id=\"0f627d74-37d9-4298-b983-90465a94c17e\" href=\"\">anchor bolt</a> types are available:</p>\n<ul>\n  <li>Straight (assumed post-installed)</li>\n  <li>Washer plate - Circular (assumed cast-in)</li>\n  <li>Washer plate - Rectangle (assumed cast-in)</li>\n  <li>Hook (assumed cast-in)</li>\n</ul>\n<p>The steel resistances are determined according to EN 1993-1-8 and EN 1992-4 for cast-in anchors and post-installed fasteners, respectively.</p>\n<p>The concrete resistances are determined according to EN 1992-4.</p>\n<p>In case of post-installed (straight) fasteners, pull-out failure, combined pull-out and concrete failure of bonded anchors, and concrete splitting failure are not checked due to missing information available only for the particular anchor and glue type from the anchor manufacturer.</p>\n<p>In the Project settings, settings are available to activate/deactivate concrete cone breakout checks in tension and shear. If the concrete cone breakout check is not activated, it is assumed that the dedicated reinforcement is designed to resist the force. The magnitude of the force is provided in formulas. User may use link to Detail application to perform the checks of reinforced concrete.</p>\n<p>Furthermore, the concrete can be set as cracked or uncracked. Uncracked concrete should be in permanent compression that prevents shrinkage cracks. The resistances of uncracked concrete are higher.&nbsp;</p>\n<p>FYI:</p>\n<p><em>The Eurocode in its current form does not provide a clear and unambiguous answer as to when cast-in-place anchors should be designed according to EN 1993-1-8 or EN 1992-4. A useful guideline is the governing failure mode. If the dominant failure mode is tensile rupture of the steel anchor, EN 1993-1-8 should be applied. This typically concerns anchors with sufficient embedment length, such as anchor bolts. Conversely, where other failure modes govern (e.g. concrete-related failures), EN 1992-4 should be used. This applies primarily to fasteners.</em></p>\n<p><em>In IDEA StatiCa:</em></p>\n<ul>\n  <li><em>Cast-in-place anchors with washer plates and hooked anchors are designed according to EN 1993-1-8.</em></li>\n  <li><em>Other anchor types are designed according to EN 1992-4 / EN 1992-1-1.</em></li>\n</ul>\n<p><em>Some countries address this ambiguity through national provisions (e.g. the Netherlands), in line with the approach adopted in IDEA StatiCa. The reason is the difference in publication dates of the standards:<br>\nEN 1993-1-8 (2005) vs. EN 1992-4 (2018).</em></p>\n<p><em>The new generation of Eurocodes adopts a clearer and better-explained approach to this issue.</em></p>\n<h4>Tensile steel resistance (EN 1993-1-8, Table 3.4)</h4>\n<p><strong>Cast-in anchors</strong> are checked according to steel design code.</p>\n<p>\\[ F_{t,Rd} = \\frac{c \\cdot k_2 \\cdot f_{ub} \\cdot A_s}{\\gamma_{M2}} \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>c </em>– decrease in tensile resistance of bolts with cut thread according to EN 1993-1-8 – Cl. 3.6.1. (3) editable in Project Settings</li>\n  <li><em>k</em><sub>2</sub> = 0.9 – factor for non-countersunk anchors&nbsp;</li>\n  <li><em>f</em><sub>ub</sub> – anchor bolt ultimate tensile strength&nbsp;</li>\n  <li><em>A</em><sub>s</sub> – anchor bolt tensile stress area</li>\n  <li>\\(\\gamma_{M2}=1.25\\) – partial safety factor for bolts (EN 1993-1-8, Table 2.1) editable in Project Settings</li>\n</ul>\n<h4>Tensile steel resistance (EN 1992-4, Cl.&nbsp;7.2.1.3)</h4>\n<p><strong>Post-installed fasteners</strong> are checked according to concrete design code</p>\n<p>\\[ N_{Rd,s} = \\frac{N_{Rk,s}}{\\gamma_{Ms}} \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>N</em><sub>Rk,s</sub> = <em>c </em>∙ <em>A</em><sub>s</sub> ∙ <em>f</em><sub>uk</sub> – characteristic resistance of a fastener in case of steel failure</li>\n  <li><em>c </em>\t– decrease in tensile resistance of bolts with cut thread according to EN 1993-1-8 – Cl. 3.6.1. (3) editable in Code setup</li>\n  <li><em>A</em><sub>s</sub>\t– anchor bolt tensile stress area</li>\n  <li><em>f</em><sub>uk</sub>\t– anchor bolt characteristic ultimate tensile strength&nbsp;</li>\n  <li>\\(\\gamma_{Ms}=1.2 \\cdot \\frac{f_{uk}}{f_{yk}} \\ge 1.4\\) – partial safety factor for steel failure in tension (EN 1992-4, Table 4.1)</li>\n  <li><em>f</em><sub>yk</sub>\t– anchor bolt characteristic yield strength</li>\n</ul>\n<h4>Concrete cone failure resistance of anchor or group of anchors (EN 1992-4, Cl. 7.2.1.4):</h4>\n<p>\\[ N_{Rd,c} = \\frac{N_{Rk,c}}{\\gamma_{Mc}} \\]</p>\n<p>where:</p>\n<ul>\n  <li>\\(N_{Rk,c}=N_{Rk,c}^0 \\cdot \\frac{A_{c,N}}{A_{c,N}^0} \\cdot \\psi_{s,N} \\cdot \\psi_{re,N} \\cdot \\psi_{ec,N} \\cdot \\psi_{M,N}\\) – characteristic resistance of a fastener, a group of fasteners and the tensioned fasteners of a group of fasteners in case of concrete cone failure</li>\n  <li>\\(N_{Rk,c}^0 = k_1 \\sqrt{f_{ck}} h_{ef}^{1.5}\\) – characteristic resistance of a single fastener placed in concrete and not influenced by adjacent fasteners or edges of the concrete member</li>\n  <li><em>k</em><sub>1</sub> – factor taking into account concrete condition and anchor type; for cast-in headed anchors (with washer plates) <em>k</em><sub>1</sub> = 8.9 for cracked concrete and <em>k</em><sub>1</sub> = 12.7 for non-cracked concrete; for post-installed fasteners (straight anchors) <em>k</em><sub>1</sub> = 7.7 for cracked concrete and <em>k</em><sub>1</sub> = 11.0 for non-cracked concrete</li>\n  <li><em>f</em><sub>ck </sub>– characteristic concrete compressive cylinder strength</li>\n  <li><em>h</em><sub>ef </sub>– embedment depth of the anchor in concrete; for three or more close edges, EN&nbsp;1992-4, Cl.&nbsp;7.2.1.4&nbsp;(8) applies and effective \\(h'_{ef} = \\max \\left \\{ \\frac{c_{max}}{c_{cr,N}} \\cdot h_{ef}, \\, \\frac{s_{max}}{s_{cr,N}} \\cdot h_{ef} \\right \\}\\) is used instead in formulas for <em>N</em><sub>Rk,c</sub><sup>0</sup>, <em>c</em><sub>cr,N</sub>, <em>s</em><sub>cr,N</sub>, <em>A</em><sub>c,N</sub>, <em>A</em><sub>c,N</sub><sup>0</sup>, <em>ψ</em><sub>s,N</sub>, and <em>ψ</em><sub>ec,N</sub></li>\n  <li><em>A</em><sub>c,N</sub> – actual projected area, limited by overlapping concrete cones of adjacent fasteners as well as by edges of the concrete member</li>\n  <li><em>A</em><sub>c,N</sub><sup>0</sup> = <em>s</em><sub>cr,N</sub><sup>2</sup> – reference projected area, i.e. area of concrete of an individual anchor with large spacing and edge distance at the concrete surface&nbsp;</li>\n  <li>\\(\\psi_{s,N}=0.7+0.3 \\cdot \\frac{c}{c_{cr,N}} \\le 1\\) – factor taking into account disturbance of the distribution of stresses in the concrete due to the proximity of an edge of the concrete member</li>\n  <li><em>c</em> – smallest edge distance</li>\n  <li><em>c</em><sub>cr,N</sub> = 1.5 ∙ <em>h</em><sub>ef</sub> – characteristic edge distance for ensuring the transmission of the characteristic resistance of &nbsp;an anchor in case of concrete break-out under tension loading</li>\n  <li>\\(\\psi_{re,N}=0.5+\\frac{h_{ef}}{200} \\le 1\\) – shell spalling factor</li>\n  <li>\\(\\psi_{ec,N}=\\frac{1}{1+2 \\cdot (e_N / s_{cr,N})} \\le 1\\) – factor taking into account group effect when different tension loads are acting on the individual fasteners of a group; <em>ψ</em><sub>ec,N</sub> is determined separately for each direction and the product of both factors is used</li>\n  <li><em>e</em><sub>N</sub> – eccentricity of resultant tension force of tensioned fasteners in respect to the center of gravity of the tensioned fasteners</li>\n  <li><em>s</em><sub>cr,N</sub> = 2 ∙ <em>c</em><sub>cr,N</sub> – characteristic spacing of &nbsp;anchors to ensure the characteristic resistance of the anchors &nbsp;in case of concrete cone failure under tension load</li>\n  <li>\\(\\psi_{M,N} = 2- \\frac{z}{1.5 \\cdot h_{ef}} \\ge 1\\) – factor taking into account effect of a compression force between fixture and concrete in cases of bending moments with or without axial force; &nbsp;this parameter is equal to 1 if <em>c</em> &lt; 1.5 <em>h</em><sub>ef</sub> or the ratio of the compressive force (including the compression due to bending) to the sum of tensile forces in anchors is smaller than 0.8 or <em>z</em> / <em>h</em><sub>ef</sub> ≥ 1.5&nbsp;</li>\n  <li><em>z</em> – internal lever arm of a fastening</li>\n  <li><em>γ</em><sub>Mc</sub> = <em>γ</em><sub>c</sub> ∙ <em>γ</em><sub>inst </sub>– partial safety factor (EN&nbsp;1992-4, Table&nbsp;4.1)</li>\n  <li><em>γ</em><sub>c</sub> – partial safety factor for concrete (editable in Code setup)</li>\n  <li><em>γ</em><sub>inst</sub> – partial safety factor taking account of the installation safety of an anchor system (editable in Code setup)</li>\n</ul>\n<p>The concrete breakout cone area for a group of anchors loaded by tension that creates a common concrete cone, <em>A</em><sub>c,N</sub>, is shown by the red dashed line.</p>\n<figure data-asset-id=\"0618ccf0-0c5d-47e2-b8c3-c2f0539ab219\" data-image-id=\"0618ccf0-0c5d-47e2-b8c3-c2f0539ab219\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/98effa12-7603-4f61-96c1-3589a051ad77/AcN.png\" data-asset-id=\"0618ccf0-0c5d-47e2-b8c3-c2f0539ab219\" data-image-id=\"0618ccf0-0c5d-47e2-b8c3-c2f0539ab219\" alt=\"\"></figure>\n<h4>Pull-out resistance (EN&nbsp;1992-4, Cl.&nbsp;7.2.1.5)</h4>\n<p>Pull-out resistance is checked for <strong>cast-in anchors with washer plates</strong> according to EN&nbsp;1992-4, Cl.&nbsp;7.2.1.5:</p>\n<p>\\[ N_{Rd,p}=\\frac{N_{Rk,p}}{\\gamma_{Mc}} \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>N</em><sub>Rk,p</sub> = <em>k</em><sub>2</sub> ∙ <em>A</em><sub>h</sub> ∙ <em>f</em><sub>ck</sub> – characteristic resistance in case of pull-out failure</li>\n  <li><em>k</em><sub>2</sub> – coefficient dependent on concrete condition, <em>k</em><sub>2</sub> = 7.5 for cracked concrete, <em>k</em><sub>2</sub> = 10.5 for non-cracked concrete</li>\n  <li><em>A</em><sub>h</sub> – bearing area of head of anchor; for circular washer plate \\(A_h = \\frac{\\pi}{4} \\left ( d_h^2 - d^2 \\right )\\), for rectangular washer plate \\(A_h = a_{wp}^2 - \\frac{\\pi}{4} d^2\\)</li>\n  <li><em>d</em><sub>h</sub> ≤ 6 <em>t</em><sub>h</sub> + <em>d</em> – diameter of the head of the fastener</li>\n  <li><em>t</em><sub>h</sub> – thickness of the head of the headed fastener</li>\n  <li><em>d</em> – diameter of the shank of the fastener</li>\n  <li><em>f</em><sub>ck</sub> – characteristic concrete compressive cylinder strength</li>\n  <li><em>γ</em><sub>Mc</sub> = <em>γ</em><sub>c</sub> ∙ <em>γ</em><sub>inst</sub> – partial safety factor (EN&nbsp;1992-4, Table&nbsp;4.1)</li>\n  <li><em>γ</em><sub>c</sub> – partial safety factor for concrete (editable in Code setup)</li>\n  <li><em>γ</em><sub>inst</sub> – partial safety factor taking account of the installation safety of an anchor system (editable in Code setup)</li>\n</ul>\n<h4>Pull-out resistance (EN&nbsp;1992-1-1, Cl.&nbsp;8.4.4)</h4>\n<p>Pull-out resistance is checked for <strong>cast-in anchors with hook</strong> according to EN&nbsp;1992-1-1, Cl.&nbsp;8.4.4. Plain rods are assumed that require double anchorage length than ribbed reinforcement (Table 3.26 in BS 8110-1).</p>\n<p>\\[N_{Rd,p}=A_a \\cdot f_{ya} \\cdot \\frac{l_b}{l_{bd}}\\]</p>\n<p>where:</p>\n<ul>\n  <li><em>A</em><sub>a</sub> – tensile stress area of an anchor</li>\n  <li><em>f</em><sub>ya</sub> – anchor yield strength</li>\n  <li><em>l</em><sub>b</sub> – anchor length embedded in concrete</li>\n  <li>\\(l_{bd} = \\alpha_1 \\cdot \\alpha_2 \\cdot \\alpha_3 \\cdot \\alpha_4 \\cdot \\alpha_5 \\cdot l_{b,rqd}\\) – design anchorage length</li>\n  <li>\\(\\alpha_1\\) – factor for the effect of the shape of the bars assuming adequate cover\n    <ul>\n      <li>\\(\\alpha_1 = 0.7\\) for \\(c_d &gt; 3 \\phi\\)</li>\n      <li>\\(\\alpha_1 = 1.0\\) for \\(c_d \\le 3 \\phi\\)</li>\n    </ul>\n  </li>\n  <li>\\(c_d = \\min \\{a/2, c_1\\}\\) – adequate cover</li>\n  <li><em>a</em> – clear distance between anchors</li>\n  <li><em>c</em><sub>1</sub> – clear distance to concrete block edge</li>\n  <li>\\(\\phi\\) – anchor diameter</li>\n  <li>\\(\\alpha_2 = 1.0 - 0.15 \\frac{c_d - \\phi}{\\phi}\\) – factor for the effect of concrete minimum cover; \\(0.7 \\le \\alpha_2 \\le 1.0\\)</li>\n  <li>\\(\\alpha_3 = 1.0\\) – factor for the effect of confinement by transverse reinforcement</li>\n  <li>\\(\\alpha_4 = 1.0 \\) – factor for the influence of one or more welded transverse bars along the design anchorage length</li>\n  <li>\\(\\alpha_5=1.0\\) – factor for the effect of the pressure transverse to the plane of splitting along the design anchorage length</li>\n  <li>\\(l_{b,rqd} = \\frac{\\phi}{4} \\frac{f_{ya}}{f_{bd}}\\) – required anchorage length</li>\n  <li>\\(f_{bd} = \\frac{2.25 \\cdot \\eta_1 \\cdot \\eta_2 f_{ctd}}{2}\\) – design value of the ultimate bond stress (assumed half that of ribbed reinforcement)</li>\n  <li>\\(\\eta_1=1.0\\) – coefficient related to the quality of the bond condition and the position of the bar during concreting; good conditions are assumed, which may be dangerous for the rare case of horizontal anchors placed at the top of the concrete</li>\n  <li>\\(\\eta_2=\\min \\{1.0, \\frac{132-\\phi}{100}\\) – coefficient related to the bar diameter</li>\n  <li>\\(f_{ctd}=\\frac{\\alpha_{ct} \\cdot f_{ctk,0.05}}{\\gamma_c}\\) – design value of concrete tensile strength</li>\n  <li>\\(\\alpha_{ct}=1.0\\) – coefficient taking account of long term effects on the tensile strength and of unfavourable effects</li>\n  <li>\\(f_{ctk,0.05}\\) – characteristic axial tensile strength of concrete (5% quantile)</li>\n  <li>\\(\\gamma_c\\) – safety factor for concrete editable in Project Settings</li>\n</ul>\n<p>Several <strong>detailing rules</strong> are added:</p>\n<ul>\n  <li>Anchor yield strength must not be higher than 300 MPa (EN 1993-1-8 – 6.2.6.12 (5))</li>\n  <li>Minimum anchorage length \\(l_{b,min}\\) must be kept (EN 1992-1-1 – Equation (8.6)):</li>\n</ul>\n<p>\\[ l_b \\ge l_{b,min} = \\max \\{ 0.3 \\cdot l_{b,rqd}, 10\\cdot \\phi , 100 \\}\\]</p>\n<ul>\n  <li>Anchorage length should be sufficient for the steel tensile failure mode to govern to facilitate plastic design&nbsp;</li>\n</ul>\n<p><br></p>\n<p>The pullout resistance of <strong>other types of anchors</strong> is not checked and must be guaranteed by the manufacturer.</p>\n<h4>Concrete blowout resistance (EN 1992-4, Cl.&nbsp;7.2.1.8)</h4>\n<p>Blow-out failure is checked for <strong>cast-in headed anchors</strong> (Anchor type – washer) with edge distance <em>c</em> ≤ 0.5 <em>h</em><sub>ef</sub> according to EN&nbsp;1992-4, Cl.&nbsp;7.2.1.8. Anchors are treated as a group if their spacing near the edge is <em>s</em> ≤ 4 <em>c</em><sub>1</sub>. Undercut anchors can be checked the same way but the value of <em>A</em><sub>h</sub> is unknown in the software. The blow-out failure of undercut anchors can be determined by selecting a washer plate with the corresponding dimension.</p>\n<p>\\[N_{Rd,cb} = \\frac{N_{Rk,cb}}{\\gamma_{Mc}}\\]</p>\n<p>where:</p>\n<ul>\n  <li>\\(N_{Rk,cb} = N_{Rk,cb}^0 \\cdot \\frac{A_{c,Nb}}{A_{c,Nb}^0} \\cdot \\psi_{s,Nb} \\cdot \\psi_{g,Nb} \\cdot \\psi_{ec,Nb}\\) – characteristic resistance in case of concrete blow-out failure</li>\n  <li>\\(N_{Rk,cb}^0 = k_5 \\cdot c_1 \\cdot \\sqrt{A_h} \\cdot \\sqrt{f_{ck}}\\) – characteristic resistance of a single fastener, not influenced by adjacent fasteners or further edges</li>\n  <li><em>A</em><sub>c,Nb</sub> – actual projected area, limited by overlapping concrete break-out bodies of adjacent fasteners as well as by proximity of edges of the concrete member or the member thickness</li>\n  <li><em>A</em><sub>c,Nb</sub><sup>0</sup> = (4 <em>c</em><sub>1</sub>)<sup>2</sup> – reference projected area of a single fastener with an edge distance equal to <em>c</em><sub>1</sub></li>\n  <li>\\(\\psi_{s,Nb} = 0.7+0.3 \\frac{c_2}{2 c_1} \\le 1\\) – factor taking into account the disturbance of the distribution of stresses in the concrete due to the proximity of a corner of the concrete member</li>\n  <li>\\( \\psi_{g,Nb} = \\sqrt{n} + (1-\\sqrt{n}) \\frac{s_2}{4c_1} \\ge 1 \\) – factor taking into account group effect</li>\n  <li>\\(\\psi_{ec,Nb} = \\frac{1}{1+2 e_N / s_{cr,Nb}} \\le 1\\) – factor taking into account group effect, when different loads are acting on the individual fasteners of a group</li>\n  <li><em>k</em><sub>5</sub> – parameter related to the state of the concrete; for cracked concrete <em>k</em><sub>5</sub> = 8.7, for uncracked concrete <em>k</em><sub>5</sub> = 12.2</li>\n  <li><em>c</em><sub>1</sub> – edge distance of fastener in direction 1 towards the closest edge</li>\n  <li><em>c</em><sub>2</sub> – edge distance of fastener perpendicular to direction 1 that is the smallest edge distance in a narrow member with multiple edge distances</li>\n  <li><em>A</em><sub>h</sub> – area of the load-bearing head of the fastener; for circular washer plate \\(A_h = \\frac{\\pi}{4} \\left ( d_h^2 - d^2 \\right )\\), for rectangular washer plate \\(A_h = a_{wp}^2 - \\frac{\\pi}{4} d^2\\)</li>\n  <li><em>d</em> – anchor nominal diameter</li>\n  <li><em>d</em><sub>h</sub> – circular washer plate diameter</li>\n  <li><em>a</em><sub>wp</sub> – side size of squared washer plate</li>\n  <li><em>f</em><sub>ck</sub> – characteristic compressive cylinder strength of concrete</li>\n  <li><em>n</em> – number of fasteners in a row parallel to the edge of the concrete member</li>\n  <li><em>s</em><sub>2</sub> – spacing of fasteners in a group perpendicular to &nbsp;direction 1</li>\n  <li><em>s</em><sub>cr,Nb</sub> = 4 <em>c</em><sub>1</sub> – spacing that is required for a fastener to develop its characteristic tensile strength against blow-out failure</li>\n</ul>\n<h4>Anchor shear steel resistance (EN&nbsp;1993-1-8 – Cl.&nbsp;6.2.2)</h4>\n<p>Anchor shear steel resistance of <strong>cast-in anchors</strong> is determined according to EN 1993-1-8 – 6.2.2 (7) regardless of direct or mortar joint stand-off. The addition of friction is problematic in practice and is not assumed. The background for Eurocode calculation is the Stevin Laboratory model presented in <a href=\"https://heronjournal.nl/53-12/5.pdf\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">this paper</a>. Holes should be standard, not oversized and the grout strength and thickness should be according to Cl. 6.2.5 (7).</p>\n<p>\\[F_{vb,Rd} = \\min \\{F_{1vb,Rd}, F_{2vb,Rd} \\} \\]</p>\n<p>where:</p>\n<ul>\n  <li>\\(F_{1vb,Rd} = \\frac{\\alpha_v \\cdot f_{ub} \\cdot A}{\\gamma_{M2}}\\) – anchor shear resistance from Table 3.4\n    <ul>\n      <li><em>α</em><sub>v</sub> = 0.6 for grades 4.6, 5.6, 8.8 and 0.5 for grades 4.8, 5.8, 6.8, 10.9</li>\n      <li><em>f</em><sub>ub</sub> – ultimate tensile strength of the bolt</li>\n      <li><em>A </em>– tensile stress area of the bolt\n        <ul>\n          <li><em>A = A </em>for shear plane excluded from threads; <em>A </em>is gross cross-section area of the anchor</li>\n          <li><em>A = A</em><sub>s</sub> for shear plane intercepted by threads; <em>A</em><sub>s</sub> is tensile stress area of the bolt</li>\n        </ul>\n      </li>\n      <li><em>γ</em><sub>M2</sub> – safety factor (EN 1993-1-8 – Table 2.1; editable in Project Settings)</li>\n    </ul>\n  </li>\n  <li>\\(F_{2vb,Rd} = \\frac{\\alpha_b \\cdot f_{ub} \\cdot A_s}{\\gamma_{M2}}\\) – anchor shear resistance from Equation (6.2)\n    <ul>\n      <li>\\(\\alpha_b = 0.44 - 0.0003 f_{yb}\\) – coefficient depending on the yield strength the anchor bolt</li>\n      <li><em>f</em><sub>yb</sub> – anchor yield strength; 235 MPa \\(\\le f_{yb} \\le\\) 640 MPa</li>\n      <li><em>f</em><sub>ub</sub> – anchor tensile strength</li>\n      <li><em>A</em><sub>s</sub> – tensile stress area</li>\n    </ul>\n  </li>\n</ul>\n<h4>Anchor shear steel resistance (EN&nbsp;1992-4 – Cl.&nbsp;7.2.2.3)</h4>\n<p>Anchor shear steel resistance of <strong>post-installed fasteners</strong> is checked according to EN&nbsp;1992-4 – Cl.&nbsp;7.2.2.3. Friction is not taken into account. Shear with and without lever arm is recognized in dependence on base plate manufacturing operation settings.&nbsp;</p>\n<p>\\[V_{Rd,s} = \\frac{V_{Rk,s}}{\\gamma_{Ms}}\\]</p>\n<p>For stand-off: direct, the <strong>shear without lever arm</strong> is assumed (EN&nbsp;1992-4 – Cl.&nbsp;7.2.2.3.1):</p>\n<p><em>V</em><sub>Rk,s</sub> = <em>k</em><sub>6</sub> ∙ <em>A</em><sub>s</sub> ∙ <em>f</em><sub>uk</sub> – characteristic resistance of a single fastener in case of steel failure; or fasteners with a ratio <em>h</em><sub>ef</sub> / <em>d</em><sub>nom</sub> &lt; 5 and a concrete compressive strength class &lt; C20/25 the characteristic resistance <em>V</em><sub>Rk,s</sub> should be multiplied by a factor of 0.8.</p>\n<p>For stand-off: mortar joint, the <strong>shear with lever arm</strong> is assumed (EN&nbsp;1992-4 – Cl.&nbsp;7.2.2.3.2):</p>\n<p>\\[V_{Rk,s}= \\frac{\\alpha_M \\cdot M_{Rk,s}}{l_a}\\]</p>\n<p>where:</p>\n<ul>\n  <li><em>k</em><sub>6</sub> = 0.6 for anchors with fuk ≤ 500&nbsp;MPa; <em>k</em><sub>6</sub> = 0.5 otherwise</li>\n  <li><em>A</em><sub>s</sub> – shear area of anchor; &nbsp;if shear plane in a thread is selected, the area reduced by threads is used; otherwise, full shank area is used</li>\n  <li><em>f</em><sub>uk</sub>\t– anchor bolt ultimate strength</li>\n  <li><em>α</em><sub>M</sub>&nbsp;=&nbsp;2 – full restraint is assumed (EN&nbsp;1992-4 – Cl.&nbsp;6.2.2.3)</li>\n  <li>\\( M_{Rk,s} = M_{Rk,s}^0 \\left ( 1 - \\frac{N_{Ed}}{N_{Rd,s}} \\right ) \\) – characteristic bending resistance of the anchor decreased by the tensile force in the anchor</li>\n  <li><em>M</em><sub>Rk,s</sub><sup>0</sup>&nbsp;=&nbsp;1.2 <em>W</em><sub>el</sub> <em>f</em><sub>ub </sub>– characteristic bending resistance of the anchor (ETAG&nbsp;001, Annex C – Equation (5.5b))\t</li>\n  <li>\\( W_{el} = \\frac{\\pi d^3}{32}\\) – section modulus of the anchor</li>\n  <li><em>d</em> – anchor bolt diameter; if the shear plane in a thread is selected, the diameter reduced by threads is used; otherwise, nominal diameter, <em>d</em><sub>nom</sub>, is used</li>\n  <li><em>N</em><sub>Ed</sub> – tensile force in the anchor</li>\n  <li><em>N</em><sub>Rd,s</sub> – tensile resistance of the anchor</li>\n  <li><em>l</em><sub>a</sub>&nbsp;=&nbsp;0.5 <em>d</em><sub>nom</sub> + <em>t</em><sub>mortar</sub>&nbsp;+&nbsp;0.5&nbsp;<em>t</em><sub>bp</sub> – lever arm</li>\n  <li><em>t</em><sub>mortar</sub> – thickness of mortar (grout)</li>\n  <li><em>t</em><sub>bp</sub> – thickness of the base plate</li>\n  <li><em>γ</em><sub>Ms</sub> = 1.0 ∙ <em>f</em><sub>uk</sub> / <em>f</em><sub>yk</sub> ≥ 1.25 for <em>f</em><sub>uk</sub> ≤ 800&nbsp;MPa and <em>f</em><sub>yk</sub> / <em>f</em><sub>uk</sub> ≤ 0.8; <em>γ</em><sub>Ms </sub>= 1.5 otherwise – partial safety factor for steel failure (EN&nbsp;1992-4 – Table 4.1)</li>\n</ul>\n<h4>Concrete pry-out failure (EN&nbsp;1992-4 – Cl.&nbsp;7.2.2.4):</h4>\n<p>\\[ V_{Rd,cp}= \\frac{V_{Rk,cp}}{\\gamma_{Mc}} \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>V</em><sub>Rk,cp</sub> = <em>k</em><sub>8</sub> ∙ <em>N</em><sub>Rk,c</sub> – characteristic resistance of concrete pry-out failure</li>\n  <li><em>k</em><sub>8</sub>&nbsp;= 1 for <em>h</em><sub>ef</sub>&nbsp;&lt; 60 mm; <em>k</em><sub>8</sub>&nbsp;= 2 for <em>h</em><sub>ef</sub>&nbsp;≥ 60 mm (ETAG&nbsp;001, Annex C – Cl.&nbsp;5.2.3.3)</li>\n  <li><em>N</em><sub>Rk,c</sub> – characteristic resistance of a fastener, a group of fasteners, and the tensioned fasteners of a group of fasteners in case of concrete cone failure; all anchors are assumed to be in tension</li>\n  <li><em>γ</em><sub>Mc</sub>&nbsp;=&nbsp;<em>γ</em><sub>c</sub> – partial safety factor (EN&nbsp;1992-4 – Table&nbsp;4.1, <em>γ</em><sub>inst</sub>&nbsp;= 1.0 for shear loading)</li>\n  <li><em>γ</em><sub>c</sub> – partial safety factor for concrete (editable in Code setup)</li>\n</ul>\n<h4>Concrete edge failure (EN&nbsp;1992-4 – Cl.&nbsp;7.2.2.5):</h4>\n<p>Concrete edge failure is a brittle failure, and the worst possible case is checked, i.e. only the anchors located near the edge transfer the full shear load acting on a whole base plate. If anchors are positioned in a rectangular pattern, the row of anchors at the investigated edge transfers the shear load. If anchors are positioned irregularly, the two anchors nearest to the investigated edge transfer the shear load. Two edges in the direction of the shear load are investigated, and the worst case is shown in the results.</p>\n<figure data-asset-id=\"b5679c7f-4b3f-4112-8102-4901eafcd71f\" data-image-id=\"b5679c7f-4b3f-4112-8102-4901eafcd71f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a474081e-7cf0-4c58-a894-ab1f9acf233d/Concrete_edge.png\" data-asset-id=\"b5679c7f-4b3f-4112-8102-4901eafcd71f\" data-image-id=\"b5679c7f-4b3f-4112-8102-4901eafcd71f\" alt=\"\"></figure>\n<p><em>Investigated edges in dependence on the direction of the shear force resultant</em></p>\n<p>\\[ V_{Rd,c} = \\frac{V_{Rk,c}}{\\gamma_{Mc}} \\]</p>\n<p>where:</p>\n<ul>\n  <li>\\( V_{Rk,c}= V_{Rk,c}^0 \\cdot \\frac{A_{c,V}}{A_{c,V}^0} \\cdot \\psi_{s,V} \\cdot \\psi_{h,V} \\cdot \\psi_{ec,V} \\cdot \\psi_{\\alpha,V} \\cdot \\psi_{re,V} \\) – characteristic resistance of a fastener or a group of fasteners loaded towards the edge</li>\n  <li>\\( V_{Rk,c}^0 = k_9 \\cdot d_{nom}^\\alpha \\cdot l_f^\\beta \\cdot f_{ck}^{0.5} \\cdot c_1^{1.5}\\) – initial value of the characteristic resistance of a fastener loaded perpendicular to the edge</li>\n  <li><em>k</em><sub>9</sub> – factor taking into account concrete condition; <em>k</em><sub>9</sub> = 1.7 for cracked concrete, <em>k</em><sub>9</sub> = 2.4 for non-cracked concrete</li>\n  <li>\\( \\alpha = 0.1 \\left ( \\frac{l_f}{c_1} \\right ) ^{0.5} \\)</li>\n  <li>\\( \\beta = 0.1 \\left ( \\frac{d_{nom}}{c_1} \\right ) ^{0.2} \\)</li>\n  <li><em>l</em><sub>f</sub>&nbsp;=&nbsp;min&nbsp;(<em>h</em><sub>ef</sub>, 12 <em>d</em><sub>nom</sub>) for <em>d</em><sub>nom</sub> ≤ 24&nbsp;mm; <em>l</em><sub>f</sub>&nbsp;=&nbsp;min&nbsp;[<em>h</em><sub>ef</sub>, max (8 <em>d</em><sub>nom</sub>, 300&nbsp;mm)] for <em>d</em><sub>nom</sub> &gt; 24&nbsp;mm – effective length of the anchor in shear</li>\n  <li><em>h</em><sub>ef</sub> – embedment depth of the anchor in concrete</li>\n  <li><em>c</em><sub>1</sub> – distance from the anchor to the investigated edge; for fastenings in a narrow, thin member, the effective distance \\( c'_1=\\max \\left \\{ \\frac{c_{2,max}}{1.5}, \\, \\frac{h}{1.5}, \\, \\frac{s_{2,max}}{3} \\right \\} \\) is used instead</li>\n  <li><em>c</em><sub>2</sub> – smaller distance to the concrete edge perpendicular to the distance <em>c</em><sub>1</sub></li>\n  <li><em>d</em><sub>nom</sub> – nominal anchor diameter</li>\n  <li><em>A</em><sub>c,V</sub><sup>0</sup> = 4.5 <em>c</em><sub>1</sub><sup>2</sup> – area of a concrete cone of an individual anchor at the lateral concrete surface not affected by edges</li>\n  <li><em>A</em><sub>c,V</sub> – actual area of the concrete cone of the anchorage at the lateral concrete surface&nbsp;</li>\n  <li>\\(\\psi_{s,V} = 0.7+0.3 \\frac{c_2}{1.5 c_1} \\le 1.0 \\) – factor which takes account of the disturbance of the distribution of stresses in the concrete due to further edges of the concrete member on the shear resistance</li>\n  <li>\\( \\psi_{h,V} = \\left ( \\frac{1.5 c_1}{h} \\right ) ^ {0.5} \\ge 1.0 \\) – factor which takes account of the fact that the shear resistance does not decrease proportionally to the member thickness as assumed by the ratio <em>A</em><sub>c,V</sub> / <em>A</em><sub>c,V</sub><sup>0</sup></li>\n  <li>\\( \\psi_{ec,V} = \\frac{1}{1+2 e_V / (3c_1)} \\le 1 \\) – factor which takes account of a group effect when different shear loads are acting on the individual anchors of a group</li>\n  <li>\\( \\psi_{\\alpha,V} = \\sqrt{\\frac{1}{(\\cos \\alpha_V)^2 + (0.5 \\sin \\alpha_V)^2}} \\ge 1 \\) – takes account of the angle <em>α</em><sub>V</sub> between the load applied, <em>V</em>, and the direction perpendicular to the free edge of the concrete member</li>\n  <li><em>ψ</em><sub>re,V</sub>&nbsp;=&nbsp;1.0 – factor takes account of the effect of the type of reinforcement used in cracked concrete</li>\n  <li><em>h</em> – concrete block height</li>\n  <li><em>γ</em><sub>Mc</sub>&nbsp;=&nbsp;<em>γ</em><sub>c</sub> – partial safety factor (EN&nbsp;1992-4 – Table&nbsp;4.1, <em>γ</em><sub>inst</sub>&nbsp;= 1.0 for shear loading)</li>\n  <li><em>γ</em><sub>c</sub> – partial safety factor for concrete (editable in Code setup)</li>\n</ul>\n<h4>Interaction of tension and shear in steel (EN 1993-1-8 – Table 3.4)</h4>\n<p>The interaction of tension and shear for <strong>cast-in anchors</strong> is not necessary because it is implicitly included in the anchor shear check.</p>\n<p><a href=\"https://www.staalsupport.nl/zoeken-detail.asp?pag=499\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">Explanation at Steel support from the Netherlands:</a></p>\n<p><em>For checking of normal bolts, Table 3.4 of EN 1993-1-8 includes a formula for the interaction of normal force and shear force. However, this formula only applies to bolts in a normal (steel-steel) connection and not to anchors in a column base plate connection. When checking the shear resistance of the anchor, a tensile force in the bolt equal to the resistance to yielding was already taken into account; see Eq. 6.2 of Cl. 6.2.2 (7) of EN 1993-1-8. The actual tensile stress that occurs in the anchor is therefore not relevant. This calculation method is based on tests carried out at the TU Delft. These calculation rules from the Eurocode are identical to the calculation rules from the TGB series. The explanation of the calculation rule is included in NEN 6772 but not in EN 1993-1-8. For column base plate connections, it is therefore sufficient to only carry out the separate checks for tension and shear.</em></p>\n<h4>Interaction of tension and shear in steel (EN 1992-4 – Table 7.3)</h4>\n<p>The interaction of tension and shear for <strong>post-installed fasteners</strong> is determined separately for steel and concrete failure modes according to Table 7.3. Interaction in steel is checked according to Equation (7.54). The interaction in steel is checked for each anchor separately.</p>\n<p>\\[ \\left ( \\frac{N_{Ed}}{N_{Rd,s}} \\right )^2 + \\left ( \\frac{V_{Ed}}{V_{Rd,s}} \\right )^2 \\le 1.0 \\]</p>\n<h4>Interaction of tension and shear in concrete</h4>\n<p>&nbsp;Interaction in concrete is checked according to Equation (7.55).</p>\n<p>\\[ \\left ( \\frac{N_{Ed}}{N_{Rd,i}} \\right )^{1.5} + \\left ( \\frac{V_{Ed}}{V_{Rd,i}} \\right )^{1.5} \\le 1.0 \\]</p>\n<p>The largest value of \\(N_{Ed} / N_{Rd,i} \\) and \\(V_{Ed} / V_{Rd,i} \\) for the different failure modes shall be taken. Note that values of \\(N_{Ed}\\) and \\(N_{Rd,i}\\) often belong to a group of anchors.</p>\n<h3>Anchors with stand-off</h3>\n<p>An anchor with stand-off is designed as a bar element loaded by shear force, bending moment, and compressive or tensile force. These internal forces are determined by the finite element model. The anchor is fixed on both sides, one side is 0.5×<em>d</em> below the concrete level, and the other side is in the middle of the thickness of the plate. The buckling length is conservatively assumed as twice the length of the bar element. Plastic section modulus is used. The bar element is designed according to EN 1993-1-1. The shear force may decrease the yield strength of the steel according to Cl. 6.2.8 but the minimum length of the anchor to fit the nut under the base plate ensures that the anchor fails in bending before the shear force reaches half the shear resistance. The reduction is therefore not necessary. The interaction of bending moment and compressive or tensile strength is assessed according to Cl. 6.2.1.</p>\n<h4>Shear resistance (EN 1993-1-1 Cl. 6.2.6):</h4>\n<p>\\[ V_{pl,Rd} = \\frac{A_V f_y / \\sqrt{3}}{\\gamma_{M2}} \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>A</em><sub>V</sub> = 0.844 <em>A</em><sub>s</sub> – shear area</li>\n  <li><em>A</em><sub>s</sub> – bolt area reduced by threads</li>\n  <li><em>f</em><sub>y</sub> – bolt yield strength</li>\n  <li><em>γ</em><sub>M2</sub> – partial safety factor</li>\n</ul>\n<h4>Tensile resistance (EN 1993-1-8 – Cl. 3.6.1):</h4>\n<p>\\[ F_{t,Rd}=\\frac{c k_2 f_{ub} A_s}{\\gamma_{M2}} \\ge F_t \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>c</em> – decrease in tensile resistance of bolts with cut thread according to EN 1993-1-8 – Cl. 3.6.1. (3) editable in Code setup</li>\n  <li><em>k</em><sub>2</sub>&nbsp;=&nbsp;0.9 – factor from Table 3.4 in EN 1993-1-8</li>\n  <li><em>f</em><sub>ub</sub> – anchor bolt ultimate strength</li>\n  <li><em>A</em><sub>s</sub> – anchor bolt tensile stress area</li>\n  <li><em>γ</em><sub>M2</sub> – safety factor (EN 1993-1-8 – Table 2.1; editable in Code setup)</li>\n</ul>\n<h4>Compressive resistance (EN 1993-1-1 Cl. 6.3):</h4>\n<p>\\[ F_{c,Rd} = \\frac{\\chi A_s f_y}{\\gamma_{M2}} \\]</p>\n<p>where:</p>\n<ul>\n  <li>\\( \\chi = \\frac{1}{\\Phi + \\sqrt{\\Phi^2 - \\bar\\lambda^2}} \\le 1 \\) – buckling reduction factor</li>\n  <li>\\( \\Phi = 0.5 \\left [1+ \\alpha (\\bar\\lambda - 0.2) + \\bar\\lambda^2 \\right ] \\) – value to determine buckling reduction factor <em>χ</em></li>\n  <li><em>α</em> = 0.49 – imperfection factor for buckling curve c (belonging to the full circle)</li>\n  <li>\\( \\bar\\lambda = \\sqrt{\\frac{A_s f_y}{N_{cr}}} \\) – relative slenderness</li>\n  <li>\\( N_{cr} = \\frac{\\pi^2 E I}{L_{cr}^2} \\) – Euler's critical force</li>\n  <li>\\( I = \\frac{\\pi d_s^4}{64} \\) – moment of inertia of the bolt</li>\n  <li><em>L</em><sub>cr</sub> = 2 <em>l</em> – buckling length; it is assumed on the safe side that the bolt is fixed in the concrete and able to rotate at the base plate freely</li>\n  <li><em>l</em> – length of the bolt element equal to half the base plate thickness + gap + half the bolt diameter; it is assumed on the safe side that the washer and a nut are not clamped to the concrete surface (ETAG&nbsp;001 – Annex&nbsp;C –&nbsp;Cl. 4.2.2.4)</li>\n</ul>\n<h4>Bending resistance (EN 1993-1-1 Cl. 6.2.5):</h4>\n<p>\\[ M_{pl,Rd} = \\frac{W_{pl} f_y}{\\gamma_{M2}} \\]</p>\n<ul>\n  <li>\\( W_{pl}= \\frac{d_s^3}{6} \\) – section modulus of the bolt</li>\n  <li><em>f</em><sub>y</sub> – bolt yield strength</li>\n  <li><em>γ</em><sub>M2</sub> – partial safety factor</li>\n</ul>\n<h4>Anchor steel utilization (EN&nbsp;1993-1-1 Cl.&nbsp;6.2.1)</h4>\n<p>\\[ \\frac{N_{Ed}}{N_{Rd}} + \\frac{M_{Ed}}{M_{Rd}} \\le 1 \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>N</em><sub>Ed</sub> – tensile (positive) or compressive (negative sign) design force</li>\n  <li><em>N</em><sub>Rd</sub> – tensile (positive, <em>F</em><sub>t,Rd</sub>) or compressive (negative sign, <em>F</em><sub>c,Rd</sub>) design resistance</li>\n  <li><em>M</em><sub>Ed</sub> – design bending moment</li>\n  <li><em>M</em><sub>Rd</sub>&nbsp;=&nbsp;<em>M</em><sub>pl,Rd</sub> – design bending resistance</li>\n</ul>\n<h3>Detailing</h3>\n<p>A detailing check of anchors is performed if the option is selected in the Code setup. Only minimum spacing between anchors (measured centreline to centreline) is checked. The minimum spacing differs for each anchor type and is&nbsp;given in the European Technical Product Specification. Users can modify limit spacing value in the Code setup as a multiple of anchor bolt diameter.</p>\n<p>Edge distances to steel plates follow the rules for bolts, i.e. <em>e</em> = 1.2 is recommended in Table 3.3 in EN 1993-1-8. User can modify this value in Code setup.</p>"
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                                                                                                                                                                            "value": "<h3>Bolts</h3>\n<p>The initial stiffness and design resistance of bolts in shear are in <a data-item-id=\"06158daa-1491-4e83-ac34-4964bd5a3c63\" href=\"\">CBFEM</a> modeled according to Cl.&nbsp;3.6 and 6.3.2 in EN 1993-1-8. The spring representing bearing and tension has a bi-linear force-deformation behavior with an initial stiffness and design resistance according to Cl. 3.6 and 6.3.2 in EN 1993-1-8.</p>\n<p>Design tension resistance of bolt (EN 1993-1-8 – Table 3.4):</p>\n<p>\\[ F_{t,Rd}=0.9 f_{ub} A_s / \\gamma_{M2} \\]</p>\n<p>Design punching shear resistance of bolt head or nut (EN 1993-1-8 – Table 3.4):</p>\n<p>\\[ B_{p,Rd} = 0.6 \\pi d_m t_p f_u / \\gamma_{M2} \\]</p>\n<p>Design shear resistance per one shear plane (EN 1993-1-8 – Table 3.4):</p>\n<p>\\[ F_{v,Rd} = \\alpha_v f_{ub} A_s / \\gamma_{M2} \\]</p>\n<p>Design shear resistance can be multiplied by reduction factor <em>β</em><sub>p</sub> if packing is present (EN 1993-1-8 – Cl. 3.6.1. (12)), and this option is selected in Code setup.</p>\n<p>Design bearing resistance of plate (EN 1993-1-8 – Table 3.4):</p>\n<p>\\( F_{b,Rd} = k_1 \\alpha_b f_u d t / \\gamma_{M2} \\) &nbsp;&nbsp;&nbsp;for standard holes</p>\n<p>\\( F_{b,Rd} = 0.6 k_1 \\alpha_b f_u d t / \\gamma_{M2} \\) &nbsp;&nbsp;&nbsp;for slotted holes</p>\n<p>Utilization in tension [%]:</p>\n<p>\\[ Ut_t = \\frac{F_{t,Ed}}{\\min (F_{t,Rd},\\, B_{p,Rd})} \\]</p>\n<p>Utilization in shear [%]:</p>\n<p>\\[ Ut_s = \\frac{F_{v,Ed}}{\\min (F_{v,Rd},\\, F_{b,Rd})} \\]</p>\n<p>Interaction in shear and tension [%]:</p>\n<p>\\[ Ut_{ts}=\\frac{F_{v,Ed}}{F_{v,Rd}}+\\frac{F_{t,Ed}}{1.4 F_{t,Rd}} \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>A</em><sub>s</sub> – tensile stress area of the bolt</li>\n  <li><em>f</em><sub>ub</sub> – ultimate tensile strength of the bolt</li>\n  <li><em>d</em><sub>m</sub> – mean of the across points and across flats dimensions of the bolt head or the nut, whichever is smaller</li>\n  <li><em>d</em> – bolt diameter</li>\n  <li><em>t</em><sub>p</sub> – plate thickness under the bolt head/nut</li>\n  <li><em>f</em><sub>u</sub> – ultimate steel strength</li>\n  <li><em>α</em><sub>v</sub> = 0.6 for grades 4.6, 5.6, 8.8 and 0.5 for grades 4.8, 5.8, 6.8, 10.9</li>\n  <li>\\( k_1 = \\min \\left \\{2.8 \\frac{e_2}{d_0}-1.7, \\, 1.4 \\frac{p_2}{d_0}-1.7, \\, 2.5 \\right \\} \\) – factor from Table 3.4</li>\n  <li>\\(\\alpha_b = 1.0\\) if the bearing check with \\(\\alpha_b\\) is deactivated in Code setup; if the check is activated, the value of <em>α</em><sub>b</sub> is determined according to EN 1993-1-8 – Table 3.4: \\( \\alpha_b = \\min \\left \\{ \\alpha_d, \\, \\frac{f_{ub}}{f_u}, \\, 1.0 \\right \\} \\)</li>\n  <li>\\(\\alpha_d = \\min \\left \\{ \\frac{e_1}{3 d_0}, \\, \\frac{p_1}{3 d_0}-\\frac{1}{4} \\right \\} \\)</li>\n  <li><em>e</em><sub>1</sub>, <em>e</em><sub>2</sub> – edge distances in the direction of the load and perpendicular to the load</li>\n  <li><em>p</em><sub>1</sub>, <em>p</em><sub>2</sub> – bolt pitches in the direction of the load and perpendicular to the load</li>\n  <li><em>F</em><sub>t,Ed</sub> – design tensile force in bolt</li>\n  <li><em>F</em><sub>v,Ed</sub> – design shear force in bolt</li>\n  <li><em>γ</em><sub>M2</sub> – safety factor (EN 1993-1-8 – Table 2.1; editable in Code setup)</li>\n</ul>\n<figure data-asset-id=\"de7215de-898d-4c3b-bd97-fa57ff69311e\" data-image-id=\"de7215de-898d-4c3b-bd97-fa57ff69311e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a7118264-bc51-467c-af9b-09b310aea86a/Bolt_check.png\" data-asset-id=\"de7215de-898d-4c3b-bd97-fa57ff69311e\" data-image-id=\"de7215de-898d-4c3b-bd97-fa57ff69311e\" alt=\"\"></figure>\n<p>Edge distances used for bolt bearing resistance must be relevant for general plate geometries, plates with openings, cutouts, etc.</p>\n<p>The algorithm reads the real direction of the resulting shear force vector in a given bolt and then calculates the distances needed for the bearing check.</p>\n<p>The end (<em>e</em><sub>1</sub>) and edge (<em>e</em><sub>2</sub>) distances are determined by dividing the plate contour into three segments. The \"end segment\" is indicated by a 60° range in the direction of the force vector. The \"edge segments\" are defined by two 65° ranges perpendicular to the force vector. The shortest distance between a bolt and an edge in the relevant segment is then taken as an end, or edge distance.</p>\n<p>The algorithm evaluates all plates connected by the bolt—the connecting plates (e.g., a splice plate), the member plates (e.g., a top flange), and the shortest distance is used.</p>\n<figure data-asset-id=\"206cf95d-3010-4d11-ab8a-aceb3f62bdc6\" data-image-id=\"206cf95d-3010-4d11-ab8a-aceb3f62bdc6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c166c28a-3f8f-4d50-99ba-857ed9b01e6c/Bolt%20bearing%20distances%201.png\" data-asset-id=\"206cf95d-3010-4d11-ab8a-aceb3f62bdc6\" data-image-id=\"206cf95d-3010-4d11-ab8a-aceb3f62bdc6\" alt=\"Bolt bearing distances (EN)\"></figure>\n<p>The spacing distances between bolt holes (p1; p2) are determined by virtually enlarging the surrounding bolt holes by half their diameter, then drawing two lines in the direction and perpendicular to the shear force vector. When these lines intersect with virtually enlarged bolt holes, then the distances to these bolts are considered as <em>p</em><sub>1</sub> and <em>p</em><sub>2</sub> in the calculation.</p>\n<p>If the lines don't intersect with the visually closest bolt (even though the line misses the bolt closely), this bolt is neglected. If the lines don't intersect with any bolt, an infinite value is used.</p>\n<figure data-asset-id=\"15a106be-af4c-4966-ac50-a889863e1a5c\" data-image-id=\"15a106be-af4c-4966-ac50-a889863e1a5c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b8152921-f220-412f-81de-8c8c83d7e2c2/Bolt%20bearing%20distances%202.png\" data-asset-id=\"15a106be-af4c-4966-ac50-a889863e1a5c\" data-image-id=\"15a106be-af4c-4966-ac50-a889863e1a5c\" alt=\"Bolt bearing distances (EN)\"></figure>\n<h4>Bolts connecting thin-walled plates</h4>\n<p>Bolts connecting plates thinner than 3 mm, the provisions of EN 1993-1-3, Table 8.4 are used instead.&nbsp;</p>\n<p><strong>Bearing resistance:</strong></p>\n<p>\\[F_{b,Rd}=2.5\\cdot \\alpha_b \\cdot k_t \\cdot f_u \\cdot d \\cdot t /\\gamma_{M2}\\]</p>\n<p>where:</p>\n<ul>\n  <li>\\( \\alpha_b=\\min \\left \\{ 1.0, e_1/(3d) \\right \\} \\)</li>\n  <li>\\(k_t = (0.8 t+1.5)/2.5 \\) for 0.75 mm \\(\\le t \\le\\) 1.25 mm; \\( k_t=1.0 \\) for \\(t&gt;1.25\\) mm</li>\n  <li>\\(f_u\\) – ultimate strength of the connected plate</li>\n  <li>\\(d\\) – bolt diameter</li>\n  <li>\\(t\\) – thickness of the connected plate</li>\n  <li>\\(\\gamma_{M2}\\) – partial safety factor for connections editable in Code setup; by default \\(\\gamma_{M2}=1.25\\)</li>\n</ul>\n<p>Shear resistance, tension resistance, interaction of tension and shear, and punching shear resistance are determined according to EN 1993-1-8 – the same way as bolts connecting plates with a thickness higher than 3 mm.</p>\n<p><strong>Range of validity:</strong></p>\n<p>\\[e_1 \\ge 1.0 d_0 \\]</p>\n<p>\\[p_1 \\ge 3 d_0 \\]</p>\n<p>\\[e_2 \\ge 1.5 d_0 \\]</p>\n<p>\\[p_2 \\ge 3 d_0 \\]</p>\n<p>\\[ f_u \\le 550 \\textrm{ MPa} \\]</p>\n<p>\\[3 \\textrm{ mm} &gt; t \\ge 0.75 \\textrm{ mm} \\]</p>\n<p>Minimum bolt size: M6 – checked as \\(d \\ge 6\\) mm</p>\n<p>Bolt strength grades: 4.6 – 10.9 – checked as \\(f_u \\le 1000\\) MPa</p>\n<p>The bolts will be marked as failing if they are outside the range of validity.</p>\n<h3>Preloaded bolts</h3>\n<p>Design slip resistance per bolt grade 8.8 or 10.9 (EN 1993-1-8, Cl. 3.9 – Equation 3.8):</p>\n<p>\\[ F_{s,Rd} =\\frac{k_s n \\mu (F_{p,C} - 0.8 F_{t,Ed})}{\\gamma_{M3}} \\]</p>\n<p>The preload (EN 1993-1-8 – Equation 3.7)</p>\n<p><em>F</em><sub>p,C</sub> = 0.7 <em>f</em><sub>ub</sub> <em>A</em><sub>s</sub></p>\n<p>The preloading force factor 0.7 can be modified in Code setup.</p>\n<p>Utilization [%]:</p>\n<p>\\[ Ut_s = \\frac{V}{F_{s,Rd}} \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>A</em><sub>s</sub> – tensile stress area of the bolt</li>\n  <li><em>f</em><sub>ub</sub> – ultimate tensile strength</li>\n  <li><em>k</em><sub>s</sub> – a coefficient (EN 1993-1-8 – Table 3.6; <em>k</em><sub>s</sub>&nbsp;=&nbsp;1 for normal round holes, <em>k</em><sub>s</sub>&nbsp;=&nbsp;0.63 for slotted holes)</li>\n  <li><em>μ</em> – slip factor editable in Code setup (EN 1993-1-8 – Table 3.7)</li>\n  <li><em>n</em> – number of the friction surfaces. Check is calculated for each friction surface separately</li>\n  <li><em>γ</em><sub>M3</sub> – safety factor (EN 1993-1-8 – Table 2.1; editable in Code setup – recommended values are 1.25 for ultimate limit state and 1.1 for serviceability limit state design)</li>\n  <li><em>V</em> – design shear force in bolt</li>\n  <li><em>F</em><sub>t,Ed</sub> – design tensile force in bolt</li>\n</ul>\n<p>If slip of preloaded bolts is checked for serviceability limit state, they should be afterward switched to \"bearing – tension/shear interaction\" and checked for the ultimate limit state.</p>\n<h3>Fire design</h3>\n<p>Preloaded bolts are assumed to slip, so that the checks of bearing bolts and preloaded bolts are the same.</p>\n<p>Checks at fire and at ambient temperature are both performed and the minimum is selected as a design load resistance.</p>\n<p>At elevated temperature, bolts are checked according to EN 1993-1-2, Annex D. Note that the area reduced by threads is always used in shear check according to D1.1.1. &nbsp;</p>\n<h3>Detailing</h3>\n<p>Detailing checks of bolts are performed if the option is selected in Code setup. Dimensions from bolt center to plate edges and between bolts are checked. Edge distance <em>e</em> = 1.2 and spacing between bolts <em>p</em> = 2.2 are recommended in Table 3.3 in EN 1993-1-8. User can modify both values in Code setup.</p>\n<p>Minimum plate thickness of plates connected by bolts is checked. Plate thickness must be higher than 0.75 mm according to EN 1993-1-3 – Table 8.4.</p>\n<p>Information is issued if ductility and rotation capacity requirements for bolted connection in tension according to EN 1993-1-8 – 6.4.2 are not met. If bolt is loaded predominantly in tension, the thinner connected plate should satisfy:</p>\n<p>\\[t \\le 0,36d \\sqrt{\\frac{f_{ub}}{f_y}}\\]</p>\n<p><br></p>\n<p>The default sizes of bolt assemblies are according to&nbsp;EN ISO 4014 – Hexagon bolt heads, EN ISO 4032 – Hexagon regular nuts, and EN ISO 7089 – Plain washers – Normal series – Product grade A.&nbsp;</p>"
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                                                                                                                                                                                    "value": "<p>Fillet welds are checked according to EN 1993-1-8. The strength of butt welds is assumed the same as the base metal and is not checked.</p>\n<h4>Fillet welds</h4>\n<p><strong>Design resistance</strong></p>\n<p>The plastic redistribution in welds is used to automatically avoid the stress singularities in weld elements to redistribute the stress further along the weld length. The strength of the weld approximately matches the hand calculation, and the stress is correctly distributed for complicated issues like welding to an unstiffened flange (EN 1993-1-8 – Cl. 4.10). The stress in the throat section of a fillet weld is determined according to EN 1993-1-8 Cl. 4.5.3. Stresses are calculated from the stresses in weld element. Bending moment around the longitudinal weld axis is not taken into account.</p>\n<p>\\[ \\sigma_{w,Ed}=\\sqrt{\\sigma_{\\perp}^2 + 3 \\left ( \\tau_{\\perp}^2 + \\tau_{\\parallel}^2 \\right )} \\]</p>\n<p>\\[ \\sigma_{w,Rd} = \\frac{f_u}{\\beta_w \\gamma_{M2}} \\]</p>\n<p><strong>Weld utilization</strong></p>\n<p>\\[ U_t = \\min \\left\\{ \\frac{\\sigma_{{w,Ed}}}{\\sigma_{w,Rd}}, \\frac{\\sigma_{\\perp}}{0.9 f_u / {\\gamma_{M2}}} \\right\\} \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>σ</em><sub>w,Ed</sub> – equivalent stress in the weld</li>\n  <li><em>σ</em><sub>w,Rd</sub> – weld resistance</li>\n  <li><em>β</em><sub>w</sub> – correlation factor (EN 1993-1-8 – Table 4.1)</li>\n  <li><em>f</em><sub>u</sub> – ultimate strength, chosen as the lower of the two connected base materials or according to material chosen by user</li>\n  <li><em>γ</em><sub>M2</sub> – safety factor (EN 1993-1-8 – Table 2.1; editable in Code setup)</li>\n  <li><em>σ</em><sub>┴</sub>, <em>τ</em><sub>┴</sub>, <em>τ</em><sub>‖</sub> – stresses in <a data-item-id=\"de840e15-4e8e-4a27-8715-b8f27e643682\" href=\"\">weld</a> according to the figure below:</li>\n</ul>\n<figure data-asset-id=\"6e157615-f2aa-4114-a7f9-b88331f68286\" data-image-id=\"6e157615-f2aa-4114-a7f9-b88331f68286\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a0f463d1-7875-431b-81ee-82ea9151b974/stress_in_weld.png\" data-asset-id=\"6e157615-f2aa-4114-a7f9-b88331f68286\" data-image-id=\"6e157615-f2aa-4114-a7f9-b88331f68286\" alt=\"\"></figure>\n<p>All values required for check are printed in tables. Ut is the utilization of the most stressed element. Since plastic redistribution of stress in weld is used, it is the decisive utilization. Utc provides information about utilization along the weld length. It is the ratio of actual stress at all elements of the weld to the design resistance of the stress of the whole length of the weld.</p>\n<figure data-asset-id=\"238ab2f2-3a91-486a-b1f2-d2e19bb18fcb\" data-image-id=\"238ab2f2-3a91-486a-b1f2-d2e19bb18fcb\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/53d4c74c-84e9-4757-a2f1-3c73134c8f79/weld_check.PNG\" data-asset-id=\"238ab2f2-3a91-486a-b1f2-d2e19bb18fcb\" data-image-id=\"238ab2f2-3a91-486a-b1f2-d2e19bb18fcb\" alt=\"\"></figure>\n<p>The equivalent stress in the weld diagram shows the following stress:</p>\n<p>\\[ \\sigma = \\max \\left \\{ \\frac{\\sigma_{\\perp}}{0.9 \\beta_w}, \\, \\sqrt{\\sigma_{\\perp}^2 + 3 \\tau_{\\perp}^2 + 3 \\tau_{\\parallel}^2} &nbsp;\\right \\} \\]</p>\n<h4>Butt welds</h4>\n<p>Welds can be specified as butt welds. Complete joint penetration is considered for butt welds, and therefore such welds are not checked.</p>\n<h4>Detailing</h4>\n<p>Minimum plate thickness of welded connections are checked according to EN 1993-1-8 – 4.1(1):</p>\n<ul>\n  <li>For hollow steel section, the plate thickness should be at least 2.5 mm</li>\n  <li>For other plates, the plate thickness should be at least 4 mm</li>\n</ul>\n<p>Maximum weld throat thickness of fillet welds is checked for parallel plates. An error is issued, such weld is not feasible due to geometric constraints.</p>\n<figure data-asset-id=\"663c1e5c-2d8a-4eb6-abf1-0b6d93990c09\" data-image-id=\"663c1e5c-2d8a-4eb6-abf1-0b6d93990c09\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4e62040c-bab9-470a-9e39-07fd52f012f8/Weld_Detailing_EC.png\" data-asset-id=\"663c1e5c-2d8a-4eb6-abf1-0b6d93990c09\" data-image-id=\"663c1e5c-2d8a-4eb6-abf1-0b6d93990c09\" alt=\"\"></figure>\n<p>Minimum weld throat thickness of fillet welds should be at least 3 mm according to EN 1993-1-8 – 4.5.2(2). An error is issued when this requirement is not satisfied.</p>\n<p>A warning is issued when weld throat thickness is smaller than the requirement in DIN EN 1993-1-8 – NA to 4.5.2:</p>\n<p>\\[a \\le \\sqrt{t_{max}}-0.5\\]</p>\n<p>where:</p>\n<ul>\n  <li>\\(a\\) – weld throat thickness</li>\n  <li>\\(t_{max}\\) – thickness of the thicker connected plate&nbsp;</li>\n  <li>units must be in [mm]</li>\n</ul>\n<p>Infomation is issued when weld throat thickness is smaller than the requirement for minimum ductility of welded joints in FprEN 1993-1-8:2023 – 6.9(4). This requirement is checked for double-sided fillet welds by:</p>\n<p>\\[a/t=\\frac{\\beta_w\\gamma_{M2} f_y}{\\sqrt{2} f_u \\gamma_{M0} } \\cdot \\min \\left \\{1.0, 1.1\\frac{f_y}{f_u} \\right \\}\\]</p>\n<p>where:</p>\n<ul>\n  <li>\\(a\\) – weld throat thickness</li>\n  <li>\\(t\\) – thickness of the plate&nbsp;connected by edge</li>\n  <li>\\(\\beta_w\\) – weld correlation factor&nbsp;</li>\n  <li>\\(\\gamma_{M2}\\) – safety factor for bolts and welds; editable in Code setup</li>\n  <li>\\(f_y\\) – plate yield strength</li>\n  <li>\\(f_u\\) – weld ultimate strength</li>\n  <li>\\(\\gamma_{M0}\\) – safety factor for plates; editable in Code setup</li>\n</ul>\n<p>The weld throat thickness for single-sided fillet weld is twice larger than that for double-sided fillet weld.</p>"
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                                                                                                                                                                                            "value": "<p>The resulting equivalent stress (Huber-Mises-Hencky – HMH, von Mises) and <a data-item-id=\"46a108f9-c505-4a5e-af09-1785b0efc4c6\" href=\"\">plastic strain</a> are calculated on plates. The elasto-plastic material model is used for steel plates. A check of an equivalent plastic strain is performed. The limiting value of 5&nbsp;% is suggested in Eurocode (EN 1993-1-5, app. C, par. C8, note 1), this value can be modified by the user in Code setup.</p>\n<p>The plate element is divided across its thickness into five layers of finite element shells, and elastic/plastic behavior is investigated in each layer separately. Output summary lists the most critical check from all five layers.</p>\n<figure data-asset-id=\"663b0f03-7a66-46ff-81fa-0f04288a9fe5\" data-image-id=\"663b0f03-7a66-46ff-81fa-0f04288a9fe5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d8396fef-a9a2-43c4-9a12-e060009167f7/Plate_check.png\" data-asset-id=\"663b0f03-7a66-46ff-81fa-0f04288a9fe5\" data-image-id=\"663b0f03-7a66-46ff-81fa-0f04288a9fe5\" alt=\"\"></figure>\n<p><a data-item-id=\"06158daa-1491-4e83-ac34-4964bd5a3c63\" href=\"\">CBFEM</a> method can provide stress rather higher than yield strength. The reason is the slight inclination of the plastic branch of the stress-strain diagram, which is used in the analysis to improve the stability of interaction calculation. This is not a problem for practical design. At higher loads, the equivalent plastic strain rises, and the joint fails while exceeding the plastic strain limit.</p>"
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                                                                                                                                                                                                    "value": "<p>Tubular bracings connected to hollow cross-section vertical member using welded cap plates with connecting plates bolted to horizontal, or vertical gusset plates. Gusset plates are welded around their surface to the column. The joint was modeled in the <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">IDEA StatiCa Connection</a> application.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"sample_project___connection___tube_with_connecting\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_ac7b558\"></object>"
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                                                                                                                                                                                                    "value": "<p>You must keep a maximum distance between parallel plates while modeling a contact or bolted connection with a contact. Plates can be analyzed up to a distance of 2 mm from each other. If the gap between plates is bigger than 2 mm, the analysis can’t be performed.</p>\n<p>An example is a connection of two parallel Z-section members connected by bolts and by a contact.</p>\n<p>Gap = 0 mm (plates are parallel and aligned and surfaces match), analysis is successful.</p>\n<figure data-asset-id=\"0db86025-6928-4896-9535-0e6eddb4f3ca\" data-image-id=\"0db86025-6928-4896-9535-0e6eddb4f3ca\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6876f7b3-647b-4ac2-88ef-9258c99553be/check_cont_2.png\" data-asset-id=\"0db86025-6928-4896-9535-0e6eddb4f3ca\" data-image-id=\"0db86025-6928-4896-9535-0e6eddb4f3ca\" alt=\"\"></figure>\n<figure data-asset-id=\"7b963685-19ce-44f4-8e53-9dffa7ce1a4b\" data-image-id=\"7b963685-19ce-44f4-8e53-9dffa7ce1a4b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8aad288f-9fc9-4636-a3e2-d580c7b2c840/check_cont_3.png\" data-asset-id=\"7b963685-19ce-44f4-8e53-9dffa7ce1a4b\" data-image-id=\"7b963685-19ce-44f4-8e53-9dffa7ce1a4b\" alt=\"\"></figure>\n<figure data-asset-id=\"2531294f-00ee-47b0-b375-4a9214c66488\" data-image-id=\"2531294f-00ee-47b0-b375-4a9214c66488\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/41a11487-733f-4659-95ca-ed1fb4fcea40/check_cont_5.png\" data-asset-id=\"2531294f-00ee-47b0-b375-4a9214c66488\" data-image-id=\"2531294f-00ee-47b0-b375-4a9214c66488\" alt=\"\"></figure>\n<p>Gap = 2 mm (plates are parallel and aligned,&nbsp;but there is a gap between the surfaces) - application shows the error \"The distance of plates for making a contact is too large. The limit value is 2.00 mm.\".</p>\n<figure data-asset-id=\"d7657139-1b85-4381-92c5-fbeec74c4bbf\" data-image-id=\"d7657139-1b85-4381-92c5-fbeec74c4bbf\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e8c77dbb-ae9b-423e-8054-dffca5f2bcc2/check_cont_1.png\" data-asset-id=\"d7657139-1b85-4381-92c5-fbeec74c4bbf\" data-image-id=\"d7657139-1b85-4381-92c5-fbeec74c4bbf\" alt=\"\"></figure>\n<figure data-asset-id=\"807ef790-cfc8-4ad9-b54b-6bcca6ff4280\" data-image-id=\"807ef790-cfc8-4ad9-b54b-6bcca6ff4280\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/465d0913-44ff-4346-8fba-64e8d030e781/check_cont_4.png\" data-asset-id=\"807ef790-cfc8-4ad9-b54b-6bcca6ff4280\" data-image-id=\"807ef790-cfc8-4ad9-b54b-6bcca6ff4280\" alt=\"\"></figure>\n<figure data-asset-id=\"3d7d6666-1c4e-4bdf-9d2d-5d2e9dfe2137\" data-image-id=\"3d7d6666-1c4e-4bdf-9d2d-5d2e9dfe2137\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/08ef4e21-cdaa-4cc2-b9c7-fbe014b65b31/check_cont_6.png\" data-asset-id=\"3d7d6666-1c4e-4bdf-9d2d-5d2e9dfe2137\" data-image-id=\"3d7d6666-1c4e-4bdf-9d2d-5d2e9dfe2137\" alt=\"Distance between plates when using Bolt or Contact\"></figure>"
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                                                                                                                                                                                    "value": "<p>To define preloaded bolts in any relevant manufacturing operations (endplates, connecting plates, gussets, etc.), go to the Shear force transfer option in the Bolts tab and choose the option <strong>Friction</strong>.</p>\n<figure data-asset-id=\"6071f9a2-b820-4868-9807-9eab344f148c\" data-image-id=\"6071f9a2-b820-4868-9807-9eab344f148c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d8f6adba-df04-42d9-8cec-70a39896ee90/pre_loaded_01.png\" data-asset-id=\"6071f9a2-b820-4868-9807-9eab344f148c\" data-image-id=\"6071f9a2-b820-4868-9807-9eab344f148c\" alt=\"\"></figure>\n<p>To code-check ULS and SLS, you need to run the analysis twice (or make two copies of the model) - one time for ULS and second time for SLS, because each of the limit states has different safety factor.</p>\n<p>Open the <strong>Code setup</strong> and modify the safety factors for each limit state, as well as friction coefficient and pretension force factor according to the code, as described in the video.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"e708c5cd_bada_0135_2b65_56c53c05199f\"></object>\n<p>In the <strong>Pre-loaded bolts</strong> results tab you can read the slip resistance force.</p>\n<figure data-asset-id=\"2b51fb7a-6c65-4c54-ad19-f583983af540\" data-image-id=\"2b51fb7a-6c65-4c54-ad19-f583983af540\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5621869a-85c6-4341-902e-559b1a4ba89c/pre_loaded_02.png\" data-asset-id=\"2b51fb7a-6c65-4c54-ad19-f583983af540\" data-image-id=\"2b51fb7a-6c65-4c54-ad19-f583983af540\" alt=\"\"></figure>"
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                                                                                                                                                                                    "value": "<p>Join our Summer Series webinar and find out how IDEA StatiCa deals with the design of connections with preloaded bolts of varying topologies while keeping you in on the safe side defined by the Eurocode.</p>\n<h4>Example 1 – splice connection design</h4>\n<figure data-asset-id=\"b95aa5f3-4fdb-490a-a67d-e43c120a65d2\" data-image-id=\"b95aa5f3-4fdb-490a-a67d-e43c120a65d2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e0cd8013-cdb8-4433-89c7-29c02569eac7/Beam2.png\" data-asset-id=\"b95aa5f3-4fdb-490a-a67d-e43c120a65d2\" data-image-id=\"b95aa5f3-4fdb-490a-a67d-e43c120a65d2\" alt=\"\"></figure>\n<p>We will model, load, and check a connection from the \"B\" category of bolted connections – slip resistance at the serviceability state. We will also create a full design report for this connection.</p>\n<h4>Example 2 – code-check of a bracing joint</h4>\n<figure data-asset-id=\"fdacee0a-faf3-4b68-957f-c8d64633b299\" data-image-id=\"fdacee0a-faf3-4b68-957f-c8d64633b299\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/08256545-1122-427b-9b93-c8c699fc2a8e/Bracing2.png\" data-asset-id=\"fdacee0a-faf3-4b68-957f-c8d64633b299\" data-image-id=\"fdacee0a-faf3-4b68-957f-c8d64633b299\" alt=\"\"></figure>\n<p>In this example, we will create a connection according to the rules for the \"C\" category of bolted connections – slip resistance at the ultimate state. Then we will code-check the connection and interpret the results generated in the report.&nbsp;</p>\n<h2>Webinar recording</h2>"
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                                                                                                                                                                        "description": "The objective of capacity design is to confirm a building undergoes controlled ductile behavior in order to avoid a collapse in a design-level earthquake. Structural design of welded and bolted connections. ",
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                                                                                                                                                                    "value": "<p>Capacity design is a part of a seismic check and ensures that the joint has sufficient deformation capacity.</p>\n<p>The objective of capacity design is to confirm a building undergoes controlled ductile behavior to avoid collapse in a design-level earthquake. Plastic hinge is expected to appear in dissipative item and all non-dissipative items of the joint must be able to safely transfer forces due to the yielding in the dissipative item. The dissipative item is usually a beam in moment resisting frame but it may also be e.g. an end plate. The safety factor is not used for dissipative items. Two factors are assigned to the dissipative item:</p>\n<ul>\n  <li><em>γ</em><sub>ov</sub> – overstrength factor – EN 1998-1, Cl.&nbsp;6.2; the recommended value is <em>γ</em><sub>ov</sub> = 1.25; editable in materials</li>\n  <li><em>γ</em><sub>sh</sub> – strain-hardening factor; the recommended values are <em>γ</em><sub>sh</sub> = 1.2 for beam in moment resisting frame, <em>γ</em><sub>sh</sub> = 1.0 otherwise; editable in operation</li>\n</ul>\n<p>The material diagram is modified according to the following figure:</p>\n<figure data-asset-id=\"ddc1fc96-f9c5-4d2d-9ca5-5150ad9bce19\" data-image-id=\"ddc1fc96-f9c5-4d2d-9ca5-5150ad9bce19\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/278940a1-f39c-4dc3-baa9-ee0915804701/Steel%20connection%20capacity%20design.png\" data-asset-id=\"ddc1fc96-f9c5-4d2d-9ca5-5150ad9bce19\" data-image-id=\"ddc1fc96-f9c5-4d2d-9ca5-5150ad9bce19\" alt=\"The objective of capacity design is to confirm a building undergoes controlled ductile behavior in order to avoid a collapse in a design-level earthquake. Structural design of welded and bolted connections. \"></figure>\n<p>The increased strength of the dissipative item allows for the input of loads that cause the plastic hinge to appear in the dissipative item. In the case of moment resisting frame and beam as the dissipative item, the beam should be loaded by <em>M</em><em><sub>y</sub></em><sub>,Ed</sub> = <em>γ</em><sub>ov</sub><em>γ</em><sub>sh</sub><em>f</em><sub>y</sub><em>W</em><sub>pl,</sub><em><sub>y</sub></em> and corresponding shear force<em>V</em><em><sub>z</sub></em><sub>,Ed</sub> = –2 <em>M</em><em><sub>y</sub></em><sub>,Ed</sub> / <em>L</em><sub>h</sub>, where:</p>\n<ul>\n  <li><em>f</em><sub>y</sub> – characteristic yield strength</li>\n  <li><em>W</em><sub>pl,</sub><em><sub>y</sub></em> – plastic section modulus</li>\n  <li><em>L</em><sub>h</sub> – distance between plastic hinges on the beam</li>\n</ul>\n<p>In the case of an asymmetric joint, the beam should be loaded by both sagging and hogging bending moments and their corresponding shear forces.</p>\n<p>The plates of dissipative items are excluded from the check.</p>"
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                                                                                                                                                                            "value": "<p>The load resistance of slender components may be determined by a combination of linear buckling analysis and materially nonlinear analysis.</p>\n<p>There are five categories of finite element structural analysis with the following assumptions:</p>\n<ol>\n  <li>Linear material, geometrically linear</li>\n  <li>Nonlinear material, geometrically linear</li>\n  <li>Linear material, linear loss of stability – buckling</li>\n  <li>Linear material, geometrically nonlinear using imperfections</li>\n  <li>Nonlinear material, geometrically nonlinear using imperfections</li>\n</ol>\n<p>A design procedure that combines approaches 2 and 3 – material nonlinearity and stability analysis – is mentioned in Chapter 8 of EN 1993-1-6. The verification of buckling resistance based on the obtained FEM results is described in Annex B of EN&nbsp;1993-1-5. This procedure is used for a wide range of structures except for very slender shells, where geometrically nonlinear analysis with initial imperfections is more suitable (4 and 5).</p>\n<p>The procedure uses load amplifiers <em>α,</em> which are obtained as the results of FEM analysis and allow to predict of the post-buckling resistance of the joints.</p>\n<p>The load coefficient, <em>α</em><sub>ult,k</sub>, is determined by reaching the plastic capacity without considering the geometrical nonlinearity. The check of plastic capacity and the general automatic determination of <em>α</em><sub>ult,k</sub> is implemented into the developed software.</p>\n<p>The critical buckling factor, <em>α</em><sub>cr</sub>, is determined, which is obtained using FEM analysis of linear stability. It is determined automatically in the software using the same FEM model as for the calculation of <em>α</em><sub>ult,k</sub>. It should be noted that the critical point in terms of plastic resistance is not necessarily assessed in the first critical buckling mode. More buckling modes need to be assessed in a complex joint because they are related to different parts of the joint.</p>\n<p>The non-dimensional plate slenderness, \\( \\bar \\lambda_p \\), of the examined buckling mode is determined:</p>\n<p>\\[ \\bar \\lambda_p = \\sqrt{\\frac{\\alpha_{ult,k}}{\\alpha_{cr}}} \\]</p>\n<p>The reduction buckling factor <em>ρ</em> is determined according to Annex B of EN&nbsp;1993-1-5. The reduction factor depends on the plate slenderness. The used buckling curve shows the influence of the reduction factor on the plate slenderness. The provided buckling factor applicable to non-uniform members is based on the buckling curves of a beam. The verification is based on the von Mises yield criterion and the reduced stress method. Buckling resistance is assessed as</p>\n<p>\\[ \\frac{\\alpha_{ult,k} \\rho}{\\gamma_{M2}} \\ge 1 \\]</p>\n<figure data-asset-id=\"61037866-4396-4b88-9274-d398651553ee\" data-image-id=\"61037866-4396-4b88-9274-d398651553ee\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/726480bf-8bb6-4215-b469-1cdb3abcc0ff/buckling.png\" data-asset-id=\"61037866-4396-4b88-9274-d398651553ee\" data-image-id=\"61037866-4396-4b88-9274-d398651553ee\" alt=\"\"></figure>\n<p><em>Buckling reduction factor ρ according to EN 1993-1-5 Annex B</em></p>\n<p>Although the process seems trivial, it is general, robust, and easily automated. The advantage of the procedure is the advanced FEM analysis of the whole joint, which can be applied to general geometry. Moreover, it is included in the valid Eurocode standards. The advanced numerical analysis gives a quick overview of the global behavior of the structure and its critical parts and allows fast stiffening to prevent instabilities.</p>\n<p>The limit slenderness, <em>λ</em><sub>p</sub>, is provided in Annex B of EN 1993-1-5 and sets all cases which must be assessed according to the previous procedure. The resistance is limited by buckling for plate slenderness higher than 0.7. With the decreasing slenderness, the resistance is governed by plastic strain. The limit critical buckling factor for plate slenderness equals to 0.7, and buckling resistance equal to the plastic resistance may be obtained as follows</p>\n<p>\\[ \\alpha_{cr} = \\frac{\\alpha_{ult,k}}{\\bar \\lambda_p^2} = \\frac{1}{0.7^2} = 2.04 \\]</p>\n<p>The influence of the plate slenderness on the plastic resistance, <em>M</em><sub>ult,k</sub>, and buckling resistance, <em>M</em><sub>CBFEM</sub>, is shown in the figure below. The diagram shows the results of a numerical study of a triangular stiffener in a portal frame joint.</p>\n<figure data-asset-id=\"1f97e920-6122-46cc-b3f3-f9a90c108941\" data-image-id=\"1f97e920-6122-46cc-b3f3-f9a90c108941\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1954bd90-df24-4a2b-8f74-fcc78673a047/buckling_triangular.png\" data-asset-id=\"1f97e920-6122-46cc-b3f3-f9a90c108941\" data-image-id=\"1f97e920-6122-46cc-b3f3-f9a90c108941\" alt=\"\"></figure>\n<p><em>The influence of plate slenderness on the resistance of portal frame joint with slender stiffener</em></p>"
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                                                                                                                                                                                    "value": "<p>Joints are classified according to joint stiffness to:</p>\n<ul>\n  <li>Rigid – joints with insignificant change of original angles between members,</li>\n  <li>Semirigid – joints which are assumed to have the capacity to furnish a dependable and known degree of flexural restraint,</li>\n  <li>Pinned – joints which do not develop bending moments.</li>\n</ul>\n<p>Joints are classified according to the EN&nbsp;1993-1-8 – Cl.&nbsp;5.2.2.</p>\n<ul>\n  <li>Rigid – \\( \\frac{S_{j,ini} L_b}{E I_b} \\ge k_b \\)</li>\n  <li>Semirigid – \\( 0.5 &lt; \\frac{S_{j,ini} L_b}{E I_b} &lt; k_b \\)</li>\n  <li>Pinned – \\( \\frac{S_{j,ini} L_b}{E I_b} \\le 0.5 \\)</li>\n</ul>\n<p>where:</p>\n<ul>\n  <li><em>S</em><sub>j,ini</sub> – initial stiffness of the joint; the joint stiffness is assumed linear up to the 2/3 of <em>M</em><sub>j,Rd</sub></li>\n  <li><em>L</em><sub>b</sub> – theoretical length of the analyzed member; set in member properties</li>\n  <li><em>E</em> – Young's modulus of elasticity</li>\n  <li><em>I</em><sub>b</sub> – moment of inertia of the analyzed member</li>\n  <li><em>k</em><sub>b</sub> = 8 for frames where the bracing system reduces the horizontal displacement by at least 80 %; <em>k</em><sub>b</sub> = 25 for other frames, provided that in every storey <em>K</em><sub>b</sub>/<em>K</em><sub>c</sub> ≥ 0.1. The value of <em>k</em><sub>b</sub> = 25 is used unless the user sets \"braced system\" in Code setup.</li>\n  <li><em>M</em><sub>j,Rd</sub> – joint design moment resistance</li>\n  <li><em>K</em><sub>b</sub> = <em>I</em><sub>b</sub> / <em>L</em><sub>b</sub></li>\n  <li><em>K</em><sub>c</sub> = <em>I</em><sub>c</sub> / <em>L</em><sub>c</sub></li>\n</ul>"
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                                                                                                                                                                                                    "value": "<p>Connections must be designed to transform tensile force that is generated by second-order effects – column is removed and the floor acts as a membrane.</p>\n<h2>Supports</h2>\n<p>Only one member is analyzed and all other members are fixed at their ends. Only the normal force should be applied to the analyzed member, so its model type is set to N-Vy-Vz (bending moments and torsion are restricted).</p>\n<figure data-asset-id=\"ca8eb5b6-33dd-42da-b7cb-3687fa1eb9f9\" data-image-id=\"ca8eb5b6-33dd-42da-b7cb-3687fa1eb9f9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1028d854-b87c-4963-b9cb-9a31e8fe60c4/HT.png\" data-asset-id=\"ca8eb5b6-33dd-42da-b7cb-3687fa1eb9f9\" data-image-id=\"ca8eb5b6-33dd-42da-b7cb-3687fa1eb9f9\" alt=\"\"></figure>\n<p><br></p>\n<h2>Loading</h2>\n<p>Normal force acting on the analyzed member should be determined according to EN 1993-1-7, Cl. A.5.1:</p>\n<p>For internal ties:</p>\n<p>\\[T_i=0.8(g_k+\\psi q_k) s L \\ge 75 \\textrm{ kN} \\]</p>\n<p>For perimeter ties:</p>\n<p>\\[T_p=0.4(g_k+\\psi q_k) s L \\ge 75 \\textrm{ kN} \\]</p>\n<p>where:</p>\n<ul>\n  <li>\\(g_k\\) – characteristic permanent loading</li>\n  <li>\\(q_k\\) – characteristic imposed loading</li>\n  <li>\\(s\\) – spacing of ties</li>\n  <li>\\(L\\) – span of the tie</li>\n  <li>\\(\\psi\\) – relevant factor in the expression for a combination of action effects for the accidental design situation (i.e. \\(\\psi_1\\) or \\(\\psi_2\\) in accordance with expression (6.11b) of EN 1990).</li>\n</ul>\n<p><br></p>\n<h2>Material model and checks</h2>\n<p>According to <a href=\"https://www.steelconstruction.info/File:SCI_P358.pdf\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">SCI P358: Joints in steel construction: Simple Joints to Eurocode 3</a> – Appendix A, the <strong>partial safety factor </strong>for horizontal tying is introduced, \\(\\gamma_{Mu}\\) with default value 1.1 editable in Code setup. This safety factor is used for plates, bolts, and welds in horizontal tying analysis.&nbsp;</p>\n<p>Extreme loads and deformations are expected and the design of <strong>plates</strong> is based on the ultimate strength of plates, \\(f_u\\). That is why the material model for finite element analysis behaves elastically up to \\(f_u / \\gamma_{Mu}\\). The slope of the plastic branch is Young's modulus of elasticity \\(E/1000\\). Check is performed for 5% plastic strain limit.</p>\n<p>The resistances of <strong>bolts and welds</strong> are calculated with \\(\\gamma_{Mu}\\) instead of \\(\\gamma_{M2}\\). When using the default values of partial safety factors, the load resistances are higher by about 14 % than for the ultimate limit state.</p>\n<p>Preloaded bolts are assumed to slip and they are checked as regular, snug-tight bolts.</p>\n<p><br></p>\n<h2>References</h2>\n<p>EN 1993-1-7: Eurocode 1 – Actions on structures – Part 1-7: General actions – Accidental actions, CEN, 2006.</p>\n<p><a href=\"https://www.steelconstruction.info/File:SCI_P358.pdf\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">SCI P358: Joints in steel construction: Simple Joints to Eurocode 3</a></p>\n<p><a href=\"https://www.steelconstruct.com/eu-projects/failnomore/failnomore-workshops/\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">ECCS project FAILNOMORE workshops&nbsp;</a></p>"
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                                                                                                                                                                                                            "value": "<p>Several options are possible but the most used is the prescriptive approach: horizontal tying resistance. Connections must be designed to transform the tensile forces that are generated by second-order effects when a column is removed and the floor acts as a membrane.</p>\n<figure data-asset-id=\"6883e464-7279-4c52-bc11-99029d6e2347\" data-image-id=\"6883e464-7279-4c52-bc11-99029d6e2347\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ccbbf6a0-539a-4c66-a2b8-a74b3dbc73c5/TyingForces.png\" data-asset-id=\"6883e464-7279-4c52-bc11-99029d6e2347\" data-image-id=\"6883e464-7279-4c52-bc11-99029d6e2347\" alt=\"The Horizontal tying resistance analysis helps to make the structural design and code-check of steel connections with the tensile loads required by code and prevent the progressive collapse of the structure.\"></figure>\n<p>This analysis type is valid only for EN. &nbsp;Only one member is analyzed, all others are restrained (similar to the <a data-item-id=\"1d4fea7b-0c1c-49fe-8142-6bbf5666bdc4\" href=\"\">stiffness analysis</a> type).&nbsp;</p>\n<p>More about this can be found in the dedicated <a data-item-id=\"c0e839e1-5502-4715-aeec-472931c47e1b\" href=\"\">Theoretical Background - Horizontal Tying</a> article.</p>\n<p>The Model type of the analyzed member is automatically changed to N-Vy-Vz. &nbsp;Only one load component – N – can be set; all others are set to zero.</p>\n<p>Available in the <strong>Enhanced</strong>&nbsp;edition of&nbsp;<a data-item-id=\"f6acf868-1f2d-48e6-8ccb-711f6883d5f7\" href=\"\">IDEA StatiCa Steel</a>.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"ccbb4408_8495_0194_5446_04410eb5a043\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n0c4050d2_4d7e_0113_bfb4_26e80f0417d4\"></object>"
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                                                                                                                                                                                                                    "value": "<p>This article shows how to model an inclined tubular member connected by a connecting plate to the base plate, which is anchored to the concrete block. This is a typical anchoring of a bracing member.</p>\n<p>1. Create a general stiffening plate to form the base plate.</p>\n<figure data-asset-id=\"36e8806e-c4f0-4066-8823-89dbac282e7c\" data-image-id=\"36e8806e-c4f0-4066-8823-89dbac282e7c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e1797fb2-fe31-4e44-aeec-2e49695473fe/1-0.png\" data-asset-id=\"36e8806e-c4f0-4066-8823-89dbac282e7c\" data-image-id=\"36e8806e-c4f0-4066-8823-89dbac282e7c\" alt=\"How to model footing with connecting plate\"></figure>\n<p>2. Define general anchors with the operation Bolt grid to anchor the base plate to the concrete block</p>\n<figure data-asset-id=\"08105116-f1e3-4d85-8b84-e2ef7a868103\" data-image-id=\"08105116-f1e3-4d85-8b84-e2ef7a868103\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/cb4329fb-0bd2-4323-b2e2-05a760da5e80/2-0.png\" data-asset-id=\"08105116-f1e3-4d85-8b84-e2ef7a868103\" data-image-id=\"08105116-f1e3-4d85-8b84-e2ef7a868103\" alt=\"How to model footing with connecting plate\"></figure>\n<p>3. Add another general stiffening plate into the right position to create a rib passing through the tube adn weld it to the base plate.</p>\n<figure data-asset-id=\"9c508d86-be3f-44c8-83a6-259353cbca80\" data-image-id=\"9c508d86-be3f-44c8-83a6-259353cbca80\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/837c511c-f6e9-4822-a339-cf3b6f1392fd/3-0.png\" data-asset-id=\"9c508d86-be3f-44c8-83a6-259353cbca80\" data-image-id=\"9c508d86-be3f-44c8-83a6-259353cbca80\" alt=\"How to model footing with connecting plate\"></figure>\n<p>4. Add the connecting plate manufacturing operation and adjust its properties so that it produces two bolts. The plates are shaped in the Editor to a rounded shape.</p>\n<figure data-asset-id=\"42524397-a12c-43f2-90e6-9a50a83d26e5\" data-image-id=\"42524397-a12c-43f2-90e6-9a50a83d26e5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a330c1d7-47ae-468b-b3a7-f5b58c61b9c8/4-0.png\" data-asset-id=\"42524397-a12c-43f2-90e6-9a50a83d26e5\" data-image-id=\"42524397-a12c-43f2-90e6-9a50a83d26e5\" alt=\"How to model footing with connecting plate\"></figure>\n<p>5. The footing with a connecting plate is ready to be calculated. To simulate the bracing member transferring normal and shear force only, switch the <a data-item-id=\"ac982d36-e45a-5d9f-93f8-344206647dc4\" href=\"\">model type</a> to N-Vy-Vz.</p>\n<figure data-asset-id=\"ad9cc9e2-609b-4e85-b1b5-f0d0e6eaf741\" data-image-id=\"ad9cc9e2-609b-4e85-b1b5-f0d0e6eaf741\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8296f75b-ae48-4ae8-a14f-ea63631dde84/0-0.png\" data-asset-id=\"ad9cc9e2-609b-4e85-b1b5-f0d0e6eaf741\" data-image-id=\"ad9cc9e2-609b-4e85-b1b5-f0d0e6eaf741\" alt=\"How to model footing with connecting plate\"></figure>\n<p>See details in the recorded video.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"f42af944_8353_0145_c212_2f9efd3a39c9\"></object>"
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                                                                                                                                                                                                    "name": "Content",
                                                                                                                                                                                                    "type": "rich_text",
                                                                                                                                                                                                    "value": "<h2>1 New project</h2>\n<p>Let’s launch <strong>IDEA StatiCa</strong> and select application <strong>Connection</strong>. Create a new project by selecting a starting <a data-item-id=\"07f0d4e0-790e-4ddc-82eb-6bff094488b3\" href=\"\">parametric template</a> closest to the desired design, filling in the name, and choosing the design code and default material properties – S 235.</p>\n<figure data-asset-id=\"07655231-7f0b-4416-b337-61fdfe2bb67c\" data-image-id=\"07655231-7f0b-4416-b337-61fdfe2bb67c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e593c345-fc97-40ba-ae38-61214398293d/25.0_01.png\" data-asset-id=\"07655231-7f0b-4416-b337-61fdfe2bb67c\" data-image-id=\"07655231-7f0b-4416-b337-61fdfe2bb67c\" alt=\"\"></figure>\n<h2>2 Geometry</h2>\n<p>A column and a base plate with anchors were automatically added.</p>\n<figure data-asset-id=\"f8a8f81e-36e0-4725-a455-6a9211cd13fa\" data-image-id=\"f8a8f81e-36e0-4725-a455-6a9211cd13fa\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6481c77b-37e3-4f7b-9f02-5fa4a91519e7/25.0_02.png\" data-asset-id=\"f8a8f81e-36e0-4725-a455-6a9211cd13fa\" data-image-id=\"f8a8f81e-36e0-4725-a455-6a9211cd13fa\" alt=\"\"></figure>\n<p>Add a new member. You can either use the Member button in the top ribbon or right-click on the Members in the navigator tree.</p>\n<figure data-asset-id=\"3b010b02-9a72-42f9-8581-66dd0f74ae96\" data-image-id=\"3b010b02-9a72-42f9-8581-66dd0f74ae96\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/76f62239-75f3-4b1e-a75d-e37a777d3595/03.png\" data-asset-id=\"3b010b02-9a72-42f9-8581-66dd0f74ae96\" data-image-id=\"3b010b02-9a72-42f9-8581-66dd0f74ae96\" alt=\"\"></figure>\n<p>And change its cross-section to <strong>RHS120/80/8.0</strong>.</p>\n<figure data-asset-id=\"72f505bf-9fd6-4fa4-8f91-bdff66de6c0f\" data-image-id=\"72f505bf-9fd6-4fa4-8f91-bdff66de6c0f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/25fdf353-af17-460f-9a48-fea633d85241/04.png\" data-asset-id=\"72f505bf-9fd6-4fa4-8f91-bdff66de6c0f\" data-image-id=\"72f505bf-9fd6-4fa4-8f91-bdff66de6c0f\" alt=\"\"></figure>\n<p>Change the member pitch and the value of the <strong>offset ez</strong>. Set the <strong>model type</strong> to <strong>N-Vy-Vz</strong> since this member is able to transfer only axial forces, otherwise the mechanism/singularity could occur or the analysis could fail.</p>\n<p>For more info about the model type, see <a data-item-id=\"ac982d36-e45a-5d9f-93f8-344206647dc4\" href=\"\">here</a>. &nbsp;</p>\n<figure data-asset-id=\"721556a4-86b8-4a06-b89f-cda9f1e9136c\" data-image-id=\"721556a4-86b8-4a06-b89f-cda9f1e9136c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c0c16072-5329-4ae3-9e17-3c2433d69a92/05.png\" data-asset-id=\"721556a4-86b8-4a06-b89f-cda9f1e9136c\" data-image-id=\"721556a4-86b8-4a06-b89f-cda9f1e9136c\" alt=\"\"></figure>\n<p>Add another member and change its cross-section.&nbsp;</p>\n<figure data-asset-id=\"827607e0-7362-47c4-9169-64b20708ade6\" data-image-id=\"827607e0-7362-47c4-9169-64b20708ade6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/047ab57c-213b-4458-8ca6-cb263f92a6b8/06.png\" data-asset-id=\"827607e0-7362-47c4-9169-64b20708ade6\" data-image-id=\"827607e0-7362-47c4-9169-64b20708ade6\" alt=\"\"></figure>\n<p>Then modify its properties.</p>\n<figure data-asset-id=\"c72657b4-32c7-44de-97c0-f4f4e4c2b301\" data-image-id=\"c72657b4-32c7-44de-97c0-f4f4e4c2b301\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/97827e9d-c4c7-4af0-ac73-b03ef8f510d1/07.png\" data-asset-id=\"c72657b4-32c7-44de-97c0-f4f4e4c2b301\" data-image-id=\"c72657b4-32c7-44de-97c0-f4f4e4c2b301\" alt=\"\"></figure>\n<p>Check the geometry of the whole model.</p>\n<figure data-asset-id=\"a3d44624-a761-4ef5-9757-cdf2d9b96cc7\" data-image-id=\"a3d44624-a761-4ef5-9757-cdf2d9b96cc7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/456a7551-565a-4209-ba85-bcdb7a8ae5d6/25.0_08.png\" data-asset-id=\"a3d44624-a761-4ef5-9757-cdf2d9b96cc7\" data-image-id=\"a3d44624-a761-4ef5-9757-cdf2d9b96cc7\" alt=\"\"></figure>\n<h2>3 Load effects</h2>\n<p>One load effect was automatically added. Input the values of internal forces into the chart. More load cases can be added.</p>\n<figure data-asset-id=\"5c85a9e1-f5c7-42e3-b089-b4fa077f1e07\" data-image-id=\"5c85a9e1-f5c7-42e3-b089-b4fa077f1e07\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7ab31a9e-3811-476d-b5da-bfe6c5665778/25.0_09.png\" data-asset-id=\"5c85a9e1-f5c7-42e3-b089-b4fa077f1e07\" data-image-id=\"5c85a9e1-f5c7-42e3-b089-b4fa077f1e07\" alt=\"\"></figure>\n<h2>4 Design</h2>\n<p>The manufacturing operation <strong>Base plate</strong> is defined in Parametric template, therefor you can modify its properties in the Operations tab directly.&nbsp;</p>\n<p>You can also <strong>Explode</strong> the parametric template and use the manufacturing operation instead.</p>\n<figure data-asset-id=\"00a2a971-d0a9-4fb8-8d45-5de6a6f64c6b\" data-image-id=\"00a2a971-d0a9-4fb8-8d45-5de6a6f64c6b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/db56b4b2-2452-460a-831f-0c52181b4a0a/25.0_10.png\" data-asset-id=\"00a2a971-d0a9-4fb8-8d45-5de6a6f64c6b\" data-image-id=\"00a2a971-d0a9-4fb8-8d45-5de6a6f64c6b\" alt=\"\"></figure>\n<p>Go on and add another manufacturing operation and select the <strong>End Plate</strong>.</p>\n<figure data-asset-id=\"ba3e3567-f968-42f4-bf36-d6c27d6e1118\" data-image-id=\"ba3e3567-f968-42f4-bf36-d6c27d6e1118\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d0111e34-c677-4ee8-b6d7-8f8716f0d375/11.png\" data-asset-id=\"ba3e3567-f968-42f4-bf36-d6c27d6e1118\" data-image-id=\"ba3e3567-f968-42f4-bf36-d6c27d6e1118\" alt=\"\"></figure>\n<p>Modify the properties of the operation <strong>EP1</strong>.</p>\n<figure data-asset-id=\"0ffa6f13-9d9b-43da-8b63-0536f44fe356\" data-image-id=\"0ffa6f13-9d9b-43da-8b63-0536f44fe356\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/43aded17-4ba3-48fd-bc92-400bbdd12f1a/25.0_12.png\" data-asset-id=\"0ffa6f13-9d9b-43da-8b63-0536f44fe356\" data-image-id=\"0ffa6f13-9d9b-43da-8b63-0536f44fe356\" alt=\"\"></figure>\n<p>Now, add the <strong>Connecting Plate</strong>.</p>\n<figure data-asset-id=\"5b0215f0-f2a8-4048-b1e0-e96f3e00d6d7\" data-image-id=\"5b0215f0-f2a8-4048-b1e0-e96f3e00d6d7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/aa9f53d1-2549-49f5-9d48-58ebd4d5eff9/13.png\" data-asset-id=\"5b0215f0-f2a8-4048-b1e0-e96f3e00d6d7\" data-image-id=\"5b0215f0-f2a8-4048-b1e0-e96f3e00d6d7\" alt=\"\"></figure>\n<p>And redefine its properties.</p>\n<figure data-asset-id=\"35ae6db9-3541-484a-b91b-cff94bbaba43\" data-image-id=\"35ae6db9-3541-484a-b91b-cff94bbaba43\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/776621ca-0488-4855-8125-3465a43f42eb/25.0_14.png\" data-asset-id=\"35ae6db9-3541-484a-b91b-cff94bbaba43\" data-image-id=\"35ae6db9-3541-484a-b91b-cff94bbaba43\" alt=\"\"></figure>\n<p>In the top left corner, you can see warning messages regarding the plates and weld clashes. Moreover, when you turn on the <strong>Transparent</strong> visualization mode, the area of the clashes is highlighted in the 3D graphic window.</p>\n<figure data-asset-id=\"81d4eb00-9149-4a77-bc1f-d7937592a00f\" data-image-id=\"81d4eb00-9149-4a77-bc1f-d7937592a00f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/357b7f23-65be-4e0a-b922-6519343315b2/25.0_15.png\" data-asset-id=\"81d4eb00-9149-4a77-bc1f-d7937592a00f\" data-image-id=\"81d4eb00-9149-4a77-bc1f-d7937592a00f\" alt=\"\"></figure>\n<p>To get rid of the plates and weld clashes, cut one corner of the connecting plate CPL1. For this, go to the <strong>Editor - Gusset plate or use right-click on the gusset plate</strong> and create a <strong>Chamfer</strong> at corner number 2.</p>\n<figure data-asset-id=\"f1366e5c-a41f-4dd1-8532-320ecad8478a\" data-image-id=\"f1366e5c-a41f-4dd1-8532-320ecad8478a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c079e35b-a266-4253-b199-9208af96c9f8/16.png\" data-asset-id=\"f1366e5c-a41f-4dd1-8532-320ecad8478a\" data-image-id=\"f1366e5c-a41f-4dd1-8532-320ecad8478a\" alt=\"\"></figure>\n<p>Finish the design with the operation <strong>Stiffener.</strong></p>\n<figure data-asset-id=\"d62ce64e-c3b1-48db-ab43-4767eab29169\" data-image-id=\"d62ce64e-c3b1-48db-ab43-4767eab29169\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a2cf5055-03e2-48b6-8f7d-5beff775164a/17.png\" data-asset-id=\"d62ce64e-c3b1-48db-ab43-4767eab29169\" data-image-id=\"d62ce64e-c3b1-48db-ab43-4767eab29169\" alt=\"\"></figure>\n<p>And set the correct properties of STIFF1<strong>.</strong></p>\n<figure data-asset-id=\"fe880390-64ec-4b40-9cfd-259bb1f3ebeb\" data-image-id=\"fe880390-64ec-4b40-9cfd-259bb1f3ebeb\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/87aeeb32-e621-44f0-8da2-eb4eb8eac15d/25.0_18.png\" data-asset-id=\"fe880390-64ec-4b40-9cfd-259bb1f3ebeb\" data-image-id=\"fe880390-64ec-4b40-9cfd-259bb1f3ebeb\" alt=\"\"></figure>\n<p>Let’s check the final design of the joint.</p>\n<figure data-asset-id=\"94e0325b-ac28-4a0a-9d7c-fcfdec31a8da\" data-image-id=\"94e0325b-ac28-4a0a-9d7c-fcfdec31a8da\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b81ebf38-3ff8-4206-b4b6-37c0437e8e9a/25.0_19.png\" data-asset-id=\"94e0325b-ac28-4a0a-9d7c-fcfdec31a8da\" data-image-id=\"94e0325b-ac28-4a0a-9d7c-fcfdec31a8da\" alt=\"\"></figure>\n<h2>5 Check</h2>\n<p>Start the analysis by clicking <strong>Calculate</strong> in the ribbon. The analysis model is automatically generated, the calculation based on <a data-item-id=\"06158daa-1491-4e83-ac34-4964bd5a3c63\" href=\"\">CBFEM</a> is performed, and we can see the Overall check displayed together with the basic values of check results.</p>\n<figure data-asset-id=\"bf80a298-850e-44a2-8289-5e60fafa7854\" data-image-id=\"bf80a298-850e-44a2-8289-5e60fafa7854\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3ec4c71e-31c5-4f1a-8663-e1cd09278812/25.0_20.png\" data-asset-id=\"bf80a298-850e-44a2-8289-5e60fafa7854\" data-image-id=\"bf80a298-850e-44a2-8289-5e60fafa7854\" alt=\"\"></figure>\n<p>Go to the <strong>Check </strong>in the top ribbon<strong>,</strong> and activate <strong>Equivalent stress, Bolt forces, Mesh,</strong> and <strong>Deformed</strong> shape of the structure to get a full picture of the behavior of the joint.&nbsp;</p>\n<figure data-asset-id=\"ae8f7cc5-c61e-4728-8065-18ac0d9316df\" data-image-id=\"ae8f7cc5-c61e-4728-8065-18ac0d9316df\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5e3fab43-7622-4cdd-be12-1f54f5291be5/25.0_21.png\" data-asset-id=\"ae8f7cc5-c61e-4728-8065-18ac0d9316df\" data-image-id=\"ae8f7cc5-c61e-4728-8065-18ac0d9316df\" alt=\"\"></figure>\n<p>Furthermore, activate <strong>Stress in concrete</strong> from the top ribbon. Open the tab <strong>Concrete block</strong> to see the detailed results for this item.</p>\n<figure data-asset-id=\"a91302dc-d2ad-44e7-b8cb-47ca05a05415\" data-image-id=\"a91302dc-d2ad-44e7-b8cb-47ca05a05415\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0985607c-cb9a-479f-88fb-198bb7ac6922/25.0_22.png\" data-asset-id=\"a91302dc-d2ad-44e7-b8cb-47ca05a05415\" data-image-id=\"a91302dc-d2ad-44e7-b8cb-47ca05a05415\" alt=\"\"></figure>\n<h2>6 Report</h2>\n<p>At last, go to the tab <strong>Report</strong>. IDEA StatiCa offers a fully customizable report to print out or save in an editable format.</p>\n<figure data-asset-id=\"7a2fe5e1-3a30-4d6a-b222-ce60d75196ae\" data-image-id=\"7a2fe5e1-3a30-4d6a-b222-ce60d75196ae\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0f9ae9b7-6361-48b7-b594-be1ccd51c7bf/25.0_23.png\" data-asset-id=\"7a2fe5e1-3a30-4d6a-b222-ce60d75196ae\" data-image-id=\"7a2fe5e1-3a30-4d6a-b222-ce60d75196ae\" alt=\"\"></figure>\n<p>You have designed, optimized, and code-checked a structural steel joint according to Eurocode (EN).</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"tutorial_connection___footing_with_diagonal__en_\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"campus_cta\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"d6a0972e_e5d2_0199_53b6_7c2ec3041ab9\"></object>"
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                                                                                                                                                                                                    "value": "<h2>1 New project</h2>\n<p>Let’s launch <strong>IDEA StatiCa</strong> and select the application <strong>Connection </strong>(<a href=\"https://www.ideastatica.com/product-downloads\">download the newest version</a>). Create a new <strong>blank design</strong> by selecting the desired geometry. Fill in the name, and choose the design code and default material properties.&nbsp;</p>\n<figure data-asset-id=\"d117ec58-080b-4fbc-a822-3b16d4918403\" data-image-id=\"d117ec58-080b-4fbc-a822-3b16d4918403\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/296d6e90-da7d-43ff-b136-f1350c5f05d8/CL_01.png\" data-asset-id=\"d117ec58-080b-4fbc-a822-3b16d4918403\" data-image-id=\"d117ec58-080b-4fbc-a822-3b16d4918403\" alt=\"\"></figure>\n<h2>2 Creating a new template</h2>\n<p>Let's create a design that can be saved as a template. Click on <strong>Operation</strong> in the Ribbon and find the manufacturing operation <strong>Stub - plate to plate</strong>.</p>\n<figure data-asset-id=\"b83a43c1-f6ed-4e51-aa83-85b95e09569b\" data-image-id=\"b83a43c1-f6ed-4e51-aa83-85b95e09569b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7ae4db82-405c-4233-9d77-eeb6e7ca2a4e/CL_3.jpg\" data-asset-id=\"b83a43c1-f6ed-4e51-aa83-85b95e09569b\" data-image-id=\"b83a43c1-f6ed-4e51-aa83-85b95e09569b\" alt=\"\"></figure>\n<p>Modify the welds in the operation. Select the <a data-item-id=\"d65d8320-3860-4fbc-984c-a73163766798\" href=\"\"><strong>Partial Joint Penetration welds (PJP)</strong></a><strong> </strong>and edit the size.</p>\n<figure data-asset-id=\"e2c25bb5-d102-4079-8545-4ad5dd59f8c1\" data-image-id=\"e2c25bb5-d102-4079-8545-4ad5dd59f8c1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0cecd5b8-4f85-4932-8cf4-81484b98727e/CL_4.jpg\" data-asset-id=\"e2c25bb5-d102-4079-8545-4ad5dd59f8c1\" data-image-id=\"e2c25bb5-d102-4079-8545-4ad5dd59f8c1\" alt=\"\"></figure>\n<p>Add another operation - <strong>Cut</strong>.&nbsp;</p>\n<figure data-asset-id=\"47f7e12d-ad9a-4f52-b001-140440b45a1b\" data-image-id=\"47f7e12d-ad9a-4f52-b001-140440b45a1b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4e51bfdb-8101-4c5d-b4b2-761ce57d46b5/CL_5.jpg\" data-asset-id=\"47f7e12d-ad9a-4f52-b001-140440b45a1b\" data-image-id=\"47f7e12d-ad9a-4f52-b001-140440b45a1b\" alt=\"\"></figure>\n<p>Modify the member to be cut to <a data-item-id=\"f6e6b0be-9e8d-4d62-9f60-9917ddbeb763\" href=\"\"><strong>STUB1</strong></a> and <a data-item-id=\"23e17b5c-1590-48e1-be86-e6141d9b6c02\" href=\"\"><strong>welds</strong></a>.&nbsp;</p>\n<figure data-asset-id=\"96f6de6b-4a5b-4355-972c-4da8ceca1bb1\" data-image-id=\"96f6de6b-4a5b-4355-972c-4da8ceca1bb1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/34492e8c-c838-45ef-9d26-956d3c21d7ad/CL_6.jpg\" data-asset-id=\"96f6de6b-4a5b-4355-972c-4da8ceca1bb1\" data-image-id=\"96f6de6b-4a5b-4355-972c-4da8ceca1bb1\" alt=\"\"></figure>\n<p>This design is used often; therefore, it can be saved to the <strong>Connection Library</strong>. Click on the <strong>Publish </strong>button in the ribbon. Define the Name, Loading type, and<strong> Connection design set</strong> (<strong>CDC</strong>) in which the template will be stored. Types of CDC:&nbsp;</p>\n<ul>\n  <li><strong>Company </strong>- every user with the company license will be able to access them, while a user from a different company cannot see, use or access these design items.</li>\n  <li><strong>Personal </strong>- available only for the author of the design.&nbsp;</li>\n</ul>\n<figure data-asset-id=\"9b6161cb-7c8b-48e6-a77f-0e65b4343c58\" data-image-id=\"9b6161cb-7c8b-48e6-a77f-0e65b4343c58\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1163c50d-aa6e-44b0-a194-f7db062bf24a/CL_7.jpg\" data-asset-id=\"9b6161cb-7c8b-48e6-a77f-0e65b4343c58\" data-image-id=\"9b6161cb-7c8b-48e6-a77f-0e65b4343c58\" alt=\"\"></figure>\n<h2>2 Applying a template from the Connection Library</h2>\n<p>Start by deleting the operations in the model.&nbsp;</p>\n<figure data-asset-id=\"e6f8aea9-c87a-4219-8542-d5028bdc4980\" data-image-id=\"e6f8aea9-c87a-4219-8542-d5028bdc4980\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6426eb8a-1127-4c87-bd4f-4bde475c48d0/CL_8.jpg\" data-asset-id=\"e6f8aea9-c87a-4219-8542-d5028bdc4980\" data-image-id=\"e6f8aea9-c87a-4219-8542-d5028bdc4980\" alt=\"\"></figure>\n<p>Add an additional member to the design.&nbsp;</p>\n<figure data-asset-id=\"b4d248e2-1009-4ca9-94e9-c6fa5c94a19f\" data-image-id=\"b4d248e2-1009-4ca9-94e9-c6fa5c94a19f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d742582d-da46-4b76-87c4-659ad4218db7/CL_9.jpg\" data-asset-id=\"b4d248e2-1009-4ca9-94e9-c6fa5c94a19f\" data-image-id=\"b4d248e2-1009-4ca9-94e9-c6fa5c94a19f\" alt=\"\"></figure>\n<p>Now, let's utilize the Connection Library instead of using the individual operations again. Click on the <strong>Propose</strong> button in the Ribbon. No design is available for the current geometry. Switch to <strong>Selection</strong> and click on the<strong> Arrow</strong>.&nbsp;</p>\n<figure data-asset-id=\"81cebfe1-457b-4604-a467-efccf207313a\" data-image-id=\"81cebfe1-457b-4604-a467-efccf207313a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/928af4f4-f21f-428d-83f8-46f8d3534ecb/CL_10.jpg\" data-asset-id=\"81cebfe1-457b-4604-a467-efccf207313a\" data-image-id=\"81cebfe1-457b-4604-a467-efccf207313a\" alt=\"\"></figure>\n<p>While holding the <strong>Control button</strong> on your keyboard, select members <strong>B</strong> and <strong>C</strong>. Confirm the selection by clicking on the Tick button. Suitable design templates are showcased for the selected geometry. Narrow down the selection of templates by only selecting the <strong>Personal </strong>connection design set. <strong>Apply</strong> the template.&nbsp;</p>\n<figure data-asset-id=\"d14c0ac8-2e0d-4be5-aaba-89aef1e9dd91\" data-image-id=\"d14c0ac8-2e0d-4be5-aaba-89aef1e9dd91\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9b20f087-b64e-425d-8068-b7c980d3b7a4/CL_11.jpg\" data-asset-id=\"d14c0ac8-2e0d-4be5-aaba-89aef1e9dd91\" data-image-id=\"d14c0ac8-2e0d-4be5-aaba-89aef1e9dd91\" alt=\"\"></figure>\n<p>The design is applied to the model exactly as it was saved into the Connection Library. To finish the design, add an individual operation for the diagonal member since it is not included in the template.</p>\n<figure data-asset-id=\"77d4accc-b64e-432e-99bb-08d22a250c6c\" data-image-id=\"77d4accc-b64e-432e-99bb-08d22a250c6c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/faf3e40e-95d8-45af-9710-706a1227a4d8/CL_12.jpg\" data-asset-id=\"77d4accc-b64e-432e-99bb-08d22a250c6c\" data-image-id=\"77d4accc-b64e-432e-99bb-08d22a250c6c\" alt=\"\"></figure>\n<p>Modify the operation according to the picture below.&nbsp;</p>\n<figure data-asset-id=\"cb8383b8-696d-4da0-9883-22cdad9026a2\" data-image-id=\"cb8383b8-696d-4da0-9883-22cdad9026a2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1bda7914-ab36-4cce-92ec-c2cba3e56fa1/CL_13.jpg\" data-asset-id=\"cb8383b8-696d-4da0-9883-22cdad9026a2\" data-image-id=\"cb8383b8-696d-4da0-9883-22cdad9026a2\" alt=\"\"></figure>\n<p>Edit the Gusset plate to a suitable shape in the<a data-item-id=\"748f0c81-c600-50e2-a41e-32e42cf42116\" href=\"\"> <strong>Plate editor</strong></a><strong>.&nbsp;</strong></p>\n<figure data-asset-id=\"8f33f942-3b43-45e2-ac0f-8455e2b61a83\" data-image-id=\"8f33f942-3b43-45e2-ac0f-8455e2b61a83\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1e521f96-89d0-4834-bf3e-7db8e709869f/CL_14.jpg\" data-asset-id=\"8f33f942-3b43-45e2-ac0f-8455e2b61a83\" data-image-id=\"8f33f942-3b43-45e2-ac0f-8455e2b61a83\" alt=\"\"></figure>\n<p>Do the same to trim the corners of the <strong>Tongue plate.&nbsp;</strong></p>\n<figure data-asset-id=\"f930498d-90fb-47f5-8f68-731956a9e14c\" data-image-id=\"f930498d-90fb-47f5-8f68-731956a9e14c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e957a1d8-481b-4d4c-9731-b8e69e6fccf2/CL_15.jpg\" data-asset-id=\"f930498d-90fb-47f5-8f68-731956a9e14c\" data-image-id=\"f930498d-90fb-47f5-8f68-731956a9e14c\" alt=\"\"></figure>\n<p>And the design is finished. 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                                                                                                                                                                                                            "value": "<p>This article contains resources handling the parametric design and use of parameters within only the IDEA StatiCa Connection app and its Developer tab. To learn more about the parametric design using the plugin between Connection and Grasshopper, navigate to <a data-item-id=\"32829f8b-a27e-470c-b287-790c64805a9d\" href=\"\">Rhino/Grasshopper page</a>.</p>\n<h3>Tutorials</h3>\n<ul>\n  <li><a data-item-id=\"6c8e336a-172b-461f-ad1d-0ae8e5fdac78\" href=\"\">Parametric design in IDEA StatiCa Connection - Basics (01)</a></li>\n  <li><a data-item-id=\"f777f172-6707-48b3-8ac9-7a4dee412002\" href=\"\">Parametric design in IDEA StatiCa Connection - Advanced (02)</a></li>\n  <li><a data-item-id=\"cda6406b-6f90-4c5d-be45-6d9d5d0b905e\" href=\"\">Parametric design in IDEA StatiCa Connection - Single plate Shear connection</a></li>\n  <li><a data-item-id=\"9de8af5b-882a-496a-bdbf-33bcd3562170\" href=\"\">Flush moment end plate connections (AISC)</a></li>\n</ul>\n<h3>Articles</h3>\n<ul>\n  <li><a data-item-id=\"be1bc111-ddd8-4cca-b85c-a479c3dde877\" href=\"\">Setting up parametric design with Developer Tab</a></li>\n  <li><a href=\"http://Expression Parameter Reference\" data-new-window=\"true\" title=\"Expression Parameter Reference - technical documentation\" target=\"_blank\" rel=\"noopener noreferrer\">Expression Parameter Reference - technical documentation</a></li>\n  <li><a data-item-id=\"e5982961-3fb7-424b-9b44-dfd731b836d4\" href=\"\">Parametric design for steel connections</a></li>\n  <li><a data-item-id=\"43f3dfc4-bff8-464b-b284-da70ec8f5120\" href=\"\">UX features in parametric design</a></li>\n  <li><a data-item-id=\"07f0d4e0-790e-4ddc-82eb-6bff094488b3\" href=\"\">Parametric templates in Connection Library</a></li>\n</ul>\n<h3>Blog posts</h3>\n<ul>\n  <li><a data-item-id=\"29c56cd6-b15f-4e50-b864-f4acca59bc12\" href=\"\">Design connections in just a few clicks!</a></li>\n</ul>"
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                                                                                                                                                                                                            "value": "<p>In IDEA StatiCa <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">Connection</a>, users have the possibility to create connection models using parameters (relations defined between individual entities). The parametric design allows users to design standardized connections efficiently – <strong>read about how to work with parameters</strong> <a data-item-id=\"e5982961-3fb7-424b-9b44-dfd731b836d4\" href=\"\">in this article.</a></p>\n<p>The integration of <strong>parametric templates</strong> into the <a data-item-id=\"d462d4fd-c84f-4b3b-8111-c248b270291b\" href=\"\">Connection Library</a> offers a transformational approach to connection designer workflows. <strong>It allows users to create and use a universal collection of templates that can be effortlessly customized and deployed in different design contexts.</strong></p>\n<h2>How does it work?</h2>\n<p>The user can upload the created connection to their company or personal set as with any design, and it can even be done <strong>with the defined parameters</strong>. Once there is the same geometry in the project and the solution can be repeated, the user can apply this pre-prepared design (template) with all the parameters.</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>In addition, after proposing the template, it is possible to <strong>change the parameters directly</strong> <strong>in the main design window</strong> and there is no need to go into developer mode. This user-friendly environment allows less-experienced users to work with predefined parameters safely according to the presets of the senior designers.</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>This makes further optimization very simple as there is the possibility of avoiding changing each entity one by one when using operations.</p>\n<p>By changing one parameter, <strong>multiple steps</strong> can be performed at once. For example, when changing the widener width, not only the widener itself, but also all the related welds and the location of the stiffener are affected:</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>The locked modifications in the property list of some manufacturing operations are disabled in such cases. However, if the user wishes, they can break the parameters using the \"<strong>explode</strong>\" button, and continue with modifying operations.</p>\n<p>The templates to which the parameters are linked are marked with a lowercase {p}. Several parametric templates have already been prepared and made available in the <strong>predefined design set by the IDEA StatiCa team</strong>.</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<h2>What are the benefits of parametric templates?</h2>\n<ul>\n  <li><strong>Universal templates</strong>: Designers can access a broad collection of parametric templates from the Connection Library. These templates are designed to be universally applicable, providing a solid foundation for a wide range of projects.</li>\n  <li><strong>Parametric customization</strong>: Through the Developer tab, users can define specific parameters for each template, allowing for a high degree of customization and flexibility in design.</li>\n  <li><strong>Template identification</strong>: Parametric templates are easily identifiable by the symbol {p}, ensuring that users can quickly recognize and select them for their projects.</li>\n  <li><strong>Enhanced library filtering</strong>: The filter in the Propose window of the Connection Library enables users to efficiently find parametric templates among the library's extensive offering.</li>\n  <li><strong>Publication control</strong>: When a connection contains parameters, designers have the option to publish these parametric templates to the Connection Library. This feature offers flexibility in sharing customized templates with the broader user community or keeping them private for individual or internal use.</li>\n</ul>\n<h2>Impact on workflow</h2>\n<p>The inclusion of parametric templates in the Connection Library represents a significant advancement in the design process for connection designers. This functionality simplifies the design process by providing:</p>\n<ul>\n  <li><strong>Efficiency</strong>: The use of templates speeds up the design phase, allowing for quicker iterations and modifications.</li>\n  <li><strong>Consistency</strong>: Parametric templates ensure design consistency across projects, which is crucial for maintaining standards and quality.</li>\n  <li><strong>Collaboration</strong>: The ability to share customized templates enhances collaboration among teams and with the wider design community.</li>\n  <li><strong>Customization</strong>: Designers can tailor templates to specific project requirements, enhancing design accuracy and effectiveness.</li>\n</ul>\n<p><em>Released in </em><a data-item-id=\"52afe115-4e0f-4c6a-be42-e82757fdb937\" href=\"\"><em>IDEA StatiCa patch 23.1.5</em></a>.</p>\n<p><br></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n421fe254_57b7_01cd_2bc3_0af215b956fb\"></object>\n<h2>Default control sets in the Operations</h2>\n<p>The design of a connection by parameters consists of the setting of very unique parameters specific for every single connection type on one hand. On the other hand, there are parameters that are used almost always due to common engineering practices, such as a set of welds, fasteners, and materials.</p>\n<p>To simplify the creation of parametric templates and to reach this setting anytime, we include these controls as default sets in the operation root.</p>\n<p>When you select Operations, there are, by default, the following settings:</p>\n<ul>\n  <li>Weld setting: <strong>Weld sizing method</strong> and weld <strong>Material</strong> (24.0.5)</li>\n  <li>Bolt setting: <strong>Type</strong>, <strong>Shear plane in thread,</strong> and <strong>Shear force transfer</strong> (24.1.0)</li>\n  <li>Plates setting: <strong>Material&nbsp;</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>These controls set the specific property for the whole connection model to all operations and are shown in the Operations root by default. They do not change the properties of the structural members, only the manufacturing operations.</p>\n<p>In case any of the properties related to the control <strong>is used in any parameter</strong> of the parametric template, the control is automatically disabled. By this behavior, we prevent the possibility of influencing the same property from two places and, thus, ruining the connection detail by loops in parameters.</p>\n<p>As a benefit, these controls are also shown without a parametric template, enabling quick changes and unifying properties of any connection model.</p>\n<h2>What are the benefits?</h2>\n<ul>\n  <li>For the <strong>parametric template user</strong> (e.g., junior user), all operations are disabled (read-only). However, <strong>changing the material, bolt class, or plate material</strong> is still a commonly expected action. Although, if there is a single parameter missing in the parametric template, it makes the template unusable. Common properties such as welds, bolts, and material can now be controlled in each parametric template using the default controls shown under the parameters.</li>\n  <li>Adding these controls <strong>simplifies the work of the template creator</strong> (e.g., senior user) <strong>in preparing the parametric templates</strong>. Now, it is not necessary to manually create special parameters for modifying common properties such as welds, bolts, and materials.</li>\n  <li>Sometimes, you want to <strong>unify bolt grades or plates and weld material</strong> in the whole connection detail even when the <strong>parametric template is not used</strong>. It can be easily done either&nbsp;by multi-selecting in the tree and editing operations of the same type (nevertheless, in this case, it has to be done multiple times for each group of operations separately), or it is now possible <strong>to change the requested property</strong> or just check if the same property is used <strong>in one click</strong>.</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<p><em>Released in </em><a data-item-id=\"17d58b3b-ad50-4d8b-9be5-8c387010e618\" href=\"\"><em>IDEA StatiCa version 24.1</em></a><em>.</em></p>\n<p><br></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n7727e059_a44c_01ce_bd96_40976a9aacc3\"></object>\n<h2>Improvements of the predefined set</h2>\n<p>Several enhancements have been made to <strong>parametric templates created via the Wizard</strong> to improve usability, clarity, and model consistency.</p>\n<ul>\n  <li>Validation messages have been refined, only functional and relevant messages are now displayed, such as incorrect member type, cross-section compatibility, or load definition issues.</li>\n  <li>Message texts have also been rewritten for better readability and technical accuracy.</li>\n</ul>\n<figure data-asset-id=\"737a4cd3-cdfd-44d9-b4ef-6bdd0ed27699\" data-image-id=\"737a4cd3-cdfd-44d9-b4ef-6bdd0ed27699\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ae6b21b1-c930-4ad9-859f-f1753f5d321a/25-1%20predefined%20set%202.png\" data-asset-id=\"737a4cd3-cdfd-44d9-b4ef-6bdd0ed27699\" data-image-id=\"737a4cd3-cdfd-44d9-b4ef-6bdd0ed27699\" alt=\"\"></figure>\n<ul>\n  <li>Templates now correctly retain <strong>cross-section data</strong> for cleats and stiffening members, ensuring accurate geometry generation.</li>\n  <li><strong>Custom cross-sections (CSS) stored in the MPRL</strong> are included in templates and automatically applied to new models.</li>\n  <li>A new <strong>Workplane operation method, Intersection</strong>, allows templates to be used for members ending in both X+ and X– directions within Checkbot, with adjustable offset and positioning on the near or far edge of the related member.</li>\n</ul>\n<figure data-asset-id=\"618d872c-8d91-4f63-98b3-d45e7e9c17e2\" data-image-id=\"618d872c-8d91-4f63-98b3-d45e7e9c17e2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6c417587-c02f-4a0b-933f-9a3c4071f6ac/25-1%20predefined%20set%203.png\" data-asset-id=\"618d872c-8d91-4f63-98b3-d45e7e9c17e2\" data-image-id=\"618d872c-8d91-4f63-98b3-d45e7e9c17e2\" alt=\"\"></figure>\n<p>Thanks to this new function, templates are applicable at both ends in the Checkkbot.</p>\n<figure data-asset-id=\"dfb6b20b-9c5f-46b7-b003-b1ca968c6f89\" data-image-id=\"dfb6b20b-9c5f-46b7-b003-b1ca968c6f89\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c3991f2a-98fe-4c99-a1b7-a6875607d42d/25-1%20predefined%20set%204.png\" data-asset-id=\"dfb6b20b-9c5f-46b7-b003-b1ca968c6f89\" data-image-id=\"dfb6b20b-9c5f-46b7-b003-b1ca968c6f89\" alt=\"\"></figure>\n<p>Parametric templates can also be <a data-item-id=\"e8d3e9e8-0671-460a-bc80-22eb894538ca\" href=\"\">combined with each other or with standard manufacturing operations</a>.</p>\n<p><em>Released in </em><a data-item-id=\"44b90fbb-8348-4643-8966-823b2c71587b\" href=\"\"><em>IDEA StatiCa version 25.1</em></a><em>.</em></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"untitled_content_item_1085ffa\"></object>"
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                                                                                                                                                                                                            "value": "<h2>Cracking the connection design puzzle</h2>\n<p>As an expert in <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">connection design</a>, from time to time, you wonder how to solve a particular connection to satisfy the requests of all stakeholders.</p>\n<p>You may argue with me that most of the steel connections in your projects are more or less standard, and you can design them blindfolded or at least with the help of your connection design Green Book.&nbsp;</p>\n<p>But in the corner of your mind, you know it is not perfectly true. Often you have to sit down with your colleagues with a pencil and paper to sketch out various possibilities for a column-to-beam connection that looked soooo simple at first glance.&nbsp;</p>\n<p>And here the discussion started:&nbsp;</p>\n<p>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;\"We've always done it that way.\"</p>\n<p>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;\"This connection would be too expensive.\"</p>\n<p>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;\"You can't add bolts here. Welding there would be a much better option\".</p>\n<p>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;\"It should be rather semi-rigid than rigid.\"</p>\n<p>And then, you start searching for inspiration on how to solve such a connection safely and efficiently. First, within your office with your colleagues, then you start browsing and exploring your past projects.&nbsp;</p>\n<p>Somebody has to solve a similar issue before, right?&nbsp;</p>\n<p>And this is where IDEA StatiCa comes in.&nbsp;</p>\n<h2>Connection Library at your service</h2>\n<p><a data-item-id=\"d462d4fd-c84f-4b3b-8111-c248b270291b\" href=\"\"><strong>Connection Library</strong></a><strong> is a cloud application that provides you with 400,000+&nbsp;ideas for your connection designs</strong> from all around the world. Saying that, it is by far the world's largest database of steel connections.&nbsp;Available just at your fingertips. And for free...&nbsp;</p>\n<p>With the Connection Library, you can browse examples matching&nbsp;your project and <strong>find inspiration in seconds</strong>!&nbsp;</p>\n<p><strong>The use is pretty easy, just like 1-2-3.&nbsp;</strong></p>\n<h4>1. Define the geometry of your model</h4>\n<p>The whole database is segmented and filterable by a smart system of connection geometries. What does it mean? Using a few setting parameters, you can model your connection members quickly with a predefined set of cross-sections and filters.&nbsp;</p>\n<p>You can play with members, add them or remove, rotate, or adjust them. For each of them, you can select from 8 different types of cross-sections + one general, in case you are not sure yet.&nbsp;</p>\n<p>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;Do you need to add a hollow section? No problem!&nbsp;</p>\n<p>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;Did you say \"rectangular\"? Here you are!&nbsp;</p>\n<p>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;Change it to I-shape? Just click here.&nbsp;</p>\n<figure data-asset-id=\"e1a658ae-4ba2-46d8-ba48-7f8c3a369520\" data-image-id=\"e1a658ae-4ba2-46d8-ba48-7f8c3a369520\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6a3c1e2d-08d0-4c87-8802-396313c40d21/ConLib-step01-2.5x.gif\" data-asset-id=\"e1a658ae-4ba2-46d8-ba48-7f8c3a369520\" data-image-id=\"e1a658ae-4ba2-46d8-ba48-7f8c3a369520\" alt=\"\"></figure>\n<p>By the way, if you are not sure about your solution yet or you want to see the rich inspiration for the most popular connection types, you can just click on one of the <strong>four preselected models</strong> in the bottom right corner.&nbsp;</p>\n<h4>2. Browse potential candidates</h4>\n<p>Based on your model settings, you can start browsing thousands of connections with the same geometry. Obviously, the more precisely specified geometry, the more accurate the offer of solutions would be.&nbsp;</p>\n<figure data-asset-id=\"60697ce5-4c9f-4b1d-9253-cd19905778d1\" data-image-id=\"60697ce5-4c9f-4b1d-9253-cd19905778d1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/971c4360-91a6-4b20-b3a5-1857f609ecec/connection-library-v0-03d.PNG\" data-asset-id=\"60697ce5-4c9f-4b1d-9253-cd19905778d1\" data-image-id=\"60697ce5-4c9f-4b1d-9253-cd19905778d1\" alt=\"\"></figure>\n<p>If there are too many options, try to<strong> adjust filtering</strong>, refine your settings, or fine-tune connectors and features.&nbsp;</p>\n<p>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;Need only welded connections? Just set the right filter on/off.&nbsp;</p>\n<p>&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;&nbsp;Do you need to see only anchorings? One more click...</p>\n<figure data-asset-id=\"e8382292-814a-45d0-a4de-7102762ae730\" data-image-id=\"e8382292-814a-45d0-a4de-7102762ae730\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c80e68b1-8452-49b2-8d02-459e79d38874/connection-library-v0-01-filters1.png\" data-asset-id=\"e8382292-814a-45d0-a4de-7102762ae730\" data-image-id=\"e8382292-814a-45d0-a4de-7102762ae730\" alt=\"\"></figure>\n<p>If the offered examples are not matching perfectly, take a step back and adjust your initial model.&nbsp;</p>\n<h4>3. Explore details in a 3D view</h4>\n<p>The last step enables you to explore connection details and properties in the 3D view window. You can find similar connections and see how other engineers solved them.&nbsp;</p>\n<p><strong>To access the 3D view</strong>, <strong>you have to either have an IDEA StatiCa account</strong> already (you have the IDEA StatiCa desktop license, no matter if a commercial or free – educational or trial), or you can quickly <a data-item-id=\"0c872071-6a3f-4b99-8cd4-66440db9cc0d\" href=\"\">create a free account</a>, which allows you to explore the connection details.</p>\n<p>Besides the filter settings, you can also see according to which standard the connection had been designed.&nbsp;</p>\n<figure data-asset-id=\"d9678bf1-23da-425d-8e76-561722b61b32\" data-image-id=\"d9678bf1-23da-425d-8e76-561722b61b32\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/06240ec5-08e5-46d4-8c3d-5d74f4353e21/connection-library-v1-04.PNG\" data-asset-id=\"d9678bf1-23da-425d-8e76-561722b61b32\" data-image-id=\"d9678bf1-23da-425d-8e76-561722b61b32\" alt=\"\"></figure>\n<p>If you like the selected solution, get inspired, and you can try to model it in the IDEA StatiCa desktop app on your own.</p>\n<h2>Where are all these connections coming from?</h2>\n<p>As you can imagine, putting together such an extensive database of steel connections was not an easy task.&nbsp;</p>\n<p>Connection Library has been created by structural engineers for the global community of engineers, nurturing inspiration and simplifying their work, much like programmers share code for collective benefit.</p>\n<p>The <strong>Connection Library database comes from data gathered by another IDEA StatiCa cloud app called </strong><a data-item-id=\"509c9953-7d08-4da3-9b0e-1651eb8053ea\" href=\"\"><strong>Viewer</strong></a>, where engineers can share their project files. We took those connection designs, made them anonymous, and kept just the important bits like cross-sections, member geometry, and the building codes. No data from our desktop applications were used to build the Connection Library database.</p>\n<h2>Now it's your turn...</h2>\n<p><a href=\"https://connectionlibrary.ideastatica.com/\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">IDEA StatiCa Connection Library</a> is an (almost) endless source of inspiration for you. Take the plunge into testing, browse it, change geometries... Just do your best to find out what scenarios it can cover for you, your projects, and designs.&nbsp;</p>\n<p>Connection Library is a new tool, and as for every new project, <strong>we would love to hear your feedback</strong>.&nbsp;</p>\n<p>What do you like or dislike? How can it be improved, or what features should we add to it? 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                                                                                                                                                                                    "value": "<h2>1 New project</h2>\n<p>Launch&nbsp;<strong>IDEA StatiCa</strong>&nbsp;(<a data-item-id=\"0dff6482-3e17-4ca2-bb66-b4abc6a8dde4\" href=\"\">download the newest version</a>)&nbsp;and select the&nbsp;<strong>Connection&nbsp;</strong>application.</p>\n<p>Create a&nbsp;new&nbsp;project by selecting the starting template closest to the desired design. Fill in the name, select&nbsp;the steel grade <strong>S355</strong>,<strong> </strong>design code <strong>Eurocode</strong>, and <strong>Create project</strong>.</p>\n<figure data-asset-id=\"a6981427-9bf8-490c-81be-6b03c12d1876\" data-image-id=\"a6981427-9bf8-490c-81be-6b03c12d1876\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e0cf615f-2ba9-4da3-b09c-f086263ce42d/Buckling%20EN%201.png\" data-asset-id=\"a6981427-9bf8-490c-81be-6b03c12d1876\" data-image-id=\"a6981427-9bf8-490c-81be-6b03c12d1876\" alt=\"Template\"></figure>\n<p>Since we are using the EN code, set the <strong>metric units</strong> (see <a data-item-id=\"832da2a8-6d89-4598-84c5-dfc30515c634\" href=\"\">How to change the system of units</a>).</p>\n<h2>2 Geometry</h2>\n<p>Start with the modification of the cross-section of the horizontal member <strong>C</strong>. Use the <strong>right-mouse-click </strong>on the member in the scene or the <strong>pen </strong>button in properties to change the cross-section of the same shape.</p>\n<figure data-asset-id=\"eb89c3cf-1e2e-49ed-9f00-d8d991a17052\" data-image-id=\"eb89c3cf-1e2e-49ed-9f00-d8d991a17052\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d8b5815e-0b69-4fda-9c68-a6b9fb7bc2a3/Buckling%20EN%202.png\" data-asset-id=\"eb89c3cf-1e2e-49ed-9f00-d8d991a17052\" data-image-id=\"eb89c3cf-1e2e-49ed-9f00-d8d991a17052\" alt=\"Define cross section\"></figure>\n<p>Select <strong>IPE220</strong> from the library.</p>\n<figure data-asset-id=\"1962f105-568e-4bb0-90fb-ebae342a4384\" data-image-id=\"1962f105-568e-4bb0-90fb-ebae342a4384\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/81c5bfa0-78bd-40af-84b6-2b5c40b8c15d/Buckling%20EN%203.png\" data-asset-id=\"1962f105-568e-4bb0-90fb-ebae342a4384\" data-image-id=\"1962f105-568e-4bb0-90fb-ebae342a4384\" alt=\"\"></figure>\n<p>Now, change the cross-section of the vertical member <strong>B</strong> to another shape, again using the <strong>right-mouse button </strong>on the member in the scene or the <strong>plus </strong>button in properties.</p>\n<figure data-asset-id=\"780f2d25-9529-4cda-ac61-990ded157d6e\" data-image-id=\"780f2d25-9529-4cda-ac61-990ded157d6e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7a259f08-4777-4592-a3e5-911e4b045679/Buckling%20EN%204.png\" data-asset-id=\"780f2d25-9529-4cda-ac61-990ded157d6e\" data-image-id=\"780f2d25-9529-4cda-ac61-990ded157d6e\" alt=\"\"></figure>\n<p>Choose the <strong>rectangular hollow sections</strong> group and confirm the <strong>RHS120/80/8.0 </strong>type of<strong> </strong>cross-section.</p>\n<figure data-asset-id=\"30aff843-d523-4e11-b51e-84f59974f956\" data-image-id=\"30aff843-d523-4e11-b51e-84f59974f956\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f5a8b898-5ab6-475d-8c8f-f47a198e1006/Buckling%20EN%205.png\" data-asset-id=\"30aff843-d523-4e11-b51e-84f59974f956\" data-image-id=\"30aff843-d523-4e11-b51e-84f59974f956\" alt=\"\"></figure>\n<p>Now, you can modify the properties of member <strong>B</strong>. Set the <strong>Model type</strong> to <strong>N-Vy-Vz</strong> and the parameter <strong>Forces in</strong> to <strong>Bolts</strong>.</p>\n<figure data-asset-id=\"5c347a47-b1b2-473f-9a21-9715f4b7e8b3\" data-image-id=\"5c347a47-b1b2-473f-9a21-9715f4b7e8b3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/36ec5a55-6b73-4393-be03-7797fefdcbd5/2_4.png\" data-asset-id=\"5c347a47-b1b2-473f-9a21-9715f4b7e8b3\" data-image-id=\"5c347a47-b1b2-473f-9a21-9715f4b7e8b3\" alt=\"\"></figure>\n<p>Read more about the Model type and Forces in parameters in <a data-item-id=\"ac982d36-e45a-5d9f-93f8-344206647dc4\" href=\"\">How to model a single bolt connection (Model type)</a> and <a data-item-id=\"a25875d5-40c2-5ae8-8919-18016fad28ff\" href=\"\">How to define correct load position (Forces in)</a> articles.</p>\n<h2>3 Load effects</h2>\n<p>Let’s continue with the <a data-item-id=\"3eca9f92-b870-40f1-b11b-dd1ba61acb5a\" href=\"\">Load effects</a>. Load effect <strong>LE1</strong> was automatically added. Input <strong>-40 kN</strong> of normal force <strong>N [kN]</strong> for member <strong>B / End</strong> in the tab and <strong>-20 kN</strong> of shear force <strong>Vz [kN]</strong> for both ends of member C<strong> (C / Begin, C / End).</strong></p>\n<figure data-asset-id=\"724d1d4c-5f2b-4b29-b421-de33c6e0129e\" data-image-id=\"724d1d4c-5f2b-4b29-b421-de33c6e0129e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ce6184cb-f9d6-45ae-845f-212754f5955a/3_5.png\" data-asset-id=\"724d1d4c-5f2b-4b29-b421-de33c6e0129e\" data-image-id=\"724d1d4c-5f2b-4b29-b421-de33c6e0129e\" alt=\"\"></figure>\n<h2>4 Design</h2>\n<p>Now define the manufacturing operations. Click on the <strong>Operations</strong> icons in the ribbon (alternatively, right-click on Operations in the tree of entities and New operation).</p>\n<figure data-asset-id=\"918e50e7-cb2f-446f-8ffc-2fd20f1b9906\" data-image-id=\"918e50e7-cb2f-446f-8ffc-2fd20f1b9906\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/df42ea81-dc79-4ce9-80f9-0b0ff06b639e/Buckling%20EN%206.png\" data-asset-id=\"918e50e7-cb2f-446f-8ffc-2fd20f1b9906\" data-image-id=\"918e50e7-cb2f-446f-8ffc-2fd20f1b9906\" alt=\"\"></figure>\n<p>Select the <strong>Connecting plate</strong> operation from the list of available manufacturing operations.</p>\n<figure data-asset-id=\"5b22483b-0119-4c16-ac4b-2ea7d7c4c6bc\" data-image-id=\"5b22483b-0119-4c16-ac4b-2ea7d7c4c6bc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3ea4de54-c8ac-4b5a-9acc-8505cbc741a4/Buckling%20analysis%20EN%204-2.png\" data-asset-id=\"5b22483b-0119-4c16-ac4b-2ea7d7c4c6bc\" data-image-id=\"5b22483b-0119-4c16-ac4b-2ea7d7c4c6bc\" alt=\"\"></figure>\n<p>Now, define the properties of the connecting plate <strong>CPL1</strong>. Change the <strong>Thickness </strong>of the gusset plate and connecting plate to <strong>6 mm</strong>, the <strong>Width </strong>of the gusset plate and connecting plate to <strong>140 mm</strong>, change the <strong>Type </strong>of the connecting plate to the <strong>Notched member </strong>and choose the <strong>M16 8.8 </strong>bolts.</p>\n<figure data-asset-id=\"b479a56c-54a3-42be-baf4-35190ae5c073\" data-image-id=\"b479a56c-54a3-42be-baf4-35190ae5c073\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d27ab005-6f40-4a8f-8df0-3b34106a194e/Buckling%20analysis%20EN%204-4.png\" data-asset-id=\"b479a56c-54a3-42be-baf4-35190ae5c073\" data-image-id=\"b479a56c-54a3-42be-baf4-35190ae5c073\" alt=\"\"></figure>\n<p>The model is ready to be analyzed.</p>\n<h2>5 Calculation and Check</h2>\n<p>Navigate to the <strong>Check</strong> tab at the top ribbon and start the calculation of both the EPS (stress/strain) and buckling<strong> </strong>analysis under the <strong>Calculate </strong>and <strong>Stress/strain - Buckling</strong> command.</p>\n<figure data-asset-id=\"e6141b1c-210d-41d5-80cd-65308c7a2d36\" data-image-id=\"e6141b1c-210d-41d5-80cd-65308c7a2d36\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b59b8c6f-21f3-45ef-9a02-37891c6e49ca/Buckling%20EN%208.png\" data-asset-id=\"e6141b1c-210d-41d5-80cd-65308c7a2d36\" data-image-id=\"e6141b1c-210d-41d5-80cd-65308c7a2d36\" alt=\"Buckling Calculation\"></figure>\n<p>Turn on the <strong>Buckling shape</strong>, <strong>Mesh</strong>, and <strong>Deformed</strong> view. The tab of critical buckling factors is provided in the <strong>Buckling </strong>tab.</p>\n<figure data-asset-id=\"99fb82fd-f2f9-426c-9c3b-8d52eb23f0df\" data-image-id=\"99fb82fd-f2f9-426c-9c3b-8d52eb23f0df\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9ff9b326-990c-4861-b110-5400ea76a950/Buckling%20EN%207.png\" data-asset-id=\"99fb82fd-f2f9-426c-9c3b-8d52eb23f0df\" data-image-id=\"99fb82fd-f2f9-426c-9c3b-8d52eb23f0df\" alt=\"\"></figure>\n<p>By clicking on each row in the tab of critical buckling factors, you can browse the deformed shapes in the 3D window and analyze them visually.</p>\n<p>To understand the results of the analysis, please read the recommended documents, such as the <a data-item-id=\"c0240dcc-a0cd-4544-ab35-b69b96dd548f\" href=\"\">Theoretical Background</a> or <a data-item-id=\"86394c07-159a-5b98-b6ac-480ac7517b35\" href=\"\">Global buckling vs. local buckling. What does it mean?</a> article, or <a data-item-id=\"7264c6af-2992-4866-b1e4-b8ca79ab1c57\" href=\"\">Buckling needs critical thinking!</a> blogpost.</p>\n<p>Since this is a case of global buckling and the buckling factor is lower than 15, you should use one of the further measures:</p>\n<ul>\n  <li>Simulate the 2nd order effects - add extra shear load perpendicular to the gusset plate as a destabilizing force due to eccentricities with the magnitude of <em>V = N / </em>10 in the location of the bolt group center; A suggestion for this type of connection can be found in the <a data-item-id=\"ae41f5ca-d7b8-41d8-8cad-e9dfb222f5a1\" href=\"\">Gusset plate design in IDEA StatiCa Connection</a>&nbsp;article.</li>\n  <li>or strengthen the connection and recalculate the buckling analysis to ensure the critical buckling factor is higher than 15,</li>\n  <li>or use a different analysis or approach to ensure the buckling is not dangerous for the designed connection.</li>\n</ul>\n<p>We will use the first measure. Go back to <strong>Design</strong>, open the load effect <strong>LE1,</strong> and input <strong>4 kN </strong>of shear force <strong>Vy</strong> to <strong>B / End </strong>and <strong>-2 kN</strong> of shear force <strong>Vy</strong> to <strong>C / Begin</strong> and <strong>C / End</strong>.</p>\n<figure data-asset-id=\"a85bebf0-13d6-4581-87d6-d01b4772145f\" data-image-id=\"a85bebf0-13d6-4581-87d6-d01b4772145f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bde6bc87-242e-4712-af8d-0c9ce07311f2/Buckling%20analysis%20EN%205-3.png\" data-asset-id=\"a85bebf0-13d6-4581-87d6-d01b4772145f\" data-image-id=\"a85bebf0-13d6-4581-87d6-d01b4772145f\" alt=\"\"></figure>\n<p>Recalculate the<strong> </strong>Stress/strain analysis (no more buckling analysis needed). The overall results show the connection passes all the code checks.</p>\n<figure data-asset-id=\"4fdee87e-a510-483b-bfa8-f2a52e4ce1db\" data-image-id=\"4fdee87e-a510-483b-bfa8-f2a52e4ce1db\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6bc2d3d3-2a37-44b9-a0f0-be3754116f8d/results%20image%20with%20Vz%20force.png\" data-asset-id=\"4fdee87e-a510-483b-bfa8-f2a52e4ce1db\" data-image-id=\"4fdee87e-a510-483b-bfa8-f2a52e4ce1db\" alt=\"\"></figure>\n<h2>6 Report</h2>\n<p>As the last step, go to the tab <strong>Report </strong>and <strong>Generate </strong>it. IDEA StatiCa offers a fully customizable report to print out or save in an editable format.</p>\n<figure data-asset-id=\"6889fb28-efbf-405a-bf08-7d57aef2eadb\" data-image-id=\"6889fb28-efbf-405a-bf08-7d57aef2eadb\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c6479af2-d8db-45aa-8304-f4b0ade98bd1/Buckling%20EN%209.png\" data-asset-id=\"6889fb28-efbf-405a-bf08-7d57aef2eadb\" data-image-id=\"6889fb28-efbf-405a-bf08-7d57aef2eadb\" alt=\"\"></figure>\n<p>You have designed and code-checked a structural steel joint according to Eurocode (EN).</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"buckling_analysis__en__924b4d1\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"campus_cta\"></object>"
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                                                                                                                                                                                            "value": "<p>How often have you faced a situation when you were dealing with a complex project topology, difficult steel connections, unconventional structural stability situation, or something else not covered by books? Join our Wednesdays’ regular webinars and find out more about our software and its breakthrough CBFEM technology.</p>\n<p>During the webinar, you will see an explanation of buckling results in IDEA StatiCa. Together, we will take a trip through buckling shapes and factors of the critical load. Let´s look at the issue of local and global buckling and also thin-walled members. Maybe it’s time to start playing with the connections, not to fight them.</p>\n<p>Join our experienced Product Engineers and calculate yesterday’s estimates!</p>\n<h2>Webinar recording</h2>"
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                                                                                                                                                                            "value": "<h2>Introduction</h2>\n<p>When designing the structure to resist the seismic load case combination, the engineer must choose a concept:</p>\n<ul>\n  <li>Low dissipative structural behavior\n    <ul>\n      <li><em>q</em> = 1 to 2 (section class 4 → <em>q</em> = 1)</li>\n      <li>No special requirements for steel structures</li>\n      <li>Ductility class low (DCL)</li>\n    </ul>\n  </li>\n  <li>Dissipative structural behavior\n    <ul>\n      <li><em>q</em> ≤ 4 – Ductility class medium (DCM), section class 1, 2</li>\n      <li><em>q</em> &gt; 4 – Ductility class high (DCH), section class 1</li>\n    </ul>\n  </li>\n</ul>\n<p>For low dissipative structural behavior, no special requirements are necessary, and usual connection checks are required. However, for high seismic loads, designing a structure resisting remaining in an elastic state is unfeasible, and dissipative structural behavior is necessary. The Member Capacity Design analysis in IDEA StatiCa Connection is meant for such behavior.</p>\n<p>Possible structural types of seismic resisting systems allowed in EN 1998-1 are:</p>\n<ul>\n  <li>Moment resisting frames (MRF)\n    <ul>\n      <li>plastic hinges at the ends of beams or in the connections of the beams to columns</li>\n      <li>plastic hinges may also be:\n        <ul>\n          <li>at the column base</li>\n          <li>at the top of the column in the upper floor</li>\n        </ul>\n      </li>\n    </ul>\n  </li>\n  <li>Frames with concentric bracings (CBF):\n    <ul>\n      <li>dissipative zones are located in the diagonals in tension</li>\n    </ul>\n  </li>\n  <li>Frames with eccentric bracings (EBF):\n    <ul>\n      <li>dissipative zones in seismic links, mostly in beams</li>\n    </ul>\n  </li>\n  <li>Inverted pendulum structures</li>\n  <li>Steel structures associated with concrete cores or concrete walls</li>\n  <li>Dual frames made of moment-resisting frames combined with braced frames\n    <ul>\n      <li>MRF contributes &gt; 25 % to total strength and stiffness</li>\n    </ul>\n  </li>\n  <li>Moment-resisting frames combined with reinforced concrete infills</li>\n</ul>\n<h2>Determination of seismic load cases</h2>\n<p>Internal forces for seismic load combination may be determined by one of the following methods of structural seismic analysis:</p>\n<ul>\n  <li>Lateral force method</li>\n  <li>Linear modal response spectrum analysis</li>\n  <li>Nonlinear static pushover analysis</li>\n  <li>Nonlinear time-history dynamic analysis</li>\n</ul>\n<p>Using linear modal response spectrum analysis causes internal forces to “lose signs” due to the method of square root of sum of squares (SRSS). The signs should be reobtained by the lateral force method – the joint in IDEA StatiCa must be in equilibrium. The seismic loads are in the accidental load combination, and the structure is analyzed. The joints are designed using standard Stress, strain analysis (EPS) in IDEA StatiCa Connection.</p>\n<p>Furthermore, non-dissipative members must be able to safely, without significant deformations, transfer forces necessary to create the plastic hinges in dissipative members. This additional check is performed in Member Capacity Design analysis (MC).</p>\n<h2>Capacity design</h2>\n<p>The objective of capacity design is to confirm a building undergoes controlled ductile behavior in order to avoid collapse in a design-level earthquake. This involves designing the structure to allow ductile failure at key predictable locations within the structure and to prevent other failure types occurring near these locations or elsewhere in the structure.</p>\n<p>In other words, in a structure that contains both brittle and ductile elements, capacity design is a method to provide the structure with an overall ductile characteristic.</p>\n<p>Some members are considered as dissipative and others non-dissipative. Connections are usually non-dissipative but in some cases may be dissipative. Dissipative elements are expected to undergo significant plastic deformations during seismic load case, the seismic energy may be depleted at these deformations, and the seismic load is therefore significantly lower. On the other hand, dissipative elements must be able to withstand the cyclic strains without any cracks, and all non-dissipative elements must be able to transfer the load induced by dissipative elements. To ensure the formation of plastic hinge in the dissipative member, the probable yield strength is used instead of nominal yield strength, and sometimes, especially for beams in MRFs, also strain-hardening is taken into account. Thus, the strength of dissipative members is taken as:</p>\n<p>\\(f_{y,max} = \\gamma_{sh} \\cdot \\gamma_{ov} \\cdot f_y \\) (EN)</p>\n<p>\\(F_{y,max}= C_{pr} \\cdot R_y \\cdot F_y \\) (AISC)</p>\n<p>where:</p>\n<ul>\n  <li><em>γ</em><sub>sh</sub> – strain-hardening factor, equal to 1.1 in EN 1998-1 and 1.2 in EN 1993-1-8; value 1.2 is recommended in ECCS manuals because it corresponds better to steel grades used for seismic applications; editable at dissipative element function</li>\n  <li><em>γ</em><sub>ov</sub> – overstrength factor, recommended value is 1.25; editable in materials</li>\n  <li>\\(C_{pr} = \\frac{F_y + F_u}{2 \\cdot F_y}\\)&nbsp;– strain-hardening factor – AISC 358-16 (2.4-2); may be turned on or off at dissipative element function</li>\n  <li><em>R</em><sub>y</sub> – ratio of probable to minimal yield strength – AISC 341-16 – Table A3.1; editable in materials</li>\n</ul>\n<p>Ultimate (tensile) strength is also modified for elements selected as dissipative:</p>\n<p>\\(f_{u,max}= \\gamma_ov \\cdot f_u \\) (EN)</p>\n<p>\\(F_{u,max} = R_t \\cdot F_u \\) (AISC)</p>\n<p>where:</p>\n<ul>\n  <li><em>γ</em><sub>ov</sub> – overstrength factor, recommended value is 1.25; editable in materials</li>\n  <li><em>R</em><sub>u</sub> – ratio of probable to minimal tensile strength – AISC 341-16 – Table A3.1; editable in materials</li>\n</ul>\n<p>All the factors are modifiable allowing user a great degree of freedom. Moreover, multiple overstrength functions may be created with varying properties, but one plate may be selected only once. The strain-hardening factor is typically not used (equal to 1) for the analysis of braced frames. Note that safety (resistance/capacity) factors are not used for dissipative elements (members or plates with applied overstrength function).</p>\n<h2>Case study: Moment resisting frames</h2>\n<p>Typically, the beam is a dissipative member, in which plastic hinge is meant to form, and connection and the column are non-dissipative elements, which must remain without significant deformations. The beam is loaded by the load necessary to form plastic hinge in the beam with probable yield strength and by the corresponding shear force:</p>\n<p>\\[ M_{Ed} = f_{y,max} \\cdot W_{pl} \\]</p>\n<p>\\[V_{Ed} = \\frac{2M_{Ed}}{L_h} + V_{gravity} \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>W</em><sub>pl</sub> – plastic section modulus of the beam</li>\n  <li><em>L</em><sub>h</sub> – distance between two plastic hinges on the beam</li>\n  <li><em>V</em><sub>gravity</sub> – shear force due to gravity loading in the seismic combination</li>\n</ul>\n<figure data-asset-id=\"60d63b32-e0ab-41e1-b674-903365151edd\" data-image-id=\"60d63b32-e0ab-41e1-b674-903365151edd\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/483ccbcc-0aaf-4302-be41-45b5bf3074b6/plastic%20hinge.png\" data-asset-id=\"60d63b32-e0ab-41e1-b674-903365151edd\" data-image-id=\"60d63b32-e0ab-41e1-b674-903365151edd\" alt=\"Plastic hinge\"></figure>\n<p>Note that if a double-sided beam-to-column joint is used, the forces must be from the same load case with correct directions, e.g.:</p>\n<figure data-asset-id=\"1496a1bc-2d5e-41ef-89e5-4447eeaf64c5\" data-image-id=\"1496a1bc-2d5e-41ef-89e5-4447eeaf64c5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/582bcac7-9ba5-48d1-bc9b-cf153db4dfad/CD_Loads.png\" data-asset-id=\"1496a1bc-2d5e-41ef-89e5-4447eeaf64c5\" data-image-id=\"1496a1bc-2d5e-41ef-89e5-4447eeaf64c5\" alt=\"Loads\"></figure>\n<figure data-asset-id=\"15fd28dd-c0c2-43bf-95ea-b445526a323c\" data-image-id=\"15fd28dd-c0c2-43bf-95ea-b445526a323c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d766deab-f4a5-4454-84cf-39ea37c6773a/CD_two%20members.png\" data-asset-id=\"15fd28dd-c0c2-43bf-95ea-b445526a323c\" data-image-id=\"15fd28dd-c0c2-43bf-95ea-b445526a323c\" alt=\"Capacity design - two members\"></figure>\n<p>The shear forces are typically applied at the node for rigid joints. But the applied corresponding shear force is decreasing the bending moment at the plastic hinge. The moment at the plastic hinge is calculated as \\(M_{Ed} = f_{y,max} \\cdot W_{pl}\\)&nbsp;and the bending moment <em>M</em><sub>y</sub> at the node is increased by the shear force <em>V</em><sub>z</sub> to \\( M_y = f_{y,max} \\cdot W_{pl} + V_z \\cdot s_h \\)&nbsp;where <em>s</em><sub>h</sub> is the distance between the node and the location of the plastic hinge. AISC&nbsp;358 specifies the value <em>s</em><sub>h</sub> but for the distance between the column face and the plastic hinge.</p>\n<p>Another option is to set \\(M_y = f_{y,max} \\cdot W_{pl} \\)&nbsp;and set the position of shear force at the location of the intended plastic hinge (Model &gt; Forces in &gt; Position).</p>\n<figure data-asset-id=\"daaac3d7-2c87-489c-8104-499dad282eff\" data-image-id=\"daaac3d7-2c87-489c-8104-499dad282eff\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/06316641-4318-4a33-8fd4-527696997791/CD_moment%20at%20hinge.png\" data-asset-id=\"daaac3d7-2c87-489c-8104-499dad282eff\" data-image-id=\"daaac3d7-2c87-489c-8104-499dad282eff\" alt=\"Capacity design - moment in a hinge\"></figure>\n<p>There may be other non-dissipative members connected to the joint. Such members should be loaded by gravity loads from the accidental seismic load combination.</p>\n<h2>Detailing</h2>\n<p>Detailing rules specified in relevant codes are not checked in IDEA StatiCa Connection and must be followed. Resistance against low-cyclic fatigue of many seismic-resistant joints was validated by experimental testing. Especially weld details are prone to fatigue cracking, and only a standard weld check is not enough for connections of dissipative members. Examples of weld details prescribed in project EQUALJOINTS are shown below.</p>\n<p><strong>Weld details of the groove full penetration welds of extended stiffened and unstiffened end-plate beam-to-column joints:</strong></p>\n<figure data-asset-id=\"19efeda2-718d-487d-a239-43445fadd4fc\" data-image-id=\"19efeda2-718d-487d-a239-43445fadd4fc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a853b6cd-c344-4e92-80e9-b23c2362d4d9/CD_weld%20detailing1.png\" data-asset-id=\"19efeda2-718d-487d-a239-43445fadd4fc\" data-image-id=\"19efeda2-718d-487d-a239-43445fadd4fc\" alt=\"Detailing - welds\"></figure>\n<p><strong>Weld details for haunched extended end-plate joints:</strong></p>\n<figure data-asset-id=\"425946b4-0372-491d-99be-8e952ddf8127\" data-image-id=\"425946b4-0372-491d-99be-8e952ddf8127\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8917a6f8-2112-4a1f-87f9-b4f2b20af6a7/CD_weld%20detailing2.png\" data-asset-id=\"425946b4-0372-491d-99be-8e952ddf8127\" data-image-id=\"425946b4-0372-491d-99be-8e952ddf8127\" alt=\"Detailing\"></figure>\n<p><strong>Dog bone</strong></p>\n<figure data-asset-id=\"da4f1f2b-a663-47b2-bfb9-bbc918c603d1\" data-image-id=\"da4f1f2b-a663-47b2-bfb9-bbc918c603d1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/de1d2560-4775-4b55-9f51-77420a39ad88/CD_dog%20bone.png\" data-asset-id=\"da4f1f2b-a663-47b2-bfb9-bbc918c603d1\" data-image-id=\"da4f1f2b-a663-47b2-bfb9-bbc918c603d1\" alt=\"Dog bone\"></figure>\n<p>Beam flange width: &nbsp;<em>b</em><sub>f</sub>&nbsp;</p>\n<p>Beam depth: &nbsp;<em>d</em><sub>b</sub></p>\n<p>Maximum depth of the flange cut: &nbsp;<em>c</em> = 0.25 <em>b</em><sub>f</sub>&nbsp;</p>\n<p>Recommended depth of the flange cut: &nbsp;<em>c</em> = 0.20 <em>b</em><sub>f</sub></p>\n<p>Distance between column face and beginning of reduced beam section: &nbsp;<em>a</em> = 0.6 <em>b</em><sub>f</sub></p>\n<p>Length over which the flange is reduced: &nbsp;s = 0.75 <em>d</em><sub>b</sub></p>\n<h2>The rotational capacity of the connection</h2>\n<p>IDEA StatiCa Connection provides Moment-rotation diagrams for any connected member. Stiffness analysis gives (not only) the following results:</p>\n<ul>\n  <li>Initial stiffness</li>\n  <li>Limit capacity for 5% plastic strain</li>\n  <li>Rotational capacity for 15% plastic strain</li>\n</ul>\n<p>All of them are important for the proper seismic design of the connection. Rotational capacity (rotation <em>ϕ</em><em><sub>c</sub></em>) is used for the evaluation of the ductility of the connection. The given value can be compared with the values recommended in design codes.</p>\n<figure data-asset-id=\"7f4258bd-3c6c-4724-853f-a141b761564e\" data-image-id=\"7f4258bd-3c6c-4724-853f-a141b761564e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7b265bed-2ef8-4271-b2a1-ba058b80e6df/CD_ductility.png\" data-asset-id=\"7f4258bd-3c6c-4724-853f-a141b761564e\" data-image-id=\"7f4258bd-3c6c-4724-853f-a141b761564e\" alt=\"Ductility\"></figure>\n<h2>Summary</h2>\n<p>The joint intended as a part of a seismic resisting system with dissipative structural behavior has to be checked against:</p>\n<ul>\n  <li>standard load combinations (EPS analysis)</li>\n  <li>accidental seismic load combination (EPS analysis)</li>\n  <li>load necessary to form a plastic hinge in the dissipative member (MC analysis)</li>\n</ul>\n<p>Code specified detailing rules must be followed.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n3e5360ff_d1e3_018e_2faf_8b625157c3c6\"></object>\n<h2>References:</h2>\n<ul>\n  <li>EN 1998-1 Chapter 6: Specific rules for steel buildings</li>\n  <li>EN 1993-1-8</li>\n  <li>ACI 341-16 <a href=\"https://www.aisc.org/globalassets/aisc/publications/standards/seismic-provisions-for-structural-steel-buildings-ansi-aisc-341-16.pdf\">https://www.aisc.org/globalassets/aisc/publications/standards/seismic-provisions-for-structural-steel-buildings-ansi-aisc-341-16.pdf</a></li>\n  <li>ACI 358-18 <a href=\"https://www.aisc.org/globalassets/aisc/publications/standards/a358-18w.pdf\">https://www.aisc.org/globalassets/aisc/publications/standards/a358-18w.pdf</a></li>\n  <li>ACI 360-16 <a href=\"https://www.aisc.org/globalassets/aisc/publications/standards/a360-16-spec-and-commentary.pdf\">https://www.aisc.org/globalassets/aisc/publications/standards/a360-16-spec-and-commentary.pdf</a></li>\n  <li>CSA S16-14</li>\n</ul>\n<p><br></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"take_idea_statica_24_0_for_a_test_drive_today\"></object>"
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                                                                                                                                            "value": "<h2>1 New project</h2>\n<p>Let’s launch <strong>IDEA StatiCa</strong> and select application <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\"><strong>Connection</strong></a>. Create a new project by selecting a starting template closest to the desired design, filling in the name, and choosing the design code and default material properties – A992.</p>\n<figure data-asset-id=\"93381f9a-ebde-42b6-95a5-7056123a46d8\" data-image-id=\"93381f9a-ebde-42b6-95a5-7056123a46d8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/30a58e3a-dab5-4512-a3c1-fc24f63b004d/footing%20with%20diagonal.png\" data-asset-id=\"93381f9a-ebde-42b6-95a5-7056123a46d8\" data-image-id=\"93381f9a-ebde-42b6-95a5-7056123a46d8\" alt=\"\"></figure>\n<p>Since you work under the AISC code, set the <strong>imperial units</strong> (see <a data-item-id=\"832da2a8-6d89-4598-84c5-dfc30515c634\" href=\"\">How to change the system of units</a>).</p>\n<h2>2 Geometry</h2>\n<p>A column and a base plate with anchors were automatically added. Before continuing, make sure to explode the parametric template as shown below.</p>\n<figure data-asset-id=\"cf2d1b80-9def-4e3c-aba1-b6f03c0321a6\" data-image-id=\"cf2d1b80-9def-4e3c-aba1-b6f03c0321a6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/db65148a-a4c1-43f4-87d8-5e2443a91cf5/explode.png\" data-asset-id=\"cf2d1b80-9def-4e3c-aba1-b6f03c0321a6\" data-image-id=\"cf2d1b80-9def-4e3c-aba1-b6f03c0321a6\" alt=\"\"></figure>\n<p>First, change the <a data-item-id=\"a93fbea4-d814-5dcb-aa9e-35315063cb88\" href=\"\">cross-section</a> of the column.</p>\n<figure data-asset-id=\"380cae46-a3a3-4418-a1a5-4099f927ff05\" data-image-id=\"380cae46-a3a3-4418-a1a5-4099f927ff05\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8324fc8a-1389-4016-b69d-464edede9309/Footing%20with%20diagonal%20%28AISC%29_03.png\" data-asset-id=\"380cae46-a3a3-4418-a1a5-4099f927ff05\" data-image-id=\"380cae46-a3a3-4418-a1a5-4099f927ff05\" alt=\"Wide flange profile selection\"></figure>\n<p>And modify its offset in ex direction.</p>\n<figure data-asset-id=\"4a224ad2-58cb-4b97-839e-895b08f69147\" data-image-id=\"4a224ad2-58cb-4b97-839e-895b08f69147\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8410a514-e7ca-4981-86d7-775fbedf8b27/Footing%20with%20diagonal%20%28AISC%29_04.png\" data-asset-id=\"4a224ad2-58cb-4b97-839e-895b08f69147\" data-image-id=\"4a224ad2-58cb-4b97-839e-895b08f69147\" alt=\"Offset modification in base plate\"></figure>\n<p>Then add a new <a data-item-id=\"e2fb6b14-f5e4-4b81-8322-71acd2cdf487\" href=\"\">member</a>.</p>\n<figure data-asset-id=\"9d49e1ce-de36-4743-b393-2b95988a6847\" data-image-id=\"9d49e1ce-de36-4743-b393-2b95988a6847\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/74e62548-9bb9-40c9-912c-d8ba22802a82/Footing%20with%20diagonal%20%28AISC%29_05.png\" data-asset-id=\"9d49e1ce-de36-4743-b393-2b95988a6847\" data-image-id=\"9d49e1ce-de36-4743-b393-2b95988a6847\" alt=\"New member icon\"></figure>\n<p>And change its cross-section to HSS3X3X1/4 and material to A500 Grade C shaped</p>\n<figure data-asset-id=\"c6f29a39-6193-4430-9064-9d67b9cea33a\" data-image-id=\"c6f29a39-6193-4430-9064-9d67b9cea33a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8ceb0c72-e1e3-4126-b006-1a641e64240d/Footing%20with%20diagonal%20%28AISC%29_06.png\" data-asset-id=\"c6f29a39-6193-4430-9064-9d67b9cea33a\" data-image-id=\"c6f29a39-6193-4430-9064-9d67b9cea33a\" alt=\"HSS profile selection\"></figure>\n<figure data-asset-id=\"f2af0000-35ce-47a8-bee8-61c0b1ead7e2\" data-image-id=\"f2af0000-35ce-47a8-bee8-61c0b1ead7e2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9fa3df4f-83e5-423d-870d-6a967acf5163/Footing%20with%20diagonal%20%28AISC%29_07.png\" data-asset-id=\"f2af0000-35ce-47a8-bee8-61c0b1ead7e2\" data-image-id=\"f2af0000-35ce-47a8-bee8-61c0b1ead7e2\" alt=\"Material selection A500\"></figure>\n<p>Change the <strong>member pitch angle</strong> and set the <strong>model type</strong> to N-Vy-Vz since this member will act in tension/compression only as a pinned bracing diagonal.</p>\n<figure data-asset-id=\"a1b36580-d896-4555-aaf2-2179ff11d568\" data-image-id=\"a1b36580-d896-4555-aaf2-2179ff11d568\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d70e32b0-262d-4b1e-93f3-bef1ab57c51d/Footing%20with%20diagonal%20%28AISC%29_08.png\" data-asset-id=\"a1b36580-d896-4555-aaf2-2179ff11d568\" data-image-id=\"a1b36580-d896-4555-aaf2-2179ff11d568\" alt=\"Bracing member properties\"></figure>\n<p>Add another member, change its cross-section to W8X40, and modify its properties.</p>\n<figure data-asset-id=\"be11b625-8e66-4e07-9300-45150bfc3de9\" data-image-id=\"be11b625-8e66-4e07-9300-45150bfc3de9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/aabe2c5d-8eed-4d82-bd22-6f50e60a79e9/Footing%20with%20diagonal%20%28AISC%29_09.png\" data-asset-id=\"be11b625-8e66-4e07-9300-45150bfc3de9\" data-image-id=\"be11b625-8e66-4e07-9300-45150bfc3de9\" alt=\"Add new steel member\"></figure>\n<figure data-asset-id=\"eb0274d3-62cf-4d13-a2fc-e3629750b9de\" data-image-id=\"eb0274d3-62cf-4d13-a2fc-e3629750b9de\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c1509029-66ce-4e98-927a-67a62bea5014/Footing%20with%20diagonal%20%28AISC%29_10.png\" data-asset-id=\"eb0274d3-62cf-4d13-a2fc-e3629750b9de\" data-image-id=\"eb0274d3-62cf-4d13-a2fc-e3629750b9de\" alt=\"Modification and selection of profile section\"></figure>\n<figure data-asset-id=\"2369e711-81a5-42b3-8b4b-b2b14cfb8c6f\" data-image-id=\"2369e711-81a5-42b3-8b4b-b2b14cfb8c6f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9862540b-d6d9-47c3-b165-1310e3a4dbbe/Footing%20with%20diagonal%20%28AISC%29_11.png\" data-asset-id=\"2369e711-81a5-42b3-8b4b-b2b14cfb8c6f\" data-image-id=\"2369e711-81a5-42b3-8b4b-b2b14cfb8c6f\" alt=\"Modify properties of wide flange member\"></figure>\n<p>Check the geometry of all added members.</p>\n<figure data-asset-id=\"f8f4dff5-b3bd-47d9-ae98-471da170a96a\" data-image-id=\"f8f4dff5-b3bd-47d9-ae98-471da170a96a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b5ebddc1-1abf-4509-b4cd-9097293eae9d/Footing%20with%20diagonal%20%28AISC%29_12.png\" data-asset-id=\"f8f4dff5-b3bd-47d9-ae98-471da170a96a\" data-image-id=\"f8f4dff5-b3bd-47d9-ae98-471da170a96a\" alt=\"Review of steel members\"></figure>\n<h2>3 Load effects</h2>\n<p>One <a data-item-id=\"3eca9f92-b870-40f1-b11b-dd1ba61acb5a\" href=\"\">load effect</a> was automatically added. Input the values of internal forces into the chart. More load cases can be added.</p>\n<figure data-asset-id=\"72282c14-3b4c-4bb2-8fd9-658137ce38f0\" data-image-id=\"72282c14-3b4c-4bb2-8fd9-658137ce38f0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a1a53032-8e13-4be6-8d98-131dbebf1c8d/Footing%20with%20diagonal%20%28AISC%29_13.png\" data-asset-id=\"72282c14-3b4c-4bb2-8fd9-658137ce38f0\" data-image-id=\"72282c14-3b4c-4bb2-8fd9-658137ce38f0\" alt=\"Load effects\"></figure>\n<h2>4 Design</h2>\n<p>The manufacturing operation <strong>Base plate</strong> was already added. Just update some of its properties.</p>\n<figure data-asset-id=\"d5a5414a-76a8-4d60-af68-8cdb0b75cae3\" data-image-id=\"d5a5414a-76a8-4d60-af68-8cdb0b75cae3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b84acad6-eaf5-458e-b069-b12f4189887d/Footing%20with%20diagonal%20%28AISC%29_14.png\" data-asset-id=\"d5a5414a-76a8-4d60-af68-8cdb0b75cae3\" data-image-id=\"d5a5414a-76a8-4d60-af68-8cdb0b75cae3\" alt=\"Base plate operation properties\"></figure>\n<p>Go on and add another manufacturing operation and select the <a data-item-id=\"cd36b15e-e4f1-406a-8fe1-bbc9c8202e33\" href=\"\"><strong>End Plate</strong></a>.</p>\n<figure data-asset-id=\"97a0f9e5-7bef-45d8-96b9-38412c23a613\" data-image-id=\"97a0f9e5-7bef-45d8-96b9-38412c23a613\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7a13ddf9-13cb-48ab-a603-512539fe70be/Footing%20with%20diagonal%20%28AISC%29_15.png\" data-asset-id=\"97a0f9e5-7bef-45d8-96b9-38412c23a613\" data-image-id=\"97a0f9e5-7bef-45d8-96b9-38412c23a613\" alt=\"New end plate operation\"></figure>\n<p>Modify the properties of the operation <strong>EP1</strong>.</p>\n<figure data-asset-id=\"afd25873-b9fc-44cc-afef-dfe94be2da55\" data-image-id=\"afd25873-b9fc-44cc-afef-dfe94be2da55\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0967b11d-31fd-4809-9daf-ddcdbe11283e/Footing%20with%20diagonal%20%28AISC%29_16.png\" data-asset-id=\"afd25873-b9fc-44cc-afef-dfe94be2da55\" data-image-id=\"afd25873-b9fc-44cc-afef-dfe94be2da55\" alt=\"End plate properties\"></figure>\n<p>Now, add the <a data-item-id=\"ab0eacd8-d775-519e-aa5d-51381d185870\" href=\"\"><strong>Connecting Plate</strong></a>.</p>\n<figure data-asset-id=\"1cefd786-793f-44e2-bcc3-7ed22b9fe660\" data-image-id=\"1cefd786-793f-44e2-bcc3-7ed22b9fe660\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a8e53956-f85c-4ff8-bfe2-3ebb5ca074cc/Footing%20with%20diagonal%20%28AISC%29_17.png\" data-asset-id=\"1cefd786-793f-44e2-bcc3-7ed22b9fe660\" data-image-id=\"1cefd786-793f-44e2-bcc3-7ed22b9fe660\" alt=\"Connecting plate operation\"></figure>\n<p>And redefine its properties.</p>\n<figure data-asset-id=\"65b66bf8-9d98-4320-a517-46822a213bd4\" data-image-id=\"65b66bf8-9d98-4320-a517-46822a213bd4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/45d3158a-956b-42bd-9322-705c5108771a/Footing%20with%20diagonal%20%28AISC%29_18.png\" data-asset-id=\"65b66bf8-9d98-4320-a517-46822a213bd4\" data-image-id=\"65b66bf8-9d98-4320-a517-46822a213bd4\" alt=\"Connecting plate operation details\"></figure>\n<p>Next, cut one corner of the connecting plate CPL1. For this, go to the <strong>Editor - </strong><a data-item-id=\"7270b78f-fc35-4add-8b05-fbb141782cd5\" href=\"\"><strong>Gusset plate</strong></a> and create a <strong>Chamfer</strong> at corner number 2.</p>\n<figure data-asset-id=\"807da3b2-81cc-48e3-91d3-1383d1fc94a6\" data-image-id=\"807da3b2-81cc-48e3-91d3-1383d1fc94a6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/05f3a697-db28-40ec-bed6-03358116d6f6/Footing%20with%20diagonal%20%28AISC%29_19.png\" data-asset-id=\"807da3b2-81cc-48e3-91d3-1383d1fc94a6\" data-image-id=\"807da3b2-81cc-48e3-91d3-1383d1fc94a6\" alt=\"Connecting plate editor\"></figure>\n<p>Finish the design with the operation <a data-item-id=\"bb37b7f5-43c1-4f6b-9b23-922a75713b94\" href=\"\"><strong>Stiffener</strong></a><strong>.</strong></p>\n<figure data-asset-id=\"3fd9bb1e-df61-4e43-ae8c-b53135404086\" data-image-id=\"3fd9bb1e-df61-4e43-ae8c-b53135404086\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/86d42037-94e7-4911-983d-2b29e9338d21/Footing%20with%20diagonal%20%28AISC%29_20.png\" data-asset-id=\"3fd9bb1e-df61-4e43-ae8c-b53135404086\" data-image-id=\"3fd9bb1e-df61-4e43-ae8c-b53135404086\" alt=\"New stiffener operation\"></figure>\n<p>And set the correct properties of STIFF1<strong>.</strong></p>\n<figure data-asset-id=\"7dc3c6fb-cfe4-46e5-8559-aa158661f62d\" data-image-id=\"7dc3c6fb-cfe4-46e5-8559-aa158661f62d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/279e02f9-d690-4516-9a32-cc98ae75c754/Footing%20with%20diagonal%20%28AISC%29_21.png\" data-asset-id=\"7dc3c6fb-cfe4-46e5-8559-aa158661f62d\" data-image-id=\"7dc3c6fb-cfe4-46e5-8559-aa158661f62d\" alt=\"Stiffener operation\"></figure>\n<p>Let’s check the final design of the joint.</p>\n<figure data-asset-id=\"a85ca708-6035-46fb-aa94-e75f9eda2de2\" data-image-id=\"a85ca708-6035-46fb-aa94-e75f9eda2de2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dba10054-e3c8-48fc-85ab-aa5217cbed0e/Footing%20with%20diagonal%20%28AISC%29_22.png\" data-asset-id=\"a85ca708-6035-46fb-aa94-e75f9eda2de2\" data-image-id=\"a85ca708-6035-46fb-aa94-e75f9eda2de2\" alt=\"Final base plate model\"></figure>\n<h2>5 Calculation and Check</h2>\n<p>Start the analysis by clicking <strong>Calculate</strong> in the ribbon. The analysis model is automatically generated, the calculation based on <a data-item-id=\"06158daa-1491-4e83-ac34-4964bd5a3c63\" href=\"\">CBFEM</a> is performed, and we can see the Overall check displayed together with the fundamental values of check results.</p>\n<figure data-asset-id=\"5bf88ded-1b08-4672-b012-e583d1fbd6c2\" data-image-id=\"5bf88ded-1b08-4672-b012-e583d1fbd6c2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/577a4fee-1967-440c-8d19-a75b16af9c58/Footing%20with%20diagonal%20%28AISC%29_23.png\" data-asset-id=\"5bf88ded-1b08-4672-b012-e583d1fbd6c2\" data-image-id=\"5bf88ded-1b08-4672-b012-e583d1fbd6c2\" alt=\"Calculate and overall results\"></figure>\n<p>Go to the display tab <strong>Check,</strong> and activate <a data-item-id=\"31d497b2-3ef3-5dd6-8ce8-3eb71c68c6a9\" href=\"\"><strong>Stress in concrete</strong></a> and <a data-item-id=\"fcc089b1-0e09-54a4-ae44-a27fcdf9cdab\" href=\"\"><strong>Mesh</strong></a> from the ribbon to get a complete picture of what is happening in the joint. Open the tab <strong>Concrete block</strong> to see the detailed results for this item.</p>\n<figure data-asset-id=\"bab4de40-d5d6-4a7d-9dbd-279815d4f67c\" data-image-id=\"bab4de40-d5d6-4a7d-9dbd-279815d4f67c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f57d3233-421b-4a4a-8dd5-261140de82cc/Footing%20with%20diagonal%20%28AISC%29_24.png\" data-asset-id=\"bab4de40-d5d6-4a7d-9dbd-279815d4f67c\" data-image-id=\"bab4de40-d5d6-4a7d-9dbd-279815d4f67c\" alt=\"Stress in concrete\"></figure>\n<h2>6 Report</h2>\n<p>At last, go to the tab <strong>Report</strong>. IDEA StatiCa offers a fully customizable report to print out or save in an editable format.</p>\n<figure data-asset-id=\"ed0fadb9-cfc7-4aa2-8202-905bd8fa6da0\" data-image-id=\"ed0fadb9-cfc7-4aa2-8202-905bd8fa6da0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/35ab38ea-f4ec-46f5-ab98-ef4a48304931/Footing%20with%20diagonal%20%28AISC%29_25.png\" data-asset-id=\"ed0fadb9-cfc7-4aa2-8202-905bd8fa6da0\" data-image-id=\"ed0fadb9-cfc7-4aa2-8202-905bd8fa6da0\" alt=\"Report generation and details\"></figure>\n<p>You have designed, optimized, and code-checked a structural steel joint according to <a data-item-id=\"79b2eecb-40f7-583d-9032-f3fbb76870b8\" href=\"\">AISC</a>.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"footing_with_diagonal__aisc__3e04f9c\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"campus_cta\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n8ae3491f_67b0_01a5_8877_94bcc2c2cd07\"></object>"
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                                                                                                                            "value": "<h2>1 New project</h2>\n<p>Start with launching the <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\"><strong>IDEA StatiCa Connection</strong></a>. Create a new project by selecting the template closest to the required design, fill the name and the description of the project. After choosing the required properties, confirm by <strong>Create blank design</strong>.</p>\n<figure data-asset-id=\"b005bcc7-5f0a-4669-9081-68ad385bfcb8\" data-image-id=\"b005bcc7-5f0a-4669-9081-68ad385bfcb8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1ddcd8e8-3ec8-496e-b950-16451ac9ecd4/tutorial%20-%20Tubular%203D%20frame%20%28AISC%29.png\" data-asset-id=\"b005bcc7-5f0a-4669-9081-68ad385bfcb8\" data-image-id=\"b005bcc7-5f0a-4669-9081-68ad385bfcb8\" alt=\"\"></figure>\n<p>Since you work under the AISC code, set the <strong>imperial units</strong> (see <a data-item-id=\"832da2a8-6d89-4598-84c5-dfc30515c634\" href=\"\">How to change the system of units</a>).</p>\n<h2>2 Geometry</h2>\n<p>Start with a modification of the joint geometry. <strong>Select member CH </strong>and click the \"+\" icon to open the Cross-Section Navigator. Choose the Circular hollow section profile and<strong> </strong>select <strong>HSS12.75X.500</strong> cross-section along with the corresponding library.</p>\n<figure data-asset-id=\"ffc92c48-a6b1-466c-bcfb-6628ac2ccd9d\" data-image-id=\"ffc92c48-a6b1-466c-bcfb-6628ac2ccd9d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3338c0c7-cd49-40ff-9ef9-7bdc18fadbf6/CH%20new%20cross%20section.png\" data-asset-id=\"ffc92c48-a6b1-466c-bcfb-6628ac2ccd9d\" data-image-id=\"ffc92c48-a6b1-466c-bcfb-6628ac2ccd9d\" alt=\"\"></figure>\n<p>The member CH properties must be adjusted, follow the image below.</p>\n<figure data-asset-id=\"2cd71c35-5ae1-4ceb-8004-f686ff7c07ae\" data-image-id=\"2cd71c35-5ae1-4ceb-8004-f686ff7c07ae\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f9d76514-744c-4263-b1aa-3ab0e8867ba0/CH%20parameter%20adjustment.png\" data-asset-id=\"2cd71c35-5ae1-4ceb-8004-f686ff7c07ae\" data-image-id=\"2cd71c35-5ae1-4ceb-8004-f686ff7c07ae\" alt=\"\"></figure>\n<p>Take advantage of the prepared member to copy its properties, under the tree of the entities, <strong>right-click</strong> &nbsp;member CH and select <strong>Copy</strong> command.</p>\n<figure data-asset-id=\"e7bceb75-8cfa-4f5a-b7c9-5e26e5b09cba\" data-image-id=\"e7bceb75-8cfa-4f5a-b7c9-5e26e5b09cba\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/04226ab6-4323-4fe1-991a-69ab94336133/CH%20copy.png\" data-asset-id=\"e7bceb75-8cfa-4f5a-b7c9-5e26e5b09cba\" data-image-id=\"e7bceb75-8cfa-4f5a-b7c9-5e26e5b09cba\" alt=\"\"></figure>\n<p>Adjust the properties of member M4 following the image below.</p>\n<figure data-asset-id=\"fa57a96f-d40f-4de4-9bef-ae646c9ae391\" data-image-id=\"fa57a96f-d40f-4de4-9bef-ae646c9ae391\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/573665ea-b788-4814-a927-7e7ee6e86ddb/M4%20parameters.png\" data-asset-id=\"fa57a96f-d40f-4de4-9bef-ae646c9ae391\" data-image-id=\"fa57a96f-d40f-4de4-9bef-ae646c9ae391\" alt=\"\"></figure>\n<p>Proceed with the change of cross-section on the diagonal member D1. In this case, the cross-section <strong>HSS6.625X0.375</strong> has already been defined in the template. Choose the <strong>first </strong>cross-section from the dropdown menu and adjust the properties as shown below.</p>\n<figure data-asset-id=\"8065d5a3-9eef-4fbd-adf0-4cee6eba3de9\" data-image-id=\"8065d5a3-9eef-4fbd-adf0-4cee6eba3de9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dbaffa89-9164-4d01-862d-428d816185f0/D1%20parameter%20adjustments.png\" data-asset-id=\"8065d5a3-9eef-4fbd-adf0-4cee6eba3de9\" data-image-id=\"8065d5a3-9eef-4fbd-adf0-4cee6eba3de9\" alt=\"\"></figure>\n<p>Proceed to the second diagonal member D2 and change the properties following the image below. The new cross-section is <strong>HSS10.75X.375.</strong></p>\n<figure data-asset-id=\"bcfdf023-2a7c-47eb-9927-f61340b3771d\" data-image-id=\"bcfdf023-2a7c-47eb-9927-f61340b3771d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/529817cc-7a3c-4a0a-82b5-44940ec05ecb/D2%20parameters.png\" data-asset-id=\"bcfdf023-2a7c-47eb-9927-f61340b3771d\" data-image-id=\"bcfdf023-2a7c-47eb-9927-f61340b3771d\" alt=\"\"></figure>\n<p>Now you have to add another member, click the <strong>Member</strong> option at the top ribbon. Change the direction and cross-section for the new member as shown in the image below.&nbsp;</p>\n<figure data-asset-id=\"1f1334ba-633e-44c4-be94-71b14f46ca6e\" data-image-id=\"1f1334ba-633e-44c4-be94-71b14f46ca6e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0184228a-70c2-4491-bafc-05e189824c10/M5%20parameters.png\" data-asset-id=\"1f1334ba-633e-44c4-be94-71b14f46ca6e\" data-image-id=\"1f1334ba-633e-44c4-be94-71b14f46ca6e\" alt=\"\"></figure>\n<h2>3 Load effects</h2>\n<p>You can continue with the <a data-item-id=\"3eca9f92-b870-40f1-b11b-dd1ba61acb5a\" href=\"\">Load effects</a>. One load effect was automatically added by the wizard. You will input all internal forces into the table. You should not forget to turn on the <a data-item-id=\"f32270b7-97ff-5d81-94b7-35e6b51c7dde\" href=\"\">Loads in equilibrium command</a> in the top ribbon.</p>\n<figure data-asset-id=\"3e0dc638-fb5d-44c1-83b1-ffc5f5d6e323\" data-image-id=\"3e0dc638-fb5d-44c1-83b1-ffc5f5d6e323\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e110e23d-7cb6-4a9e-a6fc-2b9c6f101374/Load%20effects.png\" data-asset-id=\"3e0dc638-fb5d-44c1-83b1-ffc5f5d6e323\" data-image-id=\"3e0dc638-fb5d-44c1-83b1-ffc5f5d6e323\" alt=\"\"></figure>\n<h2>4 Design</h2>\n<p>You have to define the right manufacturing operation. Start with selecting the <strong>Operation</strong> feature at the top ribbon. The Manufacturing operations window will open with all available operations. Select the <strong>Plate to plate</strong> operation and adjust the properties as shown in the following image.</p>\n<figure data-asset-id=\"17fe9a04-7bf0-4f1a-b1c3-e825681f3df1\" data-image-id=\"17fe9a04-7bf0-4f1a-b1c3-e825681f3df1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3bc373e1-7b62-4b23-9ba0-c8e51336e5d8/Plate%20to%20plate%20bolt%20selection.png\" data-asset-id=\"17fe9a04-7bf0-4f1a-b1c3-e825681f3df1\" data-image-id=\"17fe9a04-7bf0-4f1a-b1c3-e825681f3df1\" alt=\"\"></figure>\n<figure data-asset-id=\"912d75ec-eb82-4861-8a5d-f884f0692bba\" data-image-id=\"912d75ec-eb82-4861-8a5d-f884f0692bba\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e37ecf95-5fe1-4b91-96af-f95a6e2e8d30/Plate%20to%20Plate%20parameters.png\" data-asset-id=\"912d75ec-eb82-4861-8a5d-f884f0692bba\" data-image-id=\"912d75ec-eb82-4861-8a5d-f884f0692bba\" alt=\"\"></figure>\n<p>Now, connect the other members by the <strong>Cut</strong> manufacturing operations. Add a new operation through the <strong>Operation </strong>feature at the top ribbon to cut member D2. Change the properties of the operation CUT1 following the image below.</p>\n<figure data-asset-id=\"2a0af4e9-be87-4b21-a912-a622bce330e5\" data-image-id=\"2a0af4e9-be87-4b21-a912-a622bce330e5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/08f5778a-dc4c-4881-9b61-8903fbef35a7/D2%20Cut%20parameters.png\" data-asset-id=\"2a0af4e9-be87-4b21-a912-a622bce330e5\" data-image-id=\"2a0af4e9-be87-4b21-a912-a622bce330e5\" alt=\"\"></figure>\n<p>Take advantage of the already defined operation, <strong>right-click</strong>&nbsp;on operation CUT1 and select <strong>Copy</strong> command.</p>\n<figure data-asset-id=\"6177e2dd-2da6-4ca7-8396-bd0ea864dec1\" data-image-id=\"6177e2dd-2da6-4ca7-8396-bd0ea864dec1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5b8f761a-9188-4e43-bfee-4129f0d3348c/Cut1%20copy.png\" data-asset-id=\"6177e2dd-2da6-4ca7-8396-bd0ea864dec1\" data-image-id=\"6177e2dd-2da6-4ca7-8396-bd0ea864dec1\" alt=\"\"></figure>\n<p>Change the properties of CUT2 operation following the image below.</p>\n<figure data-asset-id=\"b4d089fb-0cf2-47cc-ad12-74a127fb7e10\" data-image-id=\"b4d089fb-0cf2-47cc-ad12-74a127fb7e10\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/cc8dcb4d-fe47-49d2-912e-0fbcae56d469/Cut2%20parameters.png\" data-asset-id=\"b4d089fb-0cf2-47cc-ad12-74a127fb7e10\" data-image-id=\"b4d089fb-0cf2-47cc-ad12-74a127fb7e10\" alt=\"\"></figure>\n<p>Copy the CUT2 manufacturing operation and change the properties of the CUT3 manufacturing operation following the image below.</p>\n<figure data-asset-id=\"d54d0d10-64fa-4183-b452-368db2073256\" data-image-id=\"d54d0d10-64fa-4183-b452-368db2073256\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/db5d78dd-ff58-4cc3-9c9f-3507f9b3ef4a/Cut3%20parameters.png\" data-asset-id=\"d54d0d10-64fa-4183-b452-368db2073256\" data-image-id=\"d54d0d10-64fa-4183-b452-368db2073256\" alt=\"\"></figure>\n<p>The last step in the design of the joint is the last copy of the CUT3. Change the properties of the CUT4 following the image below.</p>\n<figure data-asset-id=\"88916c6c-91fe-4b4c-9a9a-9badb1d65925\" data-image-id=\"88916c6c-91fe-4b4c-9a9a-9badb1d65925\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/cd7e05f6-cd4f-4f6b-b9ad-601dcaa8ac4d/Cut4%20parameters.png\" data-asset-id=\"88916c6c-91fe-4b4c-9a9a-9badb1d65925\" data-image-id=\"88916c6c-91fe-4b4c-9a9a-9badb1d65925\" alt=\"\"></figure>\n<h2>5 Calculation and Check</h2>\n<p>You can calculate the analysis right in the Design tab by the Calculate command.</p>\n<figure data-asset-id=\"0b020b42-55ed-4b1c-aad7-36d7989b9ea4\" data-image-id=\"0b020b42-55ed-4b1c-aad7-36d7989b9ea4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8db774aa-3284-4e23-8db8-5db3c2dd2228/Calculate%20model.png\" data-asset-id=\"0b020b42-55ed-4b1c-aad7-36d7989b9ea4\" data-image-id=\"0b020b42-55ed-4b1c-aad7-36d7989b9ea4\" alt=\"\"></figure>\n<p>After a while, the results summary will appear in the left top corner of the 3D scene, and the Overall check model view is set. You can quickly fine-tune the model in case we are not satisfied.</p>\n<figure data-asset-id=\"8de2bd3d-7d20-4de5-8182-16ed4824eeda\" data-image-id=\"8de2bd3d-7d20-4de5-8182-16ed4824eeda\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c6cd106b-0008-48fa-9ee4-67536f084e7d/Analysis%20results.png\" data-asset-id=\"8de2bd3d-7d20-4de5-8182-16ed4824eeda\" data-image-id=\"8de2bd3d-7d20-4de5-8182-16ed4824eeda\" alt=\"\"></figure>\n<p>You will choose the Check tab and turn on the <a data-item-id=\"860ec761-ea54-58b4-b6d2-d42dc086669c\" href=\"\"><strong>Equivalent stress</strong></a>, <a data-item-id=\"fcc089b1-0e09-54a4-ae44-a27fcdf9cdab\" href=\"\"><strong>Mesh</strong></a>, and <a data-item-id=\"b50c7a03-8544-59ce-922d-dbb93967f7bc\" href=\"\"><strong>Deformed model</strong></a> view. You can explore the detailed results for the <a data-item-id=\"941f9e04-d36c-4496-83f3-1db7df9bbcee\" href=\"\"><strong>Bolts</strong></a> also, let’s expand the results for the bolt B7.</p>\n<figure data-asset-id=\"dfe0ca36-ef56-4590-b7bd-64420e27374c\" data-image-id=\"dfe0ca36-ef56-4590-b7bd-64420e27374c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bbb64c3a-834e-4394-b152-a0c888d3cef9/check%20tab.png\" data-asset-id=\"dfe0ca36-ef56-4590-b7bd-64420e27374c\" data-image-id=\"dfe0ca36-ef56-4590-b7bd-64420e27374c\" alt=\"\"></figure>\n<h2>6 Report</h2>\n<p>At last, go to the tab <strong>Report.</strong> IDEA StatiCa offers a fully customizable report to print out or save in an editable format.</p>\n<figure data-asset-id=\"3f6c802e-a0da-464e-ae05-e82ae5b21260\" data-image-id=\"3f6c802e-a0da-464e-ae05-e82ae5b21260\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9e3aac25-395e-4309-be4b-d8bfc5e41a2c/report.png\" data-asset-id=\"3f6c802e-a0da-464e-ae05-e82ae5b21260\" data-image-id=\"3f6c802e-a0da-464e-ae05-e82ae5b21260\" alt=\"\"></figure>\n<p>You have designed, optimized, and code-checked a structural steel joint according to AISC.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"connection_tutorial___tubular_3d_frame__aisc_\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"campus_cta\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"ac77457b_1aa1_0195_99e6_997843a1d6ea\"></object>"
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                                                                                            "value": "<p>The CBFEM method (Component Based Finite Element Model) enables fast analysis of joints of several shapes and configurations. The model consists of members to which the load is applied and manufacturing operations (including stiffening members), which serve to connect members to each other. Members must not be confused with manufacturing operations because their cut edges are connected via rigid links to the connection node, so they are not deformed properly if used instead of manufacturing operations (stiffening members).</p>\n<p>The analyzed FEM model is generated automatically. The designer does not create the FEM model, he creates the joint using manufacturing operations – see the figure.</p>\n<figure data-asset-id=\"a2574f21-91e0-405f-8b0d-d12f7b283000\" data-image-id=\"a2574f21-91e0-405f-8b0d-d12f7b283000\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/63e297de-c550-403a-8916-b062feafa1da/Structural%20design%20of%20steel%20connection%20-%20Analysis%20model.png\" data-asset-id=\"a2574f21-91e0-405f-8b0d-d12f7b283000\" data-image-id=\"a2574f21-91e0-405f-8b0d-d12f7b283000\" alt=\"Structural design of welded and bolted connections. The analysis model is generated automatically based on the inputs from manufacturing operations. IDEA StatiCa - structural analysis software.\"></figure>\n<p><em>Manufacturing operations/items which can be used to construct the joint</em></p>\n<p>Each manufacturing operation adds new items to the connection – cuts, plates, bolts, welds.</p>\n<h3>Bearing members and supports</h3>\n<p>One member of the joint is always set as “bearing”. All other members are “connected”. The bearing member can be chosen by the designer. The bearing member can be “continuous” or “ended” in the joint. “Ended” members are supported on one end, and “continuous” members are supported on both ends.</p>\n<p>Connected members can be of several types, according to the load which the member can take:</p>\n<ul>\n  <li>Type N-Vy-Vz-Mx-My-Mz – member is able to transfer all 6 components of internal forces</li>\n  <li>Type N-Vy-Mz – member is able to transfer only loading in XY plane – internal forces <em>N, V</em><em><sub>y</sub></em><em>, M</em><em><sub>z</sub></em></li>\n  <li>Type N-Vz-My – member is able to transfer only loading in XZ plane – internal forces <em>N, V</em><em><sub>z</sub></em><em>, M</em><em><sub>y</sub></em></li>\n  <li>Type N-Vy-Vz – member is able to transfer only normal force <em>N</em> and shear forces <em>V</em><em><sub>y</sub></em> and <em>V</em><em><sub>z</sub></em></li>\n</ul>\n<figure data-asset-id=\"8b01a70f-2677-46ec-b28c-af7736fed6e7\" data-image-id=\"8b01a70f-2677-46ec-b28c-af7736fed6e7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a46a953e-1453-453e-aee8-1db6f5dc8a92/plate_to_plate.png\" data-asset-id=\"8b01a70f-2677-46ec-b28c-af7736fed6e7\" data-image-id=\"8b01a70f-2677-46ec-b28c-af7736fed6e7\" alt=\"\"></figure>\n<p><em>Plate to plate connection transfers all components of internal forces</em></p>\n<figure data-asset-id=\"0ed6b352-19d6-49be-b405-2ef0aab384b3\" data-image-id=\"0ed6b352-19d6-49be-b405-2ef0aab384b3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0f725712-9a98-4337-babe-db4c40fbf217/fin_plate.png\" data-asset-id=\"0ed6b352-19d6-49be-b405-2ef0aab384b3\" data-image-id=\"0ed6b352-19d6-49be-b405-2ef0aab384b3\" alt=\"\"></figure>\n<p><em>Fin plate connection can transfer only loads in XZ plane – internal forces N, V</em><em><sub>z</sub></em><em>, M</em><em><sub>y</sub></em></p>\n<figure data-asset-id=\"716fa2e4-5e89-481e-9b8b-92d52d99a643\" data-image-id=\"716fa2e4-5e89-481e-9b8b-92d52d99a643\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0728f58f-9030-4cd6-9894-f3f891b6783d/gusset.png\" data-asset-id=\"716fa2e4-5e89-481e-9b8b-92d52d99a643\" data-image-id=\"716fa2e4-5e89-481e-9b8b-92d52d99a643\" alt=\"\"></figure>\n<p><em>Gusset connection – connection of truss member can transfer only axial force N and shear forces Vy and Vz</em></p>\n<p>Each joint is in the state of equilibrium during the analysis of the frame structure. If the end forces of the individual members are applied to detailed CBFEM model, the state of equilibrium is met too. Thus, it would not be necessary to define supports in the analysis model. However, for practical reasons, the support resisting all translations is defined in the first end of the bearing member. It does influence neither the state of stress nor the internal forces in the joint, only the presentation of deformations.</p>\n<p>Appropriate support types respecting the type of the individual members are defined at the ends of the connected members to prevent the occurrence of unstable mechanisms.</p>\n<p>The default length of each member is twice its height. The length of a member should be at least 1× the height of the member after the last manufacturing operation (weld, opening, stiffener etc.) due to the correct deformations after the rigid links connecting the cut end of a member to the connection node.</p>\n<p><br></p>"
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                                                                                                    "value": "<p>The loads in any node in the structural model need to be in equilibrium. Any unbalanced forces are taken by supports. It is recommended to use a load combination instead of an internal forces envelope.</p>\n<p>Each node of the 3D FEM model must be in equilibrium. The equilibrium requirement is correct, nevertheless, it is not necessary for the design of simple joints. One member of the joint is always „bearing, “ and the others are connected. If only the connection of connected members is checked, it is not necessary to keep the equilibrium. Thus, there are two modes of load input available:</p>\n<ul>\n  <li><strong>Simplified</strong> – for this mode, the bearing member is supported (continuous member on both sides), and the load is not defined on the member</li>\n  <li><strong>Advanced</strong> (exact with equilibrium check) – the bearing member is supported on one end, the loads are applied to all members, and the equilibrium has to be found</li>\n</ul>\n<p>The mode can be switched in the ribbon group <strong>Loads in equilibrium</strong>.</p>\n<figure data-asset-id=\"c7882bc4-30ca-4cff-b9fc-549bc88167a0\" data-image-id=\"c7882bc4-30ca-4cff-b9fc-549bc88167a0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6ed750c5-531a-4fa1-b9ee-7d11a50e6f3f/loads_in_equilibrium.png\" data-asset-id=\"c7882bc4-30ca-4cff-b9fc-549bc88167a0\" data-image-id=\"c7882bc4-30ca-4cff-b9fc-549bc88167a0\" alt=\"Structural design of welded and bolted connections. The loads in any node in the structural model need to be in equilibrium. Any unbalanced forces are taken by supports. IDEA StatiCa - structural analysis software.\"></figure>\n<p>The difference between the modes is shown in the following example of T-connection. The beam is loaded by the end bending moment of 41&nbsp;kNm. There is also a compressive normal force of 100&nbsp;kN in the column. In the case of simplified mode, the normal force is not taken into account because the column is supported on both ends. The program shows only the effect of the bending moment of the beam. Effects of normal force are analyzed only in the full mode, and they are shown in the results.</p>\n<figure data-asset-id=\"e0b79257-ccb6-4543-8c98-68aafb7b6fbd\" data-image-id=\"e0b79257-ccb6-4543-8c98-68aafb7b6fbd\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/82457b84-fa4f-4320-9e1a-18f4d85b074d/no_equilibrium.png\" data-asset-id=\"e0b79257-ccb6-4543-8c98-68aafb7b6fbd\" data-image-id=\"e0b79257-ccb6-4543-8c98-68aafb7b6fbd\" alt=\"\"></figure>\n<p><em>Simplified input: normal force in the column is NOT taken into account</em></p>\n<figure data-asset-id=\"9addd78c-a6d4-42aa-99fe-735b818f9501\" data-image-id=\"9addd78c-a6d4-42aa-99fe-735b818f9501\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a1a76867-b7dd-453d-9409-59af9a44cdd8/equilibrium.png\" data-asset-id=\"9addd78c-a6d4-42aa-99fe-735b818f9501\" data-image-id=\"9addd78c-a6d4-42aa-99fe-735b818f9501\" alt=\"\"></figure>\n<p><em>Advanced input: normal force in the column is taken into account</em></p>\n<p>The simplified method is easier for the user, but it can be used only when the user is interested in studying connection items and not the behavior of the whole joint.</p>\n<p>For cases where the bearing member is heavily loaded and close to its limit capacity, the advanced mode with respecting all the internal forces in the joint is necessary.</p>"
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                                                                                                            "value": "<p>The end forces of a member of the frame analysis model are transferred to the ends of member segments. Eccentricities of the members caused by the joint design are respected during transfer.</p>\n<p>The analysis model created by the CBFEM method corresponds to the real joint very precisely, whereas the analysis of internal forces is performed on a much idealized 3D FEM bar model, where individual beams are modeled using center lines, and the joints are modeled using immaterial nodes.</p>\n<figure data-asset-id=\"10096aab-7085-4165-96a7-c5a05676a1af\" data-image-id=\"10096aab-7085-4165-96a7-c5a05676a1af\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5627020e-d90c-42b3-be1e-dd6ad0cc2ba1/Structural%20design%20of%20steel%20connections%20-%20Loads.png\" data-asset-id=\"10096aab-7085-4165-96a7-c5a05676a1af\" data-image-id=\"10096aab-7085-4165-96a7-c5a05676a1af\" alt=\"The article is focusing on the internal forces in the steel connections. Structural design of welded and bolted connections. IDEA StatiCa - structural analysis software.\"></figure>\n<p><em>Joint of a vertical column and a horizontal beam</em></p>\n<p>The internal forces are analyzed using 1D members in the 3D model. There is an example of the internal forces in the following figure.</p>\n<figure data-asset-id=\"0bfcbcb4-ae12-4731-a21e-87704c4a6d9a\" data-image-id=\"0bfcbcb4-ae12-4731-a21e-87704c4a6d9a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f94c9234-06f3-455f-b8c0-0718fb1f3082/M_V.png\" data-asset-id=\"0bfcbcb4-ae12-4731-a21e-87704c4a6d9a\" data-image-id=\"0bfcbcb4-ae12-4731-a21e-87704c4a6d9a\" alt=\"\"></figure>\n<p><em>Internal forces in horizontal beam; M and V are the end forces at joint</em></p>\n<p>The effects caused by a member on the joint are important to designing the joint (connection). The effects are illustrated in the following figure:</p>\n<figure data-asset-id=\"8d26d59b-f842-4e4d-b55b-f667ee2a2e6a\" data-image-id=\"8d26d59b-f842-4e4d-b55b-f667ee2a2e6a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bf7d9959-a914-4692-92b9-9c8e34bec9d7/1D_CBFEM.png\" data-asset-id=\"8d26d59b-f842-4e4d-b55b-f667ee2a2e6a\" data-image-id=\"8d26d59b-f842-4e4d-b55b-f667ee2a2e6a\" alt=\"\"></figure>\n<p><em>Effects of the member on the joint; CBFEM model is drawn in dark blue color</em></p>\n<p>Moment M and shear force V act in the theoretical joint. The point of the theoretical joint does not exist in the CBFEM model, thus the load cannot be applied here. The model must be loaded by actions M and V, which have to be transferred to the end of the segment in the distance r</p>\n<p><em>M</em><sub>c</sub> = <em>M</em> – <em>V</em> ∙ <em>r</em></p>\n<p><em>V</em><sub>c</sub> = <em>V</em></p>\n<p>In the CBFEM model, the end section of the segment is loaded by moment <em>M</em><sub>c</sub> and force <em>V</em><sub>c</sub>.</p>\n<p>When designing the joint, its real position relative to the theoretical point of the joint must be determined and respected. The internal forces in the position of the real joint are mostly different from the internal forces in the theoretical point of joint. Thanks to the precise CBFEM model, the design is performed on reduced forces – see moment <em>M</em><sub>r</sub> in the following figure:</p>\n<figure data-asset-id=\"9dea301a-b4b0-45ac-a201-17d2166608e9\" data-image-id=\"9dea301a-b4b0-45ac-a201-17d2166608e9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/41b9b039-09df-4358-a5df-193329807c2b/Mr.png\" data-asset-id=\"9dea301a-b4b0-45ac-a201-17d2166608e9\" data-image-id=\"9dea301a-b4b0-45ac-a201-17d2166608e9\" alt=\"\"></figure>\n<p><em>Bending moment on CBFEM model: The arrow points to the real position of the connection</em></p>\n<p>When loading the joint, it must be respected that the solution of the real joint must correspond to the theoretical model used for the calculation of internal forces. This is fulfilled for rigid joints, but the situation may be completely different for hinges.</p>\n<figure data-asset-id=\"e622907f-9a02-4a70-ac5d-40dcd37bce98\" data-image-id=\"e622907f-9a02-4a70-ac5d-40dcd37bce98\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/73a64f02-d658-4e3e-a965-dc3c77832767/pinned.png\" data-asset-id=\"e622907f-9a02-4a70-ac5d-40dcd37bce98\" data-image-id=\"e622907f-9a02-4a70-ac5d-40dcd37bce98\" alt=\"\"></figure>\n<p><em>Position of hinge in theoretical 3D FEM model and in the real structure</em></p>\n<p>It is illustrated in the previous figure that the position of the hinge in the theoretical 1D members model differs from the real position in the structure. The theoretical model does not correspond to reality. When applying the calculated internal forces, a significant bending moment is applied to the shifted joint, and the designed joint is overlarge or cannot be designed either. The solution is simple – both models must correspond. Either the hinge in 1D member model must be defined in the proper position, or the shear force must be shifted to get a zero moment in the position of the hinge.</p>\n<figure data-asset-id=\"74ae8357-4575-43b3-b11f-ecefebe5b415\" data-image-id=\"74ae8357-4575-43b3-b11f-ecefebe5b415\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d108966f-a62c-4b08-8a51-ed0db6d10eee/M_r_CBFEM.png\" data-asset-id=\"74ae8357-4575-43b3-b11f-ecefebe5b415\" data-image-id=\"74ae8357-4575-43b3-b11f-ecefebe5b415\" alt=\"\"></figure>\n<p><em>Shifted distribution of bending moment on beam: zero moment is at the position of the hinge</em></p>\n<p>The shift of the shear force can be defined in the table for the definition of the internal force.</p>\n<p>The location of the load effect has a big influence on the correct design of the connection. To avoid all misunderstandings, we allow the user to select from three options – <strong>Node</strong> / <strong>Bolts</strong> / <strong>Position</strong>.</p>\n<figure data-asset-id=\"412d71c8-6632-4943-90cb-5f4465a1e332\" data-image-id=\"412d71c8-6632-4943-90cb-5f4465a1e332\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2f8a04e0-e53d-471b-862f-5a3cf91af8db/node_bolts_position.png\" data-asset-id=\"412d71c8-6632-4943-90cb-5f4465a1e332\" data-image-id=\"412d71c8-6632-4943-90cb-5f4465a1e332\" alt=\"\"></figure>\n<p>Note that when selecting the Node option, the forces are applied at the end of a selected member, which is usually at the theoretical node unless the offset of the selected member is set in geometry.</p>\n<h4>Import loads from FEA programs</h4>\n<p>IDEA StatiCa enables to import of internal forces from <a data-item-id=\"4a9855d4-6081-4707-86d5-7f4ad2bb3a57\" href=\"\">third-party FEA programs</a>. FEA programs use an envelope of internal forces from combinations. IDEA StatiCa Connection is a program that resolves steel joint nonlinearly (elastic/plastic material model). Therefore, the envelope combinations cannot be used. IDEA StatiCa searches for extremes of internal forces (<em>N, V</em><em><sub>y</sub></em><em>, V</em><em><sub>z</sub></em><em>, M</em><em><sub>x</sub></em><em>, M</em><em><sub>y</sub></em><em>, M</em><em><sub>z</sub></em>) in all combinations at the ends of all members connected to the joint. For each such extreme value, also all other internal forces from that combination in all remaining members are used. Idea StatiCa determines the worst combination for each component (plate, weld, bolt etc.) in the connection.</p>\n<p>The user can modify this list of load cases. He can work with combinations in the wizard (or BIM), or he can delete some cases directly in <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">IDEA StatiCa Connection</a>.</p>\n<p><strong>Warning!</strong></p>\n<p>It is necessary to take into account unbalanced internal forces during the import. This can happen in the following cases:</p>\n<ul>\n  <li>Nodal force was applied to the position of the investigated node. The software cannot detect which member should transfer this nodal force and, therefore, it is not taken into account in the analysis model. <em>Solution: Do not use nodal forces in global analysis. If necessary, the force must be manually added to a selected member as a normal or shear force.</em></li>\n  <li>Loaded, non-steel (usually timber or concrete) member is connected to the investigated node. Such member is not considered in the analysis, and their internal forces are ignored in the analysis. <em>Solution: Replace the concrete member with a concrete block and anchorage.</em></li>\n  <li>The node is a part of a slab or a wall (usually from concrete). The slab or the wall is not part of the model, and its internal forces are ignored. <em>Solution: Replace the concrete slab or wall with a concrete block and anchorage.</em></li>\n  <li>Some members are connected to the investigated node via rigid links. Such members are not included in the model, and their internal forces are ignored. <em>Solution: Add these members into the list of connected members manually.</em></li>\n  <li>Seismic load cases are analyzed in the software. Most FEA software offer the modal analysis to solve seismicity. The results of internal forces of seismic load cases provide usually only internal force envelopes in sections. Due to the evaluation method (square root of the sum of squares – SRSS), the internal forces are all positive and it is not possible to find the forces matching to the selected extreme. It is not possible to achieve a balance of internal forces. <em>Solution: Change the positive sign of some internal forces manually.</em></li>\n</ul>"
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                                                                                                                    "value": "<p>Strength analysis is the most important analysis of joints. Strain checks of plates together with code checks of components are performed by elastic-plastic analysis.</p>\n<p>The analysis of joints is materially non-linear. The load increments are applied gradually, and the state of stress is searched. There are two optional analysis modes in <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">IDEA StatiCa Connection</a>:</p>\n<ul>\n  <li><strong>The response of structure (joint) to the overall load.</strong> All defined load (100 %) is applied in this mode, and the corresponding state of stress and deformation is calculated.</li>\n</ul>\n<figure data-asset-id=\"1b2688b3-f6c8-49ce-b947-59d9f9b06f96\" data-image-id=\"1b2688b3-f6c8-49ce-b947-59d9f9b06f96\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7957c668-0dc3-4b76-b960-3c1d98ef5232/Strength%20analysis%20of%20steel%20joints.png\" data-asset-id=\"1b2688b3-f6c8-49ce-b947-59d9f9b06f96\" data-image-id=\"1b2688b3-f6c8-49ce-b947-59d9f9b06f96\" alt=\"Structural design of welded and bolted connections. Strain checks of plates together with code checks of components are performed by elastic-plastic analysis. IDEA StatiCa - structural analysis software.\"></figure>\n<ul>\n  <li><strong>Analysis termination at reaching the ultimate limit state.</strong> The checkbox in Code setup “Stop at limit strain” should be ticked. The state is found when the plastic strain reaches the defined limit. In the case when the defined load is higher than the calculated capacity, the analysis is marked as non-satisfying, and the percentage of used load is printed. Note that the analytical resistance of components, for example of bolts, can be exceeded.</li>\n</ul>\n<figure data-asset-id=\"2f9f2c24-302b-4687-a156-fbdb7174f6bf\" data-image-id=\"2f9f2c24-302b-4687-a156-fbdb7174f6bf\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1ce7928f-ee02-4720-9438-efaba07919d9/Analysis_incomplete.png\" data-asset-id=\"2f9f2c24-302b-4687-a156-fbdb7174f6bf\" data-image-id=\"2f9f2c24-302b-4687-a156-fbdb7174f6bf\" alt=\"\"></figure>\n<p>The second mode is more suitable for practical design. The first one is preferable for a detailed analysis of complex joints.</p>"
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                                                                                                                            "value": "<p>Joints are classified according to stiffness as rigid, semirigid, and pinned. The engineer should ensure that the stiffness of the joint confirms the stiffness set in the CAE software. The goal of the stiffness analysis is to get the correct load distribution in members and joints, and correct deflections of the members and overall structure</p>\n<p>The CBFEM method analyzes the stiffness of the connection of individual joint members. For the proper stiffness analysis, a separate analysis model must be created for each analyzed member. Then, the stiffness analysis is not influenced by the stiffness of other members of joint but only by the node itself and the construction of the connection of the analyzed member. Whereas the bearing member is supported for the strength analysis (member SL in the figure below), all members except the analyzed one are supported by the stiffness analysis (see two figures below for stiffness analysis of members B1 and B3). The exception is the column base where supports are provided by the concrete foundation, only the analyzed member is loaded, and other members have restrains only according to their model type.</p>\n<figure data-asset-id=\"5e1bd36b-759d-47db-9be4-55d519566a60\" data-image-id=\"5e1bd36b-759d-47db-9be4-55d519566a60\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3004d62f-17a8-4ea8-ad57-30b9d67dd919/Supports_strength.png\" data-asset-id=\"5e1bd36b-759d-47db-9be4-55d519566a60\" data-image-id=\"5e1bd36b-759d-47db-9be4-55d519566a60\" alt=\"\"></figure>\n<p><em>Supports on members for strength analysis</em></p>\n<figure data-asset-id=\"5a5ec524-e4c6-4400-8814-8be3aa3c77d1\" data-image-id=\"5a5ec524-e4c6-4400-8814-8be3aa3c77d1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9630dab2-8eed-4eb7-a32e-44e15e27c374/stiffness.png\" data-asset-id=\"5a5ec524-e4c6-4400-8814-8be3aa3c77d1\" data-image-id=\"5a5ec524-e4c6-4400-8814-8be3aa3c77d1\" alt=\"\"></figure>\n<table><tbody>\n  <tr><td><em>Supports on members for stiffness analysis of member B1</em></td><td><em>Supports on members for stiffness analysis of member B3</em></td></tr>\n</tbody></table>\n<p>Loads can be applied only to the analyzed member. If bending moment, <em>M</em><em><sub>y</sub></em>, is defined, the rotational stiffness about the y-axis is analyzed. If bending moment <em>M</em><em><sub>z</sub></em> is defined, the rotational stiffness about the z-axis is analyzed. If axial force <em>N</em> is defined, the axial stiffness of the connection is analyzed.</p>\n<p>The moment-rotation (or load-deformation) curve is calculated for two models:</p>\n<ul>\n  <li>Full connection model – with members, plates, bolts, welds, etc. (materially nonlinear analysis)</li>\n  <li>Member model – with members only rigidly connected in the node (linear elastic analysis)</li>\n</ul>\n<p>The shown diagram is created by subtracting the Member model from the Full connection model. This way, the elastic deformation of members, which is already included in the model of the overall structure, is excluded.&nbsp;</p>\n<figure data-asset-id=\"db6d67e1-92fb-43ec-9269-93ae7641bafb\" data-image-id=\"db6d67e1-92fb-43ec-9269-93ae7641bafb\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bc871927-72bb-4a3d-a59a-1f438dc5dc23/Stiffness_models.png\" data-asset-id=\"db6d67e1-92fb-43ec-9269-93ae7641bafb\" data-image-id=\"db6d67e1-92fb-43ec-9269-93ae7641bafb\" alt=\"\"></figure>\n<p>The program generates a complete diagram automatically; it is directly displayed in the GUI and can be added to the output report. Rotational or axial stiffness can be studied for specific design loads. <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">IDEA StatiCa Connection</a> can also deal with the interaction of the other internal forces.</p>\n<p>Diagram shows:</p>\n<ul>\n  <li>Level of design load <em>M</em><sub>Ed</sub></li>\n  <li>Limit value of capacity of connection for 5% equivalent strain <em>M</em><sub>j,Rd</sub>; limit for plastic strain may be changed in Code setup</li>\n  <li>The limit value of capacity of connected member (useful also for seismic design) <em>M</em><sub>c,Rd</sub></li>\n  <li>2/3 of limit capacity for calculation of initial stiffness</li>\n  <li>Value of initial stiffness <em>S</em><sub>j,ini</sub></li>\n  <li>Value of secant stiffness <em>S</em><sub>js</sub></li>\n  <li>Limits for the classification of connection – rigid and pinned</li>\n  <li>Rotational deformation <em>Φ</em></li>\n  <li>Rotational capacity <em>Φ</em><sub>c</sub></li>\n</ul>\n<figure data-asset-id=\"6535dff5-6f62-439b-9144-5a72f1f746c0\" data-image-id=\"6535dff5-6f62-439b-9144-5a72f1f746c0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b2dfb001-fc2f-4e19-b9b3-f5bcfb1b4463/rigid.png\" data-asset-id=\"6535dff5-6f62-439b-9144-5a72f1f746c0\" data-image-id=\"6535dff5-6f62-439b-9144-5a72f1f746c0\" alt=\"\"></figure>\n<p><em>Rigid welded connection</em></p>\n<figure data-asset-id=\"14a4f835-9e3b-400f-a7e5-a775ef42453d\" data-image-id=\"14a4f835-9e3b-400f-a7e5-a775ef42453d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/fb77019c-bf4b-4be8-8779-7e78c25acf3f/semirigid.png\" data-asset-id=\"14a4f835-9e3b-400f-a7e5-a775ef42453d\" data-image-id=\"14a4f835-9e3b-400f-a7e5-a775ef42453d\" alt=\"\"></figure>\n<p><em>Semi-rigid bolted connection</em></p>\n<figure data-asset-id=\"96e6bbf9-ec55-42fb-8930-ad14fadcac03\" data-image-id=\"96e6bbf9-ec55-42fb-8930-ad14fadcac03\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/48189f93-44cd-47d4-89ac-39c7c54e98f1/design_resistance.png\" data-asset-id=\"96e6bbf9-ec55-42fb-8930-ad14fadcac03\" data-image-id=\"96e6bbf9-ec55-42fb-8930-ad14fadcac03\" alt=\"\"></figure>\n<p><em>After reaching the 5 % strain in the column web panel in shear, the plastic zones propagate rapidly</em></p>\n<p>The joint is classified according to its stiffness into rigid, semi-rigid, or pinned category according to the relevant code. The theoretical length of the member can be set for the analyzed member:</p>\n<figure data-asset-id=\"68401921-4d75-4d82-a7a6-909b80481eb3\" data-image-id=\"68401921-4d75-4d82-a7a6-909b80481eb3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/26898a8f-ca33-4da2-af79-9703fbff79a0/stiffness_length.png\" data-asset-id=\"68401921-4d75-4d82-a7a6-909b80481eb3\" data-image-id=\"68401921-4d75-4d82-a7a6-909b80481eb3\" alt=\"\"></figure>\n<h3>How are the loads applied?</h3>\n<p>Only one member is loaded and investigated in the stiffness analysis. The analyzed member may be loaded by:</p>\n<ul>\n  <li>Normal force <em>N</em></li>\n  <li>Shear forces <em>V</em><em><sub>y</sub></em> and <em>V</em><em><sub>z</sub></em></li>\n  <li>Bending moments <em>M</em><em><sub>y</sub></em> and <em>M</em><em><sub>z</sub></em></li>\n  <li>Torsion <em>M</em><em><sub>x</sub></em></li>\n</ul>\n<p>All load effects are applied simultaneously. If the applied loads are too small, they are all increased by a factor so that the joint resistance is reached (applied forces must be greater than 1). When creating the moment-rotation or load-deformation diagrams, all the load effects are increased in steps proportionally.&nbsp;</p>\n<p>For example, the analyzed member is loaded by:</p>\n<ul>\n  <li>Normal force <em>N</em> = 50 kN</li>\n  <li>Shear force <em>V</em><em><sub>z</sub></em> = -80 kN</li>\n  <li>Bending moment <em>M</em><em><sub>y</sub></em> = 30 kNm</li>\n</ul>\n<p>The member resistances are:</p>\n<ul>\n  <li>Normal resistance <em>N</em><sub>R</sub> = 2 111 kN</li>\n  <li>Shear resistance <em>V</em><em><sub>z,</sub></em><sub>R</sub> = 763 kN</li>\n  <li>Bending moment resistance <em>M</em><em><sub>y</sub></em><sub>,R</sub> = 226 kNm</li>\n</ul>\n<p>The loads are multiplied by a factor:</p>\n<p>\\[ \\alpha = \\textrm{min} \\left \\{ \\frac{N_R}{N}, \\, \\frac{M_{y,R}}{M_y}, \\, \\frac{M_{z,R}}{M_z} \\right \\} &nbsp;\\]</p>\n<p>Note that if the shear force is not applied in the node, i.e. it acts on a lever arm, the bending moment is affected. The bending moment in the node, as seen in a wireframe model, is used as a set load.</p>\n<figure data-asset-id=\"9a3f28c9-8f1e-4081-99f0-516ef85464fa\" data-image-id=\"9a3f28c9-8f1e-4081-99f0-516ef85464fa\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3e8bcba8-0fb9-406d-8654-89b3ac2f4bc7/stiffness-bending_moment.png\" data-asset-id=\"9a3f28c9-8f1e-4081-99f0-516ef85464fa\" data-image-id=\"9a3f28c9-8f1e-4081-99f0-516ef85464fa\" alt=\"\"></figure>\n<p>In this example, the factor is \\( \\alpha = 7.53 \\). Set loads are multiplied and then applied in steps, and the results are plotted in the Stiffness diagram. The applied loads are divided into 12 steps, and when the connection is nearing its resistance, the steps are further refined. The example of the first three steps is in the following table:</p>\n<table><tbody>\n  <tr><td><br></td><td>Set loads</td><td>Applied loads</td><td>First step</td><td>Second step</td><td>Third step</td></tr>\n  <tr><td><br></td><td><br></td><td>100%</td><td>8.33%</td><td>16.67%</td><td>25.00%</td></tr>\n  <tr><td><em><strong>N</strong></em></td><td>50</td><td>377</td><td>31</td><td>63</td><td>94</td></tr>\n  <tr><td><em><strong>V</strong></em><em><strong><sub>y</sub></strong></em></td><td>0</td><td>0</td><td>0</td><td>0</td><td>0</td></tr>\n  <tr><td><em><strong>V</strong></em><em><strong><sub>z</sub></strong></em></td><td>-80</td><td>-603</td><td>-50</td><td>-100</td><td>-151</td></tr>\n  <tr><td><em><strong>M</strong></em><em><strong><sub>x</sub></strong></em></td><td>0</td><td>0</td><td>0</td><td>0</td><td>0</td></tr>\n  <tr><td><em><strong>M</strong></em><em><strong><sub>y</sub></strong></em></td><td>30</td><td>226</td><td>19</td><td>38</td><td>57</td></tr>\n  <tr><td><em><strong>M</strong></em><em><strong><sub>z</sub></strong></em></td><td>0</td><td>0</td><td>0</td><td>0</td><td>0</td></tr>\n</tbody></table>\n<h3>Deformation capacity</h3>\n<p>The deformation capacity/ductility <em>δ</em><sub>Cd</sub> belongs with the resistance and the stiffness to the three basic parameters describing the behavior of connections. In moment-resistant connections, the ductility is achieved by a sufficient rotation capacity <em>φ</em><sub>Cd</sub>. The deformation/rotation capacity is calculated for each connection in the joint separately.</p>\n<p>The software estimates the deformation capacity as a point where one of the following conditions is achieved:</p>\n<ul>\n  <li>Bolt or anchor resistance in tension, shear, or tension/shear interaction is reached</li>\n  <li>Weld resistance is reached</li>\n  <li>Plastic strain in plates is 15 %</li>\n</ul>\n<p>The estimation of the rotation capacity is important in connections exposed to <a data-item-id=\"02b63bda-ca02-5270-a15e-ab2642cfbdaf\" href=\"\">seismic</a>, see Gioncu and Mazzolani (2002) and Grecea (2004) and extreme loading, see Sherbourne and Bahaari (1994 and 1996). The deformation capacity of components has been studied from the end of the last century (Foley and Vinnakota, 1995). Faella et al. (2000) carried out tests on T-stubs and derived the analytical expressions for the deformation capacity. Kuhlmann and Kuhnemund (2000) performed tests on the column web subjected to transverse compression at different levels of compression axial force in the column. Da Silva et al. (2002) predicted deformation capacity at different levels of axial force in the connected beam. Based on the test results combined with FE analysis, deformation capacities are established for the basic components by analytical models by Beg et al. (2004). In the work, components are represented by non-linear springs and appropriately combined in order to determine the rotation capacity of the joint for the end-plate connections, with an extended or flush end-plate and welded connections. For these connections, the most important components that may significantly contribute to the rotation capacity were recognized as the web in compression, column web in tension, column web in shear, column flange in bending, and end-plate in bending. Components related to the column web are relevant only when there are no stiffeners in the column that resist compression, tension, or shear forces. The presence of a stiffener eliminates the corresponding component, and its contribution to the rotation capacity of the joint can be therefore neglected. End-plates and column flanges are important only for end-plate connections where the components act as a T-stub, where also the deformation capacity of the bolts in tension is included. The questions and limits of the deformation capacity of connections of high-strength steel were studied by Girao et al. (2004).</p>"
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                                                                                            "value": "<p>Capacity design is a part of a joint check-in seismic design. When relying on the ductility of a structure, the capacity design must be performed.&nbsp;</p>\n<p>The objective of capacity design is to confirm a building undergoes controlled ductile behavior to avoid a collapse in a design-level earthquake.</p>\n<p>A dissipative item is selected with increased strength and a modified material diagram. An overstrength factor \\(\\gamma_{ov}\\) is defined in Materials, and a strain-hardening factor \\(\\gamma_{sh}\\) at the dissipative item operation. Note that the nomenclature differs between the codes. A dissipative item is excluded from the strain check of plates.&nbsp;</p>\n<figure data-asset-id=\"ddc1fc96-f9c5-4d2d-9ca5-5150ad9bce19\" data-image-id=\"ddc1fc96-f9c5-4d2d-9ca5-5150ad9bce19\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/278940a1-f39c-4dc3-baa9-ee0915804701/Steel%20connection%20capacity%20design.png\" data-asset-id=\"ddc1fc96-f9c5-4d2d-9ca5-5150ad9bce19\" data-image-id=\"ddc1fc96-f9c5-4d2d-9ca5-5150ad9bce19\" alt=\"The objective of capacity design is to confirm a building undergoes controlled ductile behavior in order to avoid a collapse in a design-level earthquake. Structural design of welded and bolted connections. \"></figure>\n<p><em>Modified material diagram for dissipative item</em></p>\n<p><a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">IDEA StatiCa Connection</a> checks the connection on applied design load, which should create a plastic hinge in the selected dissipative item, usually the beam. The plastic strain in the dissipative item should be around 5%. This can serve as a confirmation that the magnitude and position of loads were determined properly.&nbsp;</p>\n<figure data-asset-id=\"60d63b32-e0ab-41e1-b674-903365151edd\" data-image-id=\"60d63b32-e0ab-41e1-b674-903365151edd\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/483ccbcc-0aaf-4302-be41-45b5bf3074b6/plastic%20hinge.png\" data-asset-id=\"60d63b32-e0ab-41e1-b674-903365151edd\" data-image-id=\"60d63b32-e0ab-41e1-b674-903365151edd\" alt=\"Plastic hinge\"></figure>\n<p><em>Plastic hinge created at the intended place of the dissipative item – the beam</em></p>\n<p>The supports of the continuous member are automatically defined as supported at one end and with restrained moments at the other end. This way, the continuous column may be loaded by the normal force and shear forces, and also one side may move sideways so that the failure of the column web in shear is revealed.</p>\n<p>Note, that detailing is very important for seismic resistant joints but is not checked in IDEA StatiCa.&nbsp;</p>"
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                                                                                                    "value": "<p>The designer usually solves the task of designing the connection/joint to transfer the known design load. But it is also useful to know how far the design from the limit state is, i.e., how big the reserve in the design is and how safe it is. This can be done simply by the type of analysis – <a data-item-id=\"4171b781-9048-587e-8051-cadf1a05e547\" href=\"\">Joint design resistance</a>.</p>\n<p>The user inputs design load like in a standard design. The software automatically proportionally increases all load components until one of the included checks does not satisfy.&nbsp;</p>\n<p>DR analyses conduct checks for the following components:</p>\n<ul>\n  <li>Plastic strain in plates</li>\n  <li>Bolts – shear, tension, and a combination of tension and shear</li>\n  <li>Anchors – tension and shear steel resistance&nbsp;</li>\n  <li>Welds</li>\n</ul>\n<p>Please note that other components not included in the above list will not be checked due to unknown directions of forces in components. For this reason, an EPS analysis should always be conducted to ensure that all checks are correctly performed.&nbsp;</p>\n<p>The user gets the ratio of maximal load to the design load. Also, a simple diagram is provided.&nbsp;</p>\n<figure data-asset-id=\"aeb1691e-ba03-4612-b058-d255b489cfdd\" data-image-id=\"aeb1691e-ba03-4612-b058-d255b489cfdd\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/793de987-9a57-45a5-b384-022d11a8b940/Steel%20connection%20resistance%20design.png\" data-asset-id=\"aeb1691e-ba03-4612-b058-d255b489cfdd\" data-image-id=\"aeb1691e-ba03-4612-b058-d255b489cfdd\" alt=\"Joint design resistance helps to estimate reserve in the steel connection resistance. Structural design of welded and bolted connections.\"></figure>\n<p>The results of user-defined load cases are shown unless the Joint design resistance Factor is smaller than 100 % which means that the calculation did not converge, and the last converged step of the load case is shown.</p>"
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                                                                                            "value": "<p>Buckling is usually not an important issue in joints. However, it should be checked that there are no buckling issues and that the results of strength analysis, which uses only geometrically linear analysis, are correct.</p>\n<p><a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">IDEA StatiCa Connection</a> can perform linear buckling analysis of a model of a joint. The results are predicted in buckling modes. Critical load, at which buckling of the perfect model occurs, is calculated for each buckling mode. Critical load is presented by multipliers of the load acting on the joint. According to the buckling mode and critical load multiplier, the user can determine the safe buckling design.</p>\n<p>Some codes, e.g. Eurocode (EN 1993-1-1, Chapter 5.2.1), recommend a critical load multiplier higher than 15 for bar models of structures. If the critical load multiplier is higher than 15, the code does not require a buckling check of members.</p>\n<p>For joints, the matter is different, and the code does not provide any specific recommendation. The design of local buckling must be tackled in another way. Generally, the local buckling may be divided into three groups:</p>\n<ol>\n  <li>Plates connecting individual members</li>\n  <li>Stiffening plates in the joint – stiffeners, ribs, short haunches</li>\n  <li>Closed sections and thin-walled sections</li>\n</ol>\n<p>The buckling of plates from group 1 affects the buckling shape of the whole member. Therefore, it is recommended to apply the same rules as for these members also to these plates, i.e., consider safe critical load multiplier 15 and higher. The engineer should verify that the real execution of the joint corresponds to the boundary conditions of the model used for buckling analysis of the whole structure.</p>\n<p>Plates from group 2 affect the local buckling of the joint. For such plates, the safe boundary of critical load multiplier 15 is conservative, but specific guidance is missing in codes. The guidance is provided by&nbsp;<a href=\"https://www.ideastatica.com/support-center/all?category=verification_example&amp;label=buckling\" data-new-window=\"true\" title=\"IDEA StatiCa Support Center\" target=\"_blank\" rel=\"noopener noreferrer\">research papers</a>&nbsp;that recommend a safe boundary of critical load multiplier equal to 3.</p>\n<p>Buckling of plates and members from group 3 is very problematic, and individual assessment of each particular case is necessary.</p>\n<p>For plates with a critical load multiplier smaller than suggested values (15 for group 1, 3 for group 2), plastic design cannot be used. Other methods that are not offered by IDEA StatiCa are necessary for their check.</p>\n<p>The result of buckling analysis in IDEA StatiCa Connection is not a definite check. The codes do not give sufficient guidance. The assessment requires engineering judgment and IDEA StatiCa provides unique tools not available in standard design software.</p>\n<figure data-asset-id=\"daa85f66-8e1f-4ad5-9669-b8c24536c88f\" data-image-id=\"daa85f66-8e1f-4ad5-9669-b8c24536c88f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1571dacd-fb9b-4c75-9adf-91746be2a52c/Steel%20joint%20buckling%20analysis.png\" data-asset-id=\"daa85f66-8e1f-4ad5-9669-b8c24536c88f\" data-image-id=\"daa85f66-8e1f-4ad5-9669-b8c24536c88f\" alt=\"Gusset plate as an elongation of a truss – example of plate from group 1 for which buckling can be neglected if critical buckling factor is higher than 15\"></figure>\n<p><em>Gusset plate as an elongation of a truss – example of the plate from group 1 for which buckling can be neglected if the critical buckling factor is higher than 15</em></p>\n<figure data-asset-id=\"64f50f79-57b5-48a7-8773-6f4a05ecaa2a\" data-image-id=\"64f50f79-57b5-48a7-8773-6f4a05ecaa2a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/efa05183-1d66-4644-9e09-6d2167ea28c1/buckling2.png\" data-asset-id=\"64f50f79-57b5-48a7-8773-6f4a05ecaa2a\" data-image-id=\"64f50f79-57b5-48a7-8773-6f4a05ecaa2a\" alt=\"\"></figure>\n<p><em>Examples of buckling shapes of plates from group 2 where the buckling can be neglected if the critical buckling factor is higher than 3</em></p>\n<p>The model used for buckling analysis is supported by different supports than set by the user in stress, strain analysis type (EPS). The bearing member stays fully supported. Model type of a beam set as N-Vy-Vz-Mx-My-Mz (free to move in stress, strain analysis type) is fully supported in buckling analysis. All other beam analysis types have restrained bending moments and normal force but are free to move sideways.</p>\n<ul>\n  <li>Model type N-Vy-Vz-Mx-My-Mz: supports in buckling model: N-Vy-Vz-Mx-My-Mz</li>\n  <li>Model type N-Vy-Vz: supports in buckling model: N-Mx-My-Mz</li>\n  <li>Model type N-Vz-My: supports in buckling model: N-Mx-My-Mz</li>\n  <li>Model type N-Vy-Mz: supports in buckling model: N-Mx-My-Mz</li>\n</ul>\n<p>It is assumed that in case of rigid joint, user sets the bending moment and the buckling of the short beam segment is not relevant. On the other hand, in the case of the pinned joint, user sets only normal and shear force and no bending moment, but the buckling of the pinned member is relevant, so it contributes to the buckling factor. See the figure below. \"Model\" shows the model in the stress-strain analysis type, and \"Buckling\" shows the model in the buckling analysis.</p>\n<figure data-asset-id=\"96acce5c-0e2d-4837-84a5-f073225fa84d\" data-image-id=\"96acce5c-0e2d-4837-84a5-f073225fa84d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c79b0662-8042-4da8-b653-4607bdaf1fce/buckling3.png\" data-asset-id=\"96acce5c-0e2d-4837-84a5-f073225fa84d\" data-image-id=\"96acce5c-0e2d-4837-84a5-f073225fa84d\" alt=\"\"></figure>"
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                                                                                                    "value": "<p>The finite element analysis might not converge for several reasons, usually due to some element that is not sufficiently supported and can freely move or rotate.</p>\n<p>Finite element analysis requires a slightly increasing stress-strain diagram of material models. In some cases of complicated models, e.g., with multiple contacts, the increase in divergent iterations might help with convergence. This value can be set in the Code setup. The most common causes of analysis failure are singularities when the parts of a model are not connected properly and are free to move or rotate. A user is notified and should check the model for missing welds or bolts. The deformed shape is shown with the items which caused the first singularity moved 1&nbsp;m so that singularity may be easily detected.</p>\n<figure data-asset-id=\"b5960e4f-48b0-4031-915a-6a0960079231\" data-image-id=\"b5960e4f-48b0-4031-915a-6a0960079231\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a460d97a-00e3-4100-bd1a-866caaf8e6d1/Analysis%20convergence%20of%20complex%20steel%20connection%20models.png\" data-asset-id=\"b5960e4f-48b0-4031-915a-6a0960079231\" data-image-id=\"b5960e4f-48b0-4031-915a-6a0960079231\" alt=\"The finite element analysis might not converge due to some element that is not sufficiently supported and can freely move or rotate. Analysis for the structural design of complex welded and bolted steel connections.\"></figure>\n<p><em>Missing welds at gusset plates leading to singularity</em></p>"
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                                                                                                                "description": "Thin-walled (cold-formed) members\nFor thin-walled members, only geometrically nonlinear analysis with imperfections is suitable. Structural design of steel members in structural engineering software.",
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                                                                                                            "value": "<p><a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">IDEA StatiCa Connection</a> for design of joints of thin-walled members should be left only to experienced engineers. Buckling analysis is a must and each mode shape must be carefully analyzed.</p>\n<p>Software IDEA StatiCa Connection is dedicated to the assessment of connections of hot-rolled members which are not significantly affected by buckling. The geometrically linear and materially non-linear analysis is performed because of its fast and stable calculation. However, this analysis is not sufficient for stability loss. If buckling may be a problem, performing a linear buckling analysis helps to detect dangerous areas and provide a factor for Euler’s bifurcation point, but this is still not enough for thin-walled members. For thin-walled members, only geometrically nonlinear analysis with imperfections is suitable.</p>\n<p>If the user still decides to use IDEA StatiCa Connection software to check connections of thin-walled members, he should:</p>\n<ul>\n  <li>Perform linear buckling analysis and carefully evaluate each buckling shape, the first 5 presented buckling shapes might not be enough (<a data-item-id=\"940e97db-790e-439d-95b7-c99b79c53c43\" href=\"\">How to increase the number of evaluated shapes</a>)</li>\n  <li>Do not rely on the plasticity of steel plates and rather limit the von Mises stress to yield strength or even lower</li>\n  <li>Be aware that local buckling, which is not considered, can redistribute internal forces in components differently</li>\n  <li>Be aware that the stiffness of components may be different due to different failure modes or their combination.</li>\n  <li>Be aware that presented checks and detailing of components (e.g., bolts, welds) are the following guides for standard members. The checks for thin-walled members may vary, and then the provided checks are not correct.</li>\n</ul>\n<p>The design of connections of thin-walled members is very case-specific, and no general guide can be provided. IDEA StatiCa Connection was not validated for this use.</p>\n<h4>Component checks – EN</h4>\n<p>In EN 1993-1-1 thin-walled members are defined as: “Class 4 cross-sections are those in which local buckling will occur before the attainment of yield stress in one or more parts of the cross-section.” The main part of Eurocode for steel is limited to members with material thickness t ≥ 3 mm. <a data-item-id=\"2f49e81d-802d-4857-84e1-8776e12bc8ee\" href=\"\">Chapter 4 – Welded connections</a> apply only to a material thickness of t ≥ 4 mm. Therefore, the checks of components provided by software do not apply to cold-formed members with smaller thicknesses. Users should be aware of this and replace the checks with appropriate formulas from EN 1993-1-3 manually.</p>\n<p>Analysis of <a data-item-id=\"48d4bb94-7eb2-4c01-b2dc-56bae88b469b\" href=\"\">hollow section joints</a> should also be carefully performed for members which are out of the range of validity for welded joints – EN 1993-1-8 – Table 7.1. There are no guidelines for such joints, and the software results have not been validated.</p>\n<h4>Component checks – AISC</h4>\n<p>In Chapter A of AISC 360-16 there is a user note stating: “For the design of cold-formed steel structural members, the provisions in the AISI North American Specification for the Design of Cold-Formed Steel Structural Members (AISI S100) are recommended, except for cold-formed hollow structural sections (HSS), which are designed in accordance with this Specification.” AISI S100 and AS/NZS 4600 provide formulas to determine the shear and tension resistance of the most common fastener types together with their range of application</p>\n<h4>Component checks – CISC</h4>\n<p>CSA S16-14 states in Chapter 1: “Requirements for steel structures such as bridges, antenna towers, offshore structures, and cold-formed steel structural members are given in other CSA Group Standards.”</p>"
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                                                                                                                    "value": "<h3>Model description</h3>\n<p><a data-item-id=\"3410fe73-5e05-4f0b-9e97-52c983c69bbd\" href=\"\">Lateral-torsional restraint</a> is simulated by two stiffnesses added to any plate:</p>\n<ul>\n  <li>Lateral (shear) <em>S</em> [N] applied in the direction of <em>y</em> axis of plate local coordinate system</li>\n  <li>Torsional <em>C</em> [Nm/m] applied around <em>x</em> axis of a plate local coordinate system</li>\n</ul>\n<p>Users may select any plate of a member, length of the restraint, type (continuous or discrete with set spacing), and lateral and torsional stiffnesses.</p>\n<figure data-asset-id=\"7b6a6908-8529-441f-b84d-51778489958a\" data-image-id=\"7b6a6908-8529-441f-b84d-51778489958a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ee764dc7-4e26-43a1-8f3b-3f2555263672/LTR.png\" data-asset-id=\"7b6a6908-8529-441f-b84d-51778489958a\" data-image-id=\"7b6a6908-8529-441f-b84d-51778489958a\" alt=\"Lateral-torsional restraint\"></figure>\n<p><em>Local coordinate system of a plate with applied LTR</em></p>\n<p>Nodes of finite elements are connected along the plate width by rigid body elements type 3 (RBE3) to one point at the plate longitudinal axis. Torsional stiffness is applied at this point by a special element with only one stiffness, rotation around <em>x</em> axis. This point is also connected by two other RBE3 with a special element between them with one stiffness, displacement in <em>y</em> axis.&nbsp;</p>\n<p>The lateral stiffness is set by the user as free, rigid, or with set stiffness. Rigid stiffness is sufficiently high, set as 1000 times the shear stiffness of the plate. Stiffness \\(S\\) is set per unit length (one meter) with a force unit [N]. The stiffness of one element \\(S_i\\) has a force unit divided by length unit [N/m] and is then:</p>\n<p>\\[ S_i = \\frac{S}{s_d} \\]</p>\n<p>where:</p>\n<ul>\n  <li>&nbsp;\\(s_d\\) – distance between two points [m]</li>\n</ul>\n<p>For discrete type, spacing is set directly by the user. For continuous type, the spacing is sufficiently small so that the behavior of the plate is not affected by spacing.</p>\n<p>Similarly, the torsional stiffness is set by the user as free, rigid, or with set stiffness. Rigid stiffness is sufficiently high, set as 1 000 times the bending stiffness of the plate. Stiffness \\(C\\) is set per unit length (one meter) with a unit of bending moment divided by length unit [Nm/m]. The stiffness of one element \\(C_i\\) has a bending moment unit divided by length unit squared [Nm/m<sup>2</sup>] and is then:</p>\n<p>\\[ C_i = \\frac{C}{s_d} \\]</p>\n<p>For a better understanding of the stiffness values, see the document <a href=\"https://www.irbnet.de/daten/iconda/CIB_DC28847.pdf\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">European Recommendations on the Stabilization of Steel Structures by Sandwich Panels</a>.</p>\n<figure data-asset-id=\"7fcd7a17-f5c2-4d08-9964-43a6727ac424\" data-image-id=\"7fcd7a17-f5c2-4d08-9964-43a6727ac424\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/704a113e-5cce-45ed-9c15-3c28097bf4de/LTR2-eng.png\" data-asset-id=\"7fcd7a17-f5c2-4d08-9964-43a6727ac424\" data-image-id=\"7fcd7a17-f5c2-4d08-9964-43a6727ac424\" alt=\"\"></figure>\n<p><em>Hidden finite elements and RBE3 provide lateral and torsional stiffness to member plate</em></p>\n<p>Note that RBE3 are only interpolation links that do not provide any stiffness on their own.</p>\n<h2>Verification</h2>\n<p>A model providing LTR was verified by LTBeam software, which uses bar (1D) elements with seven degrees of freedom. That means the cross-section is not deformed, but the element can capture <a data-item-id=\"cbb8d45e-a941-4f80-8bbb-c288edafdd5c\" href=\"\">warping</a>. The comparison is shown on an example of IPE 180 cross-section from steel grade S355 with a length of 6 m. The beam is fixed at both ends with a uniform load of 20 kN/m applied at the top flange. Software LTBeam is able to determine the elastic critical moment that corresponds to the result of linear buckling analysis (LBA) in <a data-item-id=\"e2fb6b14-f5e4-4b81-8322-71acd2cdf487\" href=\"\">IDEA StatiCa Member</a>.</p>\n<figure data-asset-id=\"02d0a026-39fd-4938-87d0-794aab18fa11\" data-image-id=\"02d0a026-39fd-4938-87d0-794aab18fa11\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4bbed293-94ba-45b6-aafe-9b38dd103b00/LTR3.png\" data-asset-id=\"02d0a026-39fd-4938-87d0-794aab18fa11\" data-image-id=\"02d0a026-39fd-4938-87d0-794aab18fa11\" alt=\"\"></figure>\n<p><em>Comparison of LTBeam and IDEA StatiCa Member for lateral and torsional stiffness</em>&nbsp;</p>\n<p>The critical load multiplier to elastic buckling \\(\\alpha_{cr}\\) with lateral stiffness is very similar according to both software. The limit lateral stiffness where lateral-torsional buckling has an effect up to only&nbsp;5 % of beam bending resistance is calculated according to EN 1993-1-1 as S<sub>lim</sub> = 8 589 kN. However, the results with torsional restraint are diverging at higher levels of rotational stiffness. Observing the deformed shape in IDEA StatiCa Member, the difference is caused by the cross-section deformation that can be captured only by the shell model. LTBeam provides unrealistically high critical load multipliers for high torsional stiffness.&nbsp;</p>\n<p>To verify this claim, the ABAQUS shell element model was created at ETH university. The beam is again fixed on both ends, made of steel grade S355 and with a length of 6 m. Beam cross-section IPE 240 was used. Limit torsional stiffness, i.e. lateral-torsional buckling has an effect up to only 5 % of beam bending resistance, was calculated as C<sub>lim</sub> = 27.13 kNm/m. The model is loaded by force in the mid-span at the top flange.&nbsp;</p>\n<figure data-asset-id=\"f3f3f514-c968-4af0-9832-fb0394b94d3c\" data-image-id=\"f3f3f514-c968-4af0-9832-fb0394b94d3c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b68af254-356c-4729-977c-1395d6827f0c/LTR4.png\" data-asset-id=\"f3f3f514-c968-4af0-9832-fb0394b94d3c\" data-image-id=\"f3f3f514-c968-4af0-9832-fb0394b94d3c\" alt=\"\"></figure>\n<p><em>Comparison of ABAQUS, LTBeam, and IDEA StatiCa Member for torsional stiffness</em></p>\n<p>The effect of torsional stiffness is very similar in both models made of shell elements and LTBeam diverges. Most importantly, ABAQUS and <a data-item-id=\"e2fb6b14-f5e4-4b81-8322-71acd2cdf487\" href=\"\">IDEA StatiCa Member</a> buckling resistances provided by GMNIA almost coincide – the differences are up to 4 %.</p>\n<h2>Stiffness estimation</h2>\n<p>LTR provided by floors filled with concrete and with composite action provided by shear studs may be assumed as rigid at least in the case of lateral stiffness. The stiffnesses provided by trapezoidal sheets of sandwich panels are much smaller and may be determined by experiments or calculations. Most often, the values of lateral and torsional stiffness would be recommended by manufacturers of sandwich panels or other types of cladding.&nbsp;</p>\n<p>The calculation of lateral stiffness <em>S</em> [N] provided by trapezoidal sheets is provided in EN 1993-1-3, Chapter 10:</p>\n<p>\\[S=1000 \\sqrt{t^3} \\left ( 50+10 \\sqrt[3]{b_{roof}} \\right ) \\frac{s}{h_w} \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>t</em> – design thickness of trapezoidal sheeting [mm]</li>\n  <li><em>b</em><sub>roof</sub> – roof width, i.e. for gable roof it is the distance between a ridge and an eave [mm]</li>\n  <li><em>s</em> – distance between beams [mm]</li>\n  <li><em>h</em><sub>w</sub> – trapezoidal sheet profile depth [mm]&nbsp;</li>\n</ul>\n<p>The formula is valid if the trapezoidal sheet is connected to the beam at each rib. If the sheeting is connected to the beam at every second rib only, then <em>S</em> should be substituted by 0.2 <em>S</em>.</p>\n<p>Lateral stiffness of sandwich panels is described in ECCS recommendation. The stiffness of fasteners is essential:</p>\n<p>\\[S=\\frac{k_v}{2B} \\sum_{k=1}^{n_k}c_k^2\\]</p>\n<p>where:</p>\n<ul>\n  <li><em>k</em><sub>v</sub> – shear stiffness of a fastening</li>\n  <li><em>B</em> – width of a sandwich panel</li>\n  <li><em>n</em><sub>k</sub> – number of pairs of fasteners per panel and support</li>\n  <li><em>c</em><sub>k</sub> – distance between the two fasteners of a pair</li>\n</ul>\n<p>Torsional stiffness is more complicated and can also be estimated by ECCS recommendation. It contains the contribution of fasteners, sandwich panel, and beam distortion. The beam distortion may be neglected because it is already included in the shell element model.</p>\n<figure data-asset-id=\"bf736d70-434b-4ba1-acac-810ad8c29f8a\" data-image-id=\"bf736d70-434b-4ba1-acac-810ad8c29f8a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/96410b67-ba2f-46f3-91ea-ad1c22d4ebc6/LTR5.png\" data-asset-id=\"bf736d70-434b-4ba1-acac-810ad8c29f8a\" data-image-id=\"bf736d70-434b-4ba1-acac-810ad8c29f8a\" alt=\"\"></figure>\n<p><em>Torsional (on the left) and lateral stiffness (on the right) provided by sandwich panels (ECCS, 2014)</em></p>\n<p>In American practice, restraint against lateral torsional buckling is typically assumed to be full or negligible based on the type and orientation of decking. For example, Table 8.1 of the AISC Seismic Design Manual identifies restraint conditions for beams subject to axial compression. However, where necessary, the lateral stiffness can be derived from the diaphragm stiffness, <em>G</em>’, computed in accordance with AISI S310. Denavit et al. (2020) present a method of calculating torsional stiffness.&nbsp;</p>\n<h2>References</h2>\n<ul>\n  <li>CTICM, LTBeam v. 1.0.11, available at: <a href=\"https://www.cesdb.com/ltbeam.html\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">https://www.cesdb.com/ltbeam.html</a></li>\n  <li>Abaqus. <em>Reference manual</em>, version 6.16. Simulia, Dassault Systéms. France, 2016.</li>\n  <li>EN 1993-1-3: <em>Eurocode 3: Design of steel structures – Part 1-3: </em>General rules – Supplementary rules for cold-formed members and sheeting, CEN, 2006.</li>\n  <li>ECCS TC7 – Technical Working Group TWG 7.9 Sandwich Panels and Related Structures, <em>European Recommendations on the Stabilization of Steel Structures by Sandwich Panels,</em> 2<sup>nd</sup> edition, 2014. ISBN 978-90-6363-081-2</li>\n  <li>Denavit, M.D.; Jacobs, W.P.; Helwig, T.A. (2020). \"Continuous Bracing Requirements for Constrained-Axis Torsional Buckling,\"&nbsp;<em>Engineering Journal</em>, American Institute of Steel Construction, Vol. 57, pp. 69-89.</li>\n</ul>"
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                                                                                                                            "value": "<p>Joints of hollow section members may undergo serious deformations while able to carry still higher loads. On the other hand, the plates may buckle in inelastic range, for which purpose, geometrically and materially nonlinear analysis is implemented.</p>\n<h4>Out-of-plane deformation</h4>\n<p>One of the criteria for the ultimate limit state of hollow section joints is the out-of-plane deformation of the hollow section cross-section. The check is available in the software (in Code Setup as Local deformation check, for hollow bearing members turned on by default). It is recognized by <a href=\"https://www.cidect.org/design-guides/\"><strong>CIDECT design guides</strong></a>. The limits are 3 % of the smaller size of the cross-section (0.03 <em>d</em><sub>0</sub> for CHS and 0.03 <em>b</em><sub>0</sub> for RHS) for the ultimate limit state and 1 % for the serviceability limit state.</p>\n<figure data-asset-id=\"5a438c97-6033-4a56-9d0b-f422e233ad59\" data-image-id=\"5a438c97-6033-4a56-9d0b-f422e233ad59\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0a007549-7dd8-4f3d-82bb-bd025ce91c63/hollow_sections2.PNG\" data-asset-id=\"5a438c97-6033-4a56-9d0b-f422e233ad59\" data-image-id=\"5a438c97-6033-4a56-9d0b-f422e233ad59\" alt=\"\"></figure>\n<p><em>Definition of </em><a data-item-id=\"376528a7-312a-52ea-b8a0-d2f726dd9f62\" href=\"\"><em>cross-section</em></a><em> sizes for circular hollow section (CHS) and rectangular hollow section (RHS)</em></p>\n<figure data-asset-id=\"3d929273-3740-4b0f-80ac-cbcdef7156dc\" data-image-id=\"3d929273-3740-4b0f-80ac-cbcdef7156dc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ec91f617-98e4-4cce-8e89-dca42c9c7a0b/hollow_sections.png\" data-asset-id=\"3d929273-3740-4b0f-80ac-cbcdef7156dc\" data-image-id=\"3d929273-3740-4b0f-80ac-cbcdef7156dc\" alt=\"Failure modes for HSS members\"></figure>\n<p><em>Typical load-deformation diagrams for hollow section joints; the red curve is for thin-walled member loaded in compression, the green curve for regular members loaded in compression, the blue curve is e.g. for X-joint loaded by tension</em></p>\n<h4>Geometrically and materially non-linear analysis (GMNA)</h4>\n<p>In the case of some joints of hollow sections, especially with high diameter to thickness ratio, the geometrically linear analysis may not capture the behavior of the joint with sufficient precision, and its load resistance may be underestimated or overestimated. It is recommended to use more advanced geometrically and materially nonlinear analysis for joints of hollow sections even though the computational time is slightly higher. If GMNA analysis for hollow sections is selected in Code setup, GMNA is used instead of geometrically linear and materially nonlinear analysis (MNA, used as a standard in IDEA&nbsp;Statica Connection) for models with hollow section member as a bearing member.</p>\n<p><em>Note: If the bearing member is not a hollow section, the GMNA solver is disabled for the analysis of the whole connection model regardless of the settings in the code setup (GMNA on or off).</em></p>\n<h4>Cross-section deforms at the end of the shell model</h4>\n<p>The cross-section may deform at the ends of the model consisting of shell elements. Joints of hollow sections require relatively long members – up to 10 times cross-section diameter. Condensed superelement is placed behind the part of the model consisting of shell elements. This allows faster calculation with the same precision as the full model consisting of shell elements. The condensed superelement has only elastic material properties, and that means the plastic strains due to the investigated failure mode should not reach the end of shell element model. For this reason, the shell model spans by default 1.25 times the cross-section height (editable in Code setup) behind the last manufacturing operation. &nbsp;</p>\n<figure data-asset-id=\"d540c6c8-c955-4515-a5cf-538a3eebfb04\" data-image-id=\"d540c6c8-c955-4515-a5cf-538a3eebfb04\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e7e89119-c6c4-4ec7-a097-48de5018924a/RN%2021%20-%20Solver%202-1200x630.png\" data-asset-id=\"d540c6c8-c955-4515-a5cf-538a3eebfb04\" data-image-id=\"d540c6c8-c955-4515-a5cf-538a3eebfb04\" alt=\"Hollow section with deformed end cross-sections\"></figure>\n<h4>Shell bending resistance reduced for hollow sections (imperfections)</h4>\n<p>Load resistances of hollow section joints in the codes are determined by the Failure Mode Method that uses curve-fitting models determined from experiments and advanced numerical models. The real structure contains initial imperfections and residual stresses, which are not captured by shell models in <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">IDEA StatiCa Connection</a>. To achieve closer compliance with the results of codes, the influence of residual stress and initial imperfections is simulated by reducing the bending resistance of shells of hollow sections with a high&nbsp;<em>D</em>/(2<em>t</em>) ratio.</p>\n<figure data-asset-id=\"b5363002-d1cd-4fba-bed0-6a6ee7a7a425\" data-image-id=\"b5363002-d1cd-4fba-bed0-6a6ee7a7a425\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c22a9cb4-c28e-4228-90a4-8b0c91ab3d2b/Hollow%20sections%20-%20reduction%20factor.png\" data-asset-id=\"b5363002-d1cd-4fba-bed0-6a6ee7a7a425\" data-image-id=\"b5363002-d1cd-4fba-bed0-6a6ee7a7a425\" alt=\"\"></figure>"
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                                                                                                                                    "value": "<p>The fatigue analysis type does not provide any final resistance or number of cycles the detail can take. It just provides inputs to further calculations according to codes.</p>\n<p>Always, at least two load cases must be set. The first load case is the reference one. It is assumed as, e.g., a self-weight of the structure and can contain zero loads. The other load cases are simulating fatigue actions. The nominal normal and shear stress provided by IDEA StatiCa is the stress range between the fatigue action, e.g. LE2, and the reference load case.</p>\n<p>For example, the shear stress at a certain location is 50 MPa in the Reference load case and 180 MPa in LE2. The shown nominal shear stress at this location is:</p>\n<p>\\[\\tau = 180-50=130\\, \\textrm{MPa}\\]</p>\n<p>Note that there should be no yielding of plates due to fatigue actions, otherwise the stress ranges are distorted.&nbsp;</p>\n<p>The stresses are available for:</p>\n<ul>\n  <li>Bolts</li>\n  <li>Welds</li>\n  <li>Plates</li>\n</ul>\n<h3>Bolts</h3>\n<p>At bolts, the stresses are determined simply by dividing the force by the corresponding area:</p>\n<ul>\n  <li>\\(\\sigma = F_t / A_s \\)</li>\n  <li>\\(\\tau = V / A \\)</li>\n</ul>\n<p>where:</p>\n<ul>\n  <li>\\(F_t\\) – tensile force in the bolt</li>\n  <li>\\(A_s\\) – tensile stress area of the bolt</li>\n  <li>\\(V\\) – shear force in bolt; if there are multiple shear planes, the highest shear force is used</li>\n  <li>\\(A\\) – area of the bolt resisting in shear; tensile stress area if threads are intercepted by the shear plane and gross cross-sectional area otherwise</li>\n</ul>\n<h3>Welds</h3>\n<p>Welds in <a data-item-id=\"06158daa-1491-4e83-ac34-4964bd5a3c63\" href=\"\">CBFEM</a> consist of the weld element with multipoint constraints connecting the plates. The stress distribution in the weld is disrupted by the constraints and, therefore, the stresses are taken from a section located at 1.5 times the leg size from the weld toe. Three sections are created for a double-sided fillet weld. Two sections are in the same detail category, and only the more stressed one is shown. The maximum normal stress and the corresponding shear stress at the same location, as well as the maximum shear stress and the corresponding normal stress at the same location, are shown.</p>\n<p>See also the <a data-item-id=\"a2f4a486-315f-4571-a9b3-abdcfff0b7a8\" href=\"\">fatigue analysis improvements in the 22.0</a> version.</p>\n<figure data-asset-id=\"c809153d-25c3-4725-a953-14143234806b\" data-image-id=\"c809153d-25c3-4725-a953-14143234806b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6096a5d7-d1dd-47f8-be7e-4f2943c80a20/FAT_weld.png\" data-asset-id=\"c809153d-25c3-4725-a953-14143234806b\" data-image-id=\"c809153d-25c3-4725-a953-14143234806b\" alt=\"\"></figure>\n<h3>Plates</h3>\n<p>The stress in plates may be visualized by creating a user-defined section by a Workplane manufacturing operation. In the figure below, two workplaces were created to see the stresses around bolt holes. The maximum normal stress and the corresponding shear stress at the same location, as well as the maximum shear stress and the corresponding normal stress at the same location, are shown.</p>\n<figure data-asset-id=\"709c7491-6499-4b38-9ef6-d3fa262da6cf\" data-image-id=\"709c7491-6499-4b38-9ef6-d3fa262da6cf\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5d05e482-4c90-4f7f-a7f8-592b6d6be4f3/FAT_WP.png\" data-asset-id=\"709c7491-6499-4b38-9ef6-d3fa262da6cf\" data-image-id=\"709c7491-6499-4b38-9ef6-d3fa262da6cf\" alt=\"\"></figure>"
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                                                                                                                                            "value": "<p>The weld resistance is reduced in connections to unstiffened flanges or in long joints due to concentrated stress. The plastic strain in a weld is limited to 5% as in the plate. The design resistance of the fillet weld is determined using the Directional method given in section 4.5.3.2 EN1993-1-8:2006.</p>\n<h3>Stress development</h3>\n<p>The strain distribution in a welded connection of a beam-to-column joint is shown below. The joint is loaded by bending moment and shear force. The design resistance is governed by yielding in flange weld and is limited by 5% of plastic strain.</p>\n<p><strong>1/ Yielding starts in the flange weld</strong><br>\n<em>F</em><sub>d</sub><em> </em>= 0.63 <em>R</em><sub>d</sub></p>\n<figure data-asset-id=\"d19999fc-0947-4581-af63-66d4620b09e1\" data-image-id=\"d19999fc-0947-4581-af63-66d4620b09e1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3fc7bab7-86b8-415c-b6de-546970c9b1d5/weld-1_250x222.png\" data-asset-id=\"d19999fc-0947-4581-af63-66d4620b09e1\" data-image-id=\"d19999fc-0947-4581-af63-66d4620b09e1\" alt=\"\"></figure>\n<figure data-asset-id=\"c9cf2cc8-811e-4a81-afce-0d044b318c05\" data-image-id=\"c9cf2cc8-811e-4a81-afce-0d044b318c05\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2fe8b4e0-bc19-4c07-bd93-a760abee0313/weld-4_250x342.png\" data-asset-id=\"c9cf2cc8-811e-4a81-afce-0d044b318c05\" data-image-id=\"c9cf2cc8-811e-4a81-afce-0d044b318c05\" alt=\"\"></figure>\n<p><strong>2/ Yielding starts in the web weld</strong><br>\n<em>F</em><sub>d</sub><em> </em>= 0.95 <em>R</em><sub>d</sub></p>\n<figure data-asset-id=\"98e4e3cb-3ed7-4cde-8db5-f2a31c57679c\" data-image-id=\"98e4e3cb-3ed7-4cde-8db5-f2a31c57679c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/976cc0ee-18b7-467e-b0fc-d3bc5766ae7a/weld-2_250x222.png\" data-asset-id=\"98e4e3cb-3ed7-4cde-8db5-f2a31c57679c\" data-image-id=\"98e4e3cb-3ed7-4cde-8db5-f2a31c57679c\" alt=\"\"></figure>\n<figure data-asset-id=\"fe3bd3aa-e6c9-469f-bbfc-d9e60b1abe61\" data-image-id=\"fe3bd3aa-e6c9-469f-bbfc-d9e60b1abe61\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ed0adc89-652c-4044-8ce7-bc8f26aad2ce/weld-5_250x340.png\" data-asset-id=\"fe3bd3aa-e6c9-469f-bbfc-d9e60b1abe61\" data-image-id=\"fe3bd3aa-e6c9-469f-bbfc-d9e60b1abe61\" alt=\"\"></figure>\n<p><strong>3/ Stress in welds at design resistance</strong><br>\n<em>F</em><sub>d</sub> = <em>R</em><sub>d</sub></p>\n<figure data-asset-id=\"16b73a79-a665-435e-b32a-1e18ed6af9c7\" data-image-id=\"16b73a79-a665-435e-b32a-1e18ed6af9c7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7811b2a4-ab38-4583-b861-438336de3a77/weld-3_250x221.png\" data-asset-id=\"16b73a79-a665-435e-b32a-1e18ed6af9c7\" data-image-id=\"16b73a79-a665-435e-b32a-1e18ed6af9c7\" alt=\"\"></figure>\n<figure data-asset-id=\"1c3525cb-9a62-43de-a098-a879da1d2f2c\" data-image-id=\"1c3525cb-9a62-43de-a098-a879da1d2f2c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/80dca9ff-9544-4e19-83d7-8cc84c199cec/weld-6_250x322.png\" data-asset-id=\"1c3525cb-9a62-43de-a098-a879da1d2f2c\" data-image-id=\"1c3525cb-9a62-43de-a098-a879da1d2f2c\" alt=\"\"></figure>\n<h3>Effective width</h3>\n<p>The effective width of an unstiffened beam-to-column joint is shown below. The stress is concentrated in an effective width while the weld resistance around the unstiffened parts is reduced. The stress distribution is shown for an open and a box or channel section.</p>\n<p><strong>I - section column</strong></p>\n<figure data-asset-id=\"dde5912d-23ac-4e28-ba2d-b9499e6834f1\" data-image-id=\"dde5912d-23ac-4e28-ba2d-b9499e6834f1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/62ee84cd-ddba-43e1-9019-9691eee7a28a/welds-1-1.png\" data-asset-id=\"dde5912d-23ac-4e28-ba2d-b9499e6834f1\" data-image-id=\"dde5912d-23ac-4e28-ba2d-b9499e6834f1\" alt=\"\"></figure>\n<p><strong>RHS - section column</strong></p>\n<figure data-asset-id=\"23bbd52d-1d35-4aa6-9dbc-284ec30bb558\" data-image-id=\"23bbd52d-1d35-4aa6-9dbc-284ec30bb558\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/58321395-bf2f-4d42-a0f1-a4f15320adae/welds-2-1.png\" data-asset-id=\"23bbd52d-1d35-4aa6-9dbc-284ec30bb558\" data-image-id=\"23bbd52d-1d35-4aa6-9dbc-284ec30bb558\" alt=\"\"></figure>\n<p>The non-uniform distribution of the stress along its length and the influence of the weld length on the design resistance is shown below. 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                                                                                            "value": "<h3>Temperature</h3>\n<p>In <a data-item-id=\"e2fb6b14-f5e4-4b81-8322-71acd2cdf487\" href=\"\">IDEA StatiCa Member</a>, the user sets a temperature for the whole model. All entities in the model have a set temperature.</p>\n<p>In <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">IDEA StatiCa Connection</a>, the user may set the temperature for each member or plate separately. The temperature of connecting elements - bolts and welds - is assumed to be according to the hottest connecting plate.</p>\n<p>The temperature of members and plates in connections may be determined according to EN 1993-1-2 – Cl. 4.2.5 Steel temperature development and D.3 Temperature of joints in fire. The thermal properties of steel components are taken from EN 1993-1-2:</p>\n<ul>\n  <li>Specific heat – Cl. 3.4.1.2</li>\n  <li>Thermal conductivity – Cl. 3.4.1.3</li>\n</ul>\n<p>Note that thermal elongation is not used in IDEA StatiCa Steel, because it would add forces that are greatly dependent on boundary conditions. Users are encouraged to add forces from the thermal expansion into the load effects themselves.</p>\n<h3>Material degradation</h3>\n<p>Material degradation of <strong>steel plates</strong> is available according to three codes:</p>\n<ul>\n  <li>EN 1993-1-2 – Table 3.1</li>\n  <li>AISC 360-16 – Table A-4.2.1</li>\n  <li>CSA S16-14 – Table K.1</li>\n</ul>\n<p>The multilinear material diagram is used for steel plates with six points according to EN 1993-1-2 – Figure 3.1. An example is shown for steel grade S355, material degradation according to EN 1993-1-2 – Table 3.1, and temperature \\(\\theta = 560^{\\circ}\\textrm{C}\\). The slope of plastic branch past the yield strength \\(f_y\\) is \\(E_{a,\\theta}/1000\\). The reduction factors for modulus of elasticity \\(k_{E,\\theta}\\), for proportionality limit \\(k_{p,\\theta}\\), and yield strength \\(k_{y,\\theta}\\) are 0.426,&nbsp;0.252, and 0.594, respectively. The plastic strain is assumed to build up since the proportionality limit.</p>\n<table><tbody>\n  <tr><td><br></td><td>Strain</td><td>Plastic strain</td><td>Stress</td></tr>\n  <tr><td><br></td><td>\\(\\varepsilon\\) [%]</td><td>\\(\\varepsilon_{pl}\\) [%]</td><td>\\(\\sigma\\) [MPa]</td></tr>\n  <tr><td>0</td><td>0.00</td><td>0.00</td><td>0.0</td></tr>\n  <tr><td>1</td><td>0.10</td><td>0.00</td><td>89.5</td></tr>\n  <tr><td>2</td><td>0.25</td><td>0.15</td><td>131.4</td></tr>\n  <tr><td>3</td><td>0.50</td><td>0.40</td><td>160.5</td></tr>\n  <tr><td>4</td><td>1.00</td><td>0.90</td><td>191.3</td></tr>\n  <tr><td>5</td><td>2.00</td><td>1.90</td><td>210.9</td></tr>\n  <tr><td>6</td><td>15.00</td><td>14.90</td><td>222.5</td></tr>\n</tbody></table>\n<figure data-asset-id=\"c0145cee-e416-4c2b-bd73-b9ac1346e7f5\" data-image-id=\"c0145cee-e416-4c2b-bd73-b9ac1346e7f5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/795061c3-0e71-4f9c-ab65-3c457ed0a624/Material%20degradation.png\" data-asset-id=\"c0145cee-e416-4c2b-bd73-b9ac1346e7f5\" data-image-id=\"c0145cee-e416-4c2b-bd73-b9ac1346e7f5\" alt=\"\"></figure>\n<p><br></p>\n<p>Material degradation of <strong>bolts</strong> is available according to three codes:</p>\n<ul>\n  <li>EN 1993-1-2 – Table D.1</li>\n  <li>AISC 360-16 – Table A-4.2.3</li>\n  <li>CSA S16-14 – Table K.3</li>\n</ul>\n<p>Material degradation of <strong>welds </strong>is available according to one code:</p>\n<ul>\n  <li>EN 1993-1-2 – Table D.1</li>\n</ul>\n<p>Only the resistance of bolts and welds is reduced. Their stiffness remains the same as at ambient temperature.</p>\n<p>Thermal expansion is neglected and not assumed in any models. If necessary, the effects of thermal expansion should be simulated by added loads.</p>\n<h3>Checks</h3>\n<p>Steel plates are checked for plastic strain 5% by default.&nbsp;</p>\n<p>In Eurocode, a dedicated partial safety factor for Fire design, \\(\\gamma_{M,fi}\\) is used for checks of bolts and welds. In all other codes, the standard resistance or safety factors are used. The load-deformation curves and checks of bolts and welds are reduced by factors \\(k_b\\) and \\(k_f\\) based on set temperature.</p>\n<p>Preloaded bolts are assumed to slip and are checked as regular snug-tight bolts.</p>\n<p>The temperature of the concrete block and anchors is unknown and corresponding components are not checked in Fire design.</p>\n<h3>Stiffness</h3>\n<p>Stiffness analysis is not available for Fire design at the moment. It is recommended to use stiffness analysis for ambient temperature and multiply the stiffness by reduction factor for modulus of elasticity \\(k_{E,\\theta}\\).</p>"
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                                                                                            "value": "<p>In IDEA StatiCa Connection, there are two strategies of weld sizing available to all users:</p>\n<ul>\n  <li>to full-strength</li>\n  <li>with over-strength</li>\n</ul>\n<p>For Eurocode users, there are two more:</p>\n<ul>\n  <li>to capacity estimation</li>\n  <li>to minimum ductility</li>\n</ul>\n<p>Weld sizing method is specified in Operations dialogue.</p>\n<figure data-asset-id=\"23b31177-b78d-49af-9ee4-8480098c3942\" data-image-id=\"23b31177-b78d-49af-9ee4-8480098c3942\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/04f8a4f1-c853-4f9a-95ee-3f8ac8887067/3.png\" data-asset-id=\"23b31177-b78d-49af-9ee4-8480098c3942\" data-image-id=\"23b31177-b78d-49af-9ee4-8480098c3942\" alt=\"\"></figure>\n<p>When running Weld sizing, every fillet weld in the model is modified according to weld sizing method. Generally, the size of welds will increase in this order:</p>\n<ol>\n  <li>To capacity estimation</li>\n  <li>To minimum ductility</li>\n  <li>Full strength</li>\n  <li>With over-strength</li>\n</ol>\n<p>The methods are described in detail below.&nbsp;</p>\n<h3>To capacity estimation</h3>\n<p>Weld sizing to capacity estimation automatically provides weld sizes that are strong just enough to transfer set loads.&nbsp;</p>\n<p>Weld capacity estimation is the first use of machine learning in IDEA StatiCa. At the moment, it is implemented only in Eurocode. Weld resistance is determined according to the most stressed weld element. Therefore, weld utilization is highly nonlinear. The resistance of the whole length is estimated by a machine-learning algorithm based on the stress distribution along the weld length.</p>\n<p>Weld sizing to capacity estimation requires results. Size of fillet welds is adjusted according to the following formula:</p>\n<p>\\[ a_{new} = a \\cdot Ut_c / Ut_{target} \\]</p>\n<p>where:</p>\n<ul>\n  <li>\\(a_{new}\\) – adjusted fillet weld size</li>\n  <li>\\(a\\) – previously set fillet weld size</li>\n  <li>\\(Ut_c\\) – capacity estimation based on machine learning algorithm visible at Weld check&nbsp;</li>\n  <li>\\(Ut_{target}\\) – target utilization in Settings → Design → Autodesign → Weld sizing</li>\n</ul>\n<p>Resulting \\(a_{new}\\) is rounded up according to Preferences → Application units → New entity rounding → Weld size.&nbsp;</p>\n<p>Note that weld sizes are limited by detailing rules, e.g. weld size cannot be smaller than 3 mm (EN 1993-1-8 – 4.5.2). These detailing rules are adhered to. Also, keep in mind that multiple welds in IDEA StatiCa are often set by one value. In these cases, the size is set according to the most utilized one.</p>\n<p>Also, a calculation loop is available. When weld sizing method is set to capacity estimation, it:</p>\n<ol>\n  <li>Sizes the fillet welds to full strength</li>\n  <li>Calculates the model</li>\n  <li>Sizes the fillet welds to capacity estimation</li>\n  <li>Calculates the model</li>\n</ol>\n<figure data-asset-id=\"b32d2f35-98c4-47f2-834f-f5968024303b\" data-image-id=\"b32d2f35-98c4-47f2-834f-f5968024303b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0e70d6dc-2d15-40e1-9eb6-9d2ed5036c6c/Weld%20sizing%20button.png\" data-asset-id=\"b32d2f35-98c4-47f2-834f-f5968024303b\" data-image-id=\"b32d2f35-98c4-47f2-834f-f5968024303b\" alt=\"\"></figure>\n<p>Welds are then set at or below target utilization with just one click.</p>\n<h3>To minimum ductility</h3>\n<p>Weld sizing to minimum ductility automatically provides welded connections that are strong enough to prevent brittle failures. The weld strength allows for the initial yielding of the plate, but ultimately, the weld ruptures.</p>\n<p>The requirement for minimum ductility of welded joints in FprEN 1993-1-8:2023 – 6.9(4). It originates from Dutch national annex of EN 1993-1-8, where the fixed ratio of weld strength to plate strength is 0.8. It is also included in widely-used <a href=\"https://www.steelconstruction.info/images/a/a9/SCI_P358.pdf\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">Green books from the UK, namely in Chapters C2 and C3</a>. However, the fixed ratio is suitable only for steel grade S355. In the second generation Eurocode, this is expanded for all steel grades.</p>\n<p>This requirement is checked for double-sided fillet welds by:</p>\n<p>\\[a/t=\\frac{\\beta_w\\gamma_{M2} f_y}{\\sqrt{2} f_u \\gamma_{M0} } \\cdot \\min \\left \\{1.0, 1.1\\frac{f_y}{f_u} \\right \\}\\]</p>\n<p>where:</p>\n<ul>\n  <li>\\(a\\) – weld throat thickness</li>\n  <li>\\(t\\) – thickness of the plate&nbsp;connected by edge</li>\n  <li>\\(\\beta_w\\) – weld correlation factor&nbsp;</li>\n  <li>\\(\\gamma_{M2}\\) – safety factor for bolts and welds; editable in Code setup</li>\n  <li>\\(f_y\\) – plate yield strength</li>\n  <li>\\(f_u\\) – weld ultimate strength</li>\n  <li>\\(\\gamma_{M0}\\) – safety factor for plates; editable in Code setup</li>\n</ul>\n<p>The weld throat thickness for single-sided fillet weld is twice larger than that for double-sided fillet weld.</p>\n<p>Note that the method is useful for transversely loaded welds and works if the plate is connected by its full width.</p>\n<h3>To full strength</h3>\n<p>Weld sizing to full strength automatically provides welds that are stronger than the connected plate. In the calculation, it is assumed that the plates are loaded in tension and welds transversely as the worst case for weld strength and ductility. This design is useful to avoid brittle failures of welds for static loading.</p>\n<p>This approach is also included in widely-used <a href=\"https://www.steelconstruction.info/File:SCI_P358.pdf\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">Green books from the UK, namely in Chapter C1</a>.</p>\n<p>This requirement is checked for double-sided fillet welds by:</p>\n<p>\\[a/t=\\frac{\\beta_w\\gamma_{M2} f_y}{\\sqrt{2} f_u \\gamma_{M0} }\\]</p>\n<p>where:</p>\n<ul>\n  <li>\\(a\\) – weld throat thickness</li>\n  <li>\\(t\\) – thickness of the plate&nbsp;connected by edge</li>\n  <li>\\(\\beta_w\\) – weld correlation factor&nbsp;</li>\n  <li>\\(\\gamma_{M2}\\) – safety factor for bolts and welds; editable in Code setup</li>\n  <li>\\(f_y\\) – plate yield strength</li>\n  <li>\\(f_u\\) – weld ultimate strength</li>\n  <li>\\(\\gamma_{M0}\\) – safety factor for plates; editable in Code setup</li>\n</ul>\n<p>Note that the method is useful for transversely loaded welds and works if the plate is connected by its full width.</p>\n<h3>With overstrength</h3>\n<p>Weld sizing with overstrength automatically provides welds that are much stronger than the connected plate. Overstrength factor is specified Settings → Design → Autodesign → Weld sizing. The default value of 1.4 is taken from EN 1993-1-8 – 6.2.3 (5) to form a plastic hinge.&nbsp;</p>\n<figure data-asset-id=\"46affa46-f7a7-4caa-bb19-12d801c4c6f4\" data-image-id=\"46affa46-f7a7-4caa-bb19-12d801c4c6f4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d01c2c80-c7bf-4e58-92ae-8769024d89c2/EN%201993-1-8%20-%206.2.3.png\" data-asset-id=\"46affa46-f7a7-4caa-bb19-12d801c4c6f4\" data-image-id=\"46affa46-f7a7-4caa-bb19-12d801c4c6f4\" alt=\"\"></figure>\n<p>In the calculation, it is assumed that the plates are loaded in tension and welds transversely as the worst case for weld strength and ductility. This design is useful to avoid brittle failures of welds for plastic design or cyclic loading. Note that the large weld size automatically does not guarantee high ductility. On the opposite, it may lead to excessive residual stresses and deformations caused by weld shrinkage.</p>\n<p>This requirement is checked for double-sided fillet welds by:</p>\n<p>\\[a/t=\\frac{\\beta_w\\gamma_{M2} f_y}{\\sqrt{2} f_u \\gamma_{M0} } \\cdot f_{overstrength}\\]</p>\n<p>where:</p>\n<ul>\n  <li>\\(a\\) – weld throat thickness</li>\n  <li>\\(t\\) – thickness of the plate&nbsp;connected by edge</li>\n  <li>\\(\\beta_w\\) – weld correlation factor&nbsp;</li>\n  <li>\\(\\gamma_{M2}\\) – safety factor for bolts and welds; editable in Code setup</li>\n  <li>\\(f_y\\) – plate yield strength</li>\n  <li>\\(f_u\\) – weld ultimate strength</li>\n  <li>\\(\\gamma_{M0}\\) – safety factor for plates; editable in Code setup</li>\n  <li>\\(f_{overstrength}\\) – overstrength factor specified in Settings → Design → Autodesign → Weld sizing</li>\n</ul>\n<p>Note that the method is useful for transversely loaded welds and works if the plate is connected by its full width.</p>"
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                                                                                    "value": "<h2>Introduction to the CBFEM method</h2>\n<p><a href=\"#general-introduction\">General introduction for the structural design of steel connections</a><br>\n<a href=\"#Steel-connection-material-model\">Steel connection material model</a><br>\n<a href=\"#Plate-model-and-mesh-convergence\">Plate model and mesh convergence</a><br>\n<a href=\"#Contacts-between-steel-connection-plates\">Contacts between steel connection plates</a><br>\n<a href=\"#Welded connections analysis\">Welded connections analysis</a><br>\n<a href=\"#Bolts and preloaded bolts connections\">Bolts and preloaded bolts connections</a><br>\n<a href=\"#Anchor_bolts\">Anchor bolts</a><br>\n<a href=\"#Structural model of a concrete block\">Structural model of a concrete block</a></p>\n<h2>Analysis model of IDEA StatiCa</h2>\n<p><a href=\"#Steel joint analysis model\">Steel joint analysis model</a><br>\n<a href=\"#Node equilibrium in the 3D FEM model\">Node equilibrium in the 3D FEM model</a><a href=\"#Equilibrium_in_node\"><br>\n</a><a href=\"#Internal forces in the steel connections\">Internal forces in the steel connections</a><br>\n<a href=\"#Strength analysis of steel joints\">Strength analysis of steel joints</a><br>\n<a href=\"#Stiffness analysis and deformation capacity of steel joints\">Stiffness analysis and deformation capacity of steel joints</a><br>\n<a href=\"#Steel connection capacity design\">Steel connection capacity design</a><br>\n<a href=\"#Steel connection design resistance\">Steel connection design resistance</a><br>\n<a href=\"#Steel joint buckling analysis\">Steel joint buckling analysis</a><br>\n<a href=\"#Analysis convergence of complex steel connection models\">Analysis convergence of complex steel connection models</a><br>\n<a href=\"#Steel-to-timber connections\">Steel-to-timber connections</a><br>\n<a href=\"#Thin-walled steel members\">Thin-walled steel members</a><br>\n<a href=\"#Lateral-torsional restraint in structural design\">Lateral-torsional restraint in structural design</a><br>\n<a href=\"#Steel joints of hollow section cross-section members\">Steel joints of hollow section cross-section members</a><br>\n<a href=\"#Fatigue_analysis_type_in_structural_design\">Fatigue analysis type in structural design</a><br>\n<a href=\"#Fire-design\">Fire design</a><br>\n<a href=\"#Weld-sizing\">Weld sizing</a></p>\n<h2>Specifications for national codes</h2>\n<p><a data-item-id=\"13cc5bee-7ec7-422b-8dbe-8a57ef0073a9\" href=\"\">Check of components according to EN (Eurocode)</a><br>\n<a data-item-id=\"39660a09-9d6b-596f-acab-dbef59ebd019\" href=\"\">Check of components according to AISC (American standards)</a><br>\n<a data-item-id=\"ccb0dd69-3047-537c-9214-82c29d42a56a\" href=\"\">Check of components according to CISC (Canadian standards)</a><br>\n<a data-item-id=\"93b8c5be-e359-5cf8-a004-7b0ebf0553e7\" href=\"\">Check of components according to AS (Australian standards)</a><br>\n<a data-item-id=\"b7bfd35a-ab30-57d6-b2de-6087b7101d97\" href=\"\">Check of components according to SP (Russian standards)<br>\n</a><a data-item-id=\"c5aa2dab-e07e-4e66-b1f7-e0a2b6e5fe2b\" href=\"\">Check of components according to IS 800 (Indian standards)</a><br>\n<a data-item-id=\"4656dcda-ef9a-4ff9-8e1f-fc340656806d\" href=\"\">Check of components according to HKG (Hong Kong Code of Practice)</a><br>\n<a data-item-id=\"3b79e492-7f7e-59b7-8748-cc333d8ece18\" href=\"\">Check of components according to GB (Chinese standards)</a></p>\n<h2>Introduction to CBFEM method</h2>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n0eafe4bf_66b5_0167_65fd_13be7d7548a8\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"theoretical_background___general___introduction\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" 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                                                                                                    "value": "<p>The resulting equivalent stress (HMH, von Mises) and plastic strain are calculated on plates. When the yield strength (in LRFD multiplied by material resistance factor <em>ϕ</em> = 0.9, in ASD divided by material safety factor <em>Ω</em> = 1.67, which are editable in Code setup) on the bilinear material diagram is reached, the check of the equivalent <a data-item-id=\"46a108f9-c505-4a5e-af09-1785b0efc4c6\" href=\"\">plastic strain</a> is performed. The limit value of 5 % is suggested in Eurocode (EN1993-1-5 App. C, Par. C8, Note 1). This value can be modified in the Code setup, but verification studies were made for this recommended value.</p>\n<p>The plate element is divided into five layers, and elastic/plastic behavior is investigated in each of them. The program shows the worst result of all of them.</p>\n<figure data-asset-id=\"98d9f508-265d-47a5-91f2-0f68a5760ab5\" data-image-id=\"98d9f508-265d-47a5-91f2-0f68a5760ab5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ad9d7833-cef9-478c-a002-a8ad261e587f/plates.png\" data-asset-id=\"98d9f508-265d-47a5-91f2-0f68a5760ab5\" data-image-id=\"98d9f508-265d-47a5-91f2-0f68a5760ab5\" alt=\"\"></figure>\n<p>The <a data-item-id=\"06158daa-1491-4e83-ac34-4964bd5a3c63\" href=\"\">CBFEM</a> method can provide stress a little bit higher than yield strength. The reason is the slight inclination of the plastic branch of the stress-strain diagram, which is used in the analysis to improve the stability of the interaction calculation. This is not a problem for practical design. The equivalent plastic strain is exceeded at higher stress, and the joint does not satisfy anyway.</p>"
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                                                                                                            "value": "<p>Fillet welds are checked according to AISC 360 - Chapter J2. The strength of CJP groove welds is assumed the same as the base metal and is not checked.</p>\n<h4>Fillet welds</h4>\n<p>The design strength, <em>ϕR</em><sub>n</sub>, and the allowable strength, <em>R</em><sub>n</sub>/<em>Ω</em>, of welded joints are evaluated in the connection weld check.</p>\n<p><em>ϕ</em> = 0.75&nbsp;&nbsp;&nbsp; (Load and Resistance Factor Design, LRFD, editable in Code setup)</p>\n<p><em>Ω</em> = 2.00&nbsp;&nbsp;&nbsp; (Allowable Strength Design, ASD, editable in Code setup)</p>\n<p>Available strength of welded joints is evaluated according to AISC 360-16 – J2.4</p>\n<p><em>R</em><sub>n</sub> = <em>F</em><sub>nw</sub> <em>A</em><sub>we</sub></p>\n<p><em>F</em><sub>nw</sub> = 0.6 <em>F</em><sub>EXX</sub> (1.0 + 0.5 sin<sup>1.5</sup><em>θ</em> )</p>\n<p>where:</p>\n<ul>\n  <li><em>F</em><sub>nw</sub> – nominal stress of weld material</li>\n  <li><em>A</em><sub>we</sub> – effective area of the weld\n    <ul>\n      <li><em>A</em><sub>we </sub>= Lc*Th</li>\n    </ul>\n  </li>\n  <li><em>F</em><sub>EXX</sub> – electrode classification number, i.e., minimum specified tensile strength</li>\n  <li><em>θ</em> – angle calculated between the longitudinal axis of the weld and resultant force direction acting in the most stressed finite element of the weld.</li>\n</ul>\n<p>Note that directional strength increase is not used for welds where the edge of a rectangular hollow structural section is connected (AISC 360-16:2022 – J2.4.(2).</p>\n<figure data-asset-id=\"4bbbd703-b00d-4017-ac7e-45e2e654bca6\" data-image-id=\"4bbbd703-b00d-4017-ac7e-45e2e654bca6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d8ef55d1-488d-49df-a5a8-a831c0efc01a/weld_angle.png\" data-asset-id=\"4bbbd703-b00d-4017-ac7e-45e2e654bca6\" data-image-id=\"4bbbd703-b00d-4017-ac7e-45e2e654bca6\" alt=\"\"></figure>\n<p>Base metal strength is evaluated if the option is selected in Code setup (Base metal capacity at the fusion face).</p>\n<p><em>R</em><sub>n</sub> = <em>F</em><sub>nBM</sub> <em>A</em><sub>BM</sub> – AISC 360-16 – J2.4 (J2-2)</p>\n<p>where:</p>\n<ul>\n  <li><em>F</em><sub>nBM</sub> = 0.6 <em>F</em><sub>u</sub> – nominal strength of the base metal – AISC 360-16 – J4.2 (J4-4)</li>\n  <li>\\( A_{BM}=A_{we}\\sqrt{2} \\) – cross-sectional area of the base metal</li>\n  <li><em>F</em><sub>u</sub> – specified minimum tensile strength</li>\n</ul>\n<p>All values required for check are printed in tables.</p>\n<figure data-asset-id=\"f9fa3bce-8f47-4f75-a081-ad507e953c2f\" data-image-id=\"f9fa3bce-8f47-4f75-a081-ad507e953c2f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d2437755-1175-479b-97e8-4b24262b7021/welds_check.png\" data-asset-id=\"f9fa3bce-8f47-4f75-a081-ad507e953c2f\" data-image-id=\"f9fa3bce-8f47-4f75-a081-ad507e953c2f\" alt=\"\"></figure>\n<p>where:</p>\n<ul>\n  <li>Xu – used welding electrode&nbsp;</li>\n  <li>Th – weld throat thickness (calculated from Ls)</li>\n  <li>Ls – weld leg size (user input)</li>\n</ul>\n<figure data-asset-id=\"1f1a2a6c-cdd2-4667-9c50-4a094f45221d\" data-image-id=\"1f1a2a6c-cdd2-4667-9c50-4a094f45221d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/09a5904e-b8dc-42be-a4ec-83f86c88f9e7/Legsize.png\" data-asset-id=\"1f1a2a6c-cdd2-4667-9c50-4a094f45221d\" data-image-id=\"1f1a2a6c-cdd2-4667-9c50-4a094f45221d\" alt=\"\"></figure>\n<ul>\n  <li>\\(L\\) – total weld length</li>\n  <li>\\(L_c\\) – length of critical weld element</li>\n  <li>Loads – critical load effect for investigated weld</li>\n  <li>\\(F_n\\) – force in critical weld element</li>\n  <li>\\(\\phi\\)Rn – weld resistance</li>\n  <li>Ut – utilization of the critical weld element</li>\n</ul>\n<p>The force, \\(F_n\\), and weld angle, \\(\\theta\\), are derived from stresses \\( \\sigma_{\\perp}, ,\\ \\tau_{\\perp}, \\, \\tau_{\\parallel}\\), length and effective area of weld finite element. These stresses are the basic output of finite element solver.</p>\n<p>The weld diagrams show stress according to the following formulas:</p>\n<p>If base metal is deactivated (matching electrode is used):</p>\n<p>\\[ \\sigma = \\frac{\\sqrt{ \\sigma_{\\perp}^2 + \\tau_{\\perp}^2 + \\tau_{\\parallel}^2 }}{1+0.5 \\sin^{1.5}{\\theta}} \\]</p>\n<p>If base metal is activated (matching electrode is not used):</p>\n<p>\\[ \\sigma = \\max \\left \\{ &nbsp;\\frac{\\sqrt{ \\sigma_{\\perp}^2 + \\tau_{\\perp}^2 + \\tau_{\\parallel}^2 }}{1+0.5 \\sin^{1.5}{\\theta}}, \\, \\frac{\\sqrt{ \\sigma_{\\perp}^2 + \\tau_{\\perp}^2 + \\tau_{\\parallel}^2 }}{\\sqrt{2} F_u / F_{EXX}} \\right \\} \\]</p>\n<figure data-asset-id=\"ffed132b-d4b9-4dd3-a7f0-980232559f11\" data-image-id=\"ffed132b-d4b9-4dd3-a7f0-980232559f11\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a1a3ce82-7d5c-4c7f-8b04-bfd8b9be0390/weld.png\" data-asset-id=\"ffed132b-d4b9-4dd3-a7f0-980232559f11\" data-image-id=\"ffed132b-d4b9-4dd3-a7f0-980232559f11\" alt=\"\"></figure>\n<p><strong>User Note:</strong> In IDEA StatiCa, when weld leg size is input as 0, the following value is used:</p>\n<ul>\n  <li>For single-sided fillet weld, weld throat thickness equals the thinner connected plate.</li>\n  <li>For double-sided fillet weld, weld throat thickness equals half of the thinner connected plate.</li>\n</ul>\n<h4>CJP groove welds</h4>\n<p>AISC Specification Table J2.5 identifies four loading conditions that might be associated with groove welds and shows that the strength of the joint is either controlled by the base metal or that the loads need not be considered in the design of the welds connecting the parts. Accordingly, when Complete Joint Penetration (CJP) groove welds are made with matching-strength filler metal, the strength of a connection is governed or controlled by the base metal and no checks on the weld strength are required.</p>\n<h4>PJP groove welds</h4>\n<p>The design strength, <em>ϕR</em><sub>n</sub>, and the allowable strength, <em>R</em><sub>n</sub>/<em>Ω</em>, of PJP groove weld is determined according to AISC 360-22 – Table J2.5). The most conservative case – load type by shear – is assumed.&nbsp;</p>\n<p><em>ϕ</em> = 0.75&nbsp;&nbsp;&nbsp; (Load and Resistance Factor Design, LRFD, editable in Code setup)</p>\n<p><em>Ω</em> = 2.00&nbsp;&nbsp;&nbsp; (Allowable Strength Design, ASD, editable in Code setup)</p>\n<p>Available strength of welded joints is evaluated according to AISC 360-16 – J2.4</p>\n<p><em>R</em><sub>n</sub> = <em>F</em><sub>nw</sub> <em>A</em><sub>we</sub></p>\n<p>where:</p>\n<ul>\n  <li><em>F</em><sub>nw </sub>= 0.6 <em>F</em><sub>EXX</sub> – nominal stress of weld material</li>\n  <li><em>A</em><sub>we</sub> – effective area of the weld\n    <ul>\n      <li><em>A</em><sub>we </sub>= <em>L</em><sub>c</sub> <em>E</em>&nbsp;</li>\n    </ul>\n  </li>\n  <li><em>F</em><sub>EXX</sub> – electrode classification number, i.e., minimum specified tensile strength</li>\n  <li><em>L</em><sub>c</sub> – length of critical weld element</li>\n  <li><em>E</em> – effective throat of PJP weld</li>\n</ul>\n<p>Base metal strength is evaluated if the option is selected in Code setup (Base metal capacity at the fusion face).</p>\n<p><em>R</em><sub>n</sub> = <em>F</em><sub>nBM</sub> <em>A</em><sub>BM</sub> – AISC 360-22 – J2.4 (J4)</p>\n<p>where:</p>\n<ul>\n  <li><em>F</em><sub>nBM</sub> = 0.6 <em>F</em><sub>u</sub> – nominal strength of the base metal – AISC 360-22 – J4.2 (J4-4)</li>\n  <li>\\( A_{BM}=A_{we} \\) – cross-sectional area of the base metal assumed to be equal to the effective area of the weld</li>\n  <li><em>F</em><sub>u</sub> – specified minimum tensile strength of base metal</li>\n</ul>"
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                                                                                                                        "description": "The forces in bolts are determined by finite element analysis. The tensile forces include prying forces. The bolt resistances are checked according to AISC 360 - Chapter J3. Structural design of bolted steel connections.",
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                                                                                                                    "value": "<p>The forces in bolts are determined by finite element analysis. The tensile forces include prying forces. The bolt resistances are checked according to AISC 360 - Chapter J3.</p>\n<h3>Bolts</h3>\n<h4>Tensile and shear strength of bolts</h4>\n<p>The design tensile or shear strength, <em>ϕR</em><sub>n</sub>, and the allowable tensile or shear strength, <em>R</em><sub>n</sub>/<em>Ω</em> of a snug-tightened bolt is determined according to the limit states of tension rupture and shear rupture as follows:</p>\n<p><em>R</em><sub>n</sub> = <em>F</em><sub>n</sub><em>A</em><sub>b</sub></p>\n<p><em>ϕ</em> = 0.75 &nbsp;&nbsp;&nbsp;(LRFD, editable in Code setup)</p>\n<p><em>Ω</em> = 2.00 &nbsp;&nbsp;&nbsp;(ASD, editable in Code setup)</p>\n<p>where:</p>\n<p><em>A</em><sub>b</sub> – nominal unthreaded body area of bolt or threaded part</p>\n<p><em>F</em><sub>n</sub> – nominal tensile stress, <em>F</em><sub>nt</sub>, or shear stress, <em>F</em><sub>nv</sub>, from Table J3.2</p>\n<p>The required tensile strength includes any tension resulting from prying action produced by the deformation of the connected parts.</p>\n<h4>Combined Tension and shear in bearing type connection</h4>\n<p>The available tensile strength of a bolt subjected to combined tension and shear is determined according to the limit states of tension and shear rupture as follows:</p>\n<p><em>R</em><sub>n</sub> = <em>F'</em><sub>nt</sub> <em>A</em><sub>b</sub>&nbsp;&nbsp;&nbsp; (AISC 360-16 J3-2)</p>\n<p><em>ϕ</em> = 0.75 &nbsp;&nbsp;&nbsp;(LRFD, editable in Code setup)</p>\n<p><em>Ω</em> = 2.00 &nbsp;&nbsp;&nbsp;(ASD, editable in Code setup)</p>\n<p>\\( F'_{nt}=1.3 F_{nt} - \\frac{f_{rv} F_{nt}}{\\phi F_{nv}} \\)&nbsp;&nbsp;&nbsp;(AISC 360-16 J3-3a LRFD)</p>\n<p>\\( F'_{nt}=1.3 F_{nt} - \\frac{f_{rv} \\Omega F_{nt}}{F_{nv}} \\)&nbsp;&nbsp;&nbsp;&nbsp;(AISC 360-16 J3-3b ASD)</p>\n<p>where:</p>\n<ul>\n  <li><em>F'</em><sub>nt</sub> – nominal tensile stress modified to include the effects of shear stress</li>\n  <li><em>F</em><sub>nt</sub> – nominal tensile stress from AISC 360-16 Table J3.2</li>\n  <li><em>F</em><sub>nv</sub> – nominal shear stress from AISC 360-16 Table J3.2</li>\n  <li><em>f</em><sub>rv</sub> – required shear stress using LRFD or ASD load combinations. The available shear stress of the fastener shall be equal or exceed the required shear stress, <em>f</em><sub>rv</sub></li>\n</ul>\n<h4>Bearing strength in bolt holes</h4>\n<p>The available bearing strengths, <em>ϕR</em><sub>n</sub> and <em>R</em><sub>n</sub>/<em>Ω</em>, at bolt holes are determined for the limit state of bearing as follows:</p>\n<p><em>ϕ</em> = 0.75 &nbsp;&nbsp;&nbsp;(LRFD, editable in Code setup)</p>\n<p><em>Ω</em> = 2.00 &nbsp;&nbsp;&nbsp;(ASD, editable in Code setup)</p>\n<p>The nominal bearing strength of the connected material, <em>R</em><sub>n</sub>, is determined as follows:</p>\n<p>For a bolt in a connection with standard holes:</p>\n<p><em>R</em><sub>n</sub> = 1.2 <em>l</em><sub>c</sub> <em>t</em> <em>F</em><sub>u</sub> ≤ 2.4 <em>d</em> <em>t</em> <em>F</em><sub>u</sub>&nbsp;&nbsp;&nbsp; (AISC 360-16 J3-6a, J3-6a, c)</p>\n<p>For a bolt in a connection with slotted holes:</p>\n<p><em>R</em><sub>n</sub> = 1.0 <em>l</em><sub>c</sub> <em>t</em> <em>F</em><sub>u</sub> ≤ 2.0 <em>d t F</em><sub>u</sub>&nbsp;&nbsp;&nbsp; (AISC 360-16 J3-6a, J3-6e, f)</p>\n<p>where:</p>\n<ul>\n  <li><em>F</em><sub>u</sub> – specified minimum tensile strength of the connected material</li>\n  <li><em>d</em> – nominal bolt diameter</li>\n  <li><em>l</em><sub>c</sub> – clear distance, in the direction of the force, between the edge of the hole and the edge of the adjacent hole or edge of the material</li>\n  <li><em>t</em> – thickness of the connected material</li>\n</ul>\n<h3>Preloaded bolts</h3>\n<p>The design slip resistance of preloaded class A325 or A490 bolt with the effect of tensile force Ft</p>\n<p>Preloading force to be used AISC 360-10 tab. J3.1.</p>\n<p><em>T</em><sub>b</sub> = 0.7 <em>f</em><sub>ub</sub> <em>A</em><sub>s</sub></p>\n<p>Design slip resistance per bolt AISC 360-10 par. J3.8</p>\n<p><em>R</em><sub>n</sub> = <em>k</em><sub>SC</sub> <em>μ</em> <em>D</em><sub>u</sub> <em>h</em><sub>f</sub> <em>T</em><sub>b</sub> <em>n</em><sub>s</sub></p>\n<p>Utilization in shear [%]:</p>\n<p><em>U</em><sub>ts</sub> = <em>V</em> / <em>ϕR</em><sub>n</sub>&nbsp;&nbsp;&nbsp; (LRFD)</p>\n<p><em>U</em><sub>ts</sub> = <em>Ω V</em> / <em>R</em><sub>n</sub>&nbsp;&nbsp;&nbsp; (ASD)</p>\n<p>where:</p>\n<ul>\n  <li><em>A</em><sub>s</sub> – tensile stress area of the bolt</li>\n  <li><em>f</em><sub>ub</sub> – ultimate tensile strength</li>\n  <li>\\( k_{SC}=1-\\frac{F_t}{D_u T_b n_b} \\)&nbsp;&nbsp;&nbsp;– factor for combined tension and shear (LRFD) (J3-5a)</li>\n  <li>\\( k_{SC}=1-\\frac{1.5 F_t}{D_u T_b n_b} \\)&nbsp;&nbsp;&nbsp;&nbsp; – factor for combined tension and shear (ASD) (J3-5b)</li>\n  <li><em>μ</em> – mean slip factor coefficient editable in Code setup</li>\n  <li><em>D</em><sub>u</sub> = 1.13 – multiplier that reflects the ratio of the mean installed bolt pretension to the specified minimum bolt pretension</li>\n  <li><em>h</em><sub>f</sub> = 1.0 – factor for fillers</li>\n  <li><em>n</em><sub>s</sub> – number of the friction surfaces; Check is calculated for each friction surface separately</li>\n  <li><em>V</em> – shear force acting on the bolt</li>\n  <li><em>ϕ</em> = 1.0 – resistance factor for standard size holes (LRFD) editable in Code setup</li>\n  <li><em>ϕ</em> = 0.7 – resistance factor for slotted holes (LRFD)</li>\n  <li><em>Ω</em> = 1.5 – resistance factor for standard size holes (ASD) editable in Code setup</li>\n  <li><em>Ω</em> = 2.14 – resistance factor for slotted holes (ASD)</li>\n</ul>"
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                                                                                                                            "value": "<p>Concrete below base plate is simulated by the Winkler subsoil with uniform stiffness, which provides the contact stresses. The average stress at the loaded area in contact with the base plate is used for compressive check.</p>\n<h3>Concrete in compression</h3>\n<p><a data-item-id=\"b4790cf9-a605-45b3-b41b-e36909ad4291\" href=\"\">Concrete design</a> bearing strength in compression is designed according to AISC 360-16, Section J8. When the supporting surface of the concrete is larger than the base plate, the design bearing strength is defined as</p>\n<p>\\[ f_{p(max)}=0.85 f_c \\sqrt{\\frac{A_2}{A_1}} \\le 1.7 f'_c \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>f'</em><sub>c</sub> – concrete compressive strength</li>\n  <li><em>A</em><sub>1</sub> – base plate area in contact with a concrete surface (upper surface area of the frustum)</li>\n  <li><em>A</em><sub>2</sub> – concrete supporting surface (geometrically similar lower area of the frustum having its slopes of 1 vertical to 2 horizontal)</li>\n</ul>\n<p>The assessment of concrete in the bearing is as follows</p>\n<p><em>σ</em> ≤ <em>ϕ</em><sub>c</sub> <em>f</em><sub>p(max)</sub> for LRFD</p>\n<p><em>σ</em> ≤ <em>f</em><sub>p(max)</sub> / <em>Ω</em><sub>c</sub> for ASD</p>\n<p>where:</p>\n<ul>\n  <li><em>σ</em> – average compressive stress under the base plate</li>\n  <li><em>ϕ</em><sub>c</sub> = 0.65 – resistance factor for concrete</li>\n  <li><em>Ω</em><sub>c</sub> = 2.31 – safety factor for concrete</li>\n</ul>\n<figure data-asset-id=\"30cf233d-5c20-4bdb-88a5-f82e92ec4d90\" data-image-id=\"30cf233d-5c20-4bdb-88a5-f82e92ec4d90\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f88e32bb-e665-4bc9-9dc1-3439c7a638ea/concrete_compression.png\" data-asset-id=\"30cf233d-5c20-4bdb-88a5-f82e92ec4d90\" data-image-id=\"30cf233d-5c20-4bdb-88a5-f82e92ec4d90\" alt=\"\"></figure>\n<h3>Transfer of shear forces</h3>\n<p>Shear loads can be transferred via one of these options:</p>\n<ul>\n  <li>Shear lug,</li>\n  <li>Friction,</li>\n  <li>Anchor bolts.</li>\n</ul>\n<h4>Shear lug</h4>\n<p>Only LFRD is available. The shear load is transferred via the shear lug. The concrete in bearing and, unless reinforcement is provided to develop the required strength, concrete breakout checks are necessary.</p>\n<p>The <strong>bearing capacity</strong> of shear lug against concrete is determined according to ACI 349-01 – B.4.5 and ACI 349-01 RB11 as:</p>\n<p><em>ϕP</em><sub>br</sub> = <em>ϕ</em> 1.3 <em>f'</em><sub>c</sub> <em>A</em><sub>1</sub> + <em>ϕ K</em><sub>c</sub> (<em>N</em><sub>y</sub> – <em>P</em><sub>a</sub>)</p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em> = 0.7 – strength reduction factor for bearing on concrete according to ACI 349</li>\n  <li><em>f'</em><sub>c</sub> – concrete compressive strength</li>\n  <li><em>A</em><sub>1</sub> – projected area of the embedded shear lug in the direction of the force, excluding the portion of the lug in contact with the grout above concrete member</li>\n  <li><em>K</em><sub>c</sub> = 1.6 – confinement coefficient</li>\n  <li><em>N</em><sub>y</sub> = <em>n</em> <em>A</em><sub>se</sub> <em>F</em><sub>y</sub> – yield strength of tensioned anchors</li>\n  <li><em>P</em><sub>a</sub> – external axial load</li>\n</ul>\n<p>The <strong>concrete breakout strength</strong> of the shear lug according to ACI 349 – B11 is:</p>\n<p>\\[ \\phi V_{cb} = A_{Vc} 4 \\phi \\sqrt{f'_c} \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em> = 0.85 – strength reduction factor for shear according to ACI 349</li>\n  <li><em>A</em><sub>Vc</sub> – effective stress area defined by projecting a 45° plane from the bearing edges of the shear lug to the free surface in the direction of the shear load. The bearing area of the shear lug is excluded from the projected area</li>\n</ul>\n<p>If the concrete breakout resistance in Code setup is disabled, user is provided with the force that needs to be transferred via reinforced concrete.</p>\n<figure data-asset-id=\"e9a98d54-ed09-481d-812d-19be4e8a464f\" data-image-id=\"e9a98d54-ed09-481d-812d-19be4e8a464f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/04aa2383-4202-41e2-9e6e-8ffc481e1d4d/shear_lug.png\" data-asset-id=\"e9a98d54-ed09-481d-812d-19be4e8a464f\" data-image-id=\"e9a98d54-ed09-481d-812d-19be4e8a464f\" alt=\"\"></figure>\n<h4>Friction</h4>\n<p>The shear load is transferred via friction. The shear resistance is determined as:</p>\n<p><em>ϕ</em><sub>c</sub> <em>V</em><sub>r</sub> = <em>ϕ</em><sub>c</sub> <em>μ</em> <em>C</em>&nbsp;&nbsp;&nbsp; (LRFD)</p>\n<p><em>V</em><sub>r</sub> / <em>Ω</em><sub>c</sub> =<em>μ C</em> / <em>Ω</em><sub>c</sub>&nbsp;&nbsp;&nbsp; (ASD)</p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em><sub>c</sub> = 0.65 – resistance factor (LRFD)</li>\n  <li><em>Ω</em><sub>c</sub> = 2.31 – safety factor (ASD)</li>\n  <li><em>μ</em> = 0.4 – coefficient of friction between base plate and concrete (recommended value 0.4 in AISC Design guide 7 – 9.2 and ACI 349 – B.6.1.4, editable in Code setup)</li>\n  <li><em>C</em> – compressive force</li>\n</ul>\n<h4>Anchor bolts</h4>\n<p>If the shear load is transferred via anchor bolts only, the shear force acting on each anchor is determined by FEA and anchor bolts are assessed according to ACI 318-14 as described in the following chapters.</p>"
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                                                                                                                                    "value": "<p>The forces in anchors including prying forces are determined by finite element analysis, but the resistances are checked using code provisions of ACI 318-14 - Chapter 17.</p>\n<p>Only LFRD is available. Anchor rods are designed according to AISC 360-16 – J9 and ACI 318-14 – Chapter 17. The following resistances of anchor bolts are evaluated:</p>\n<ul>\n  <li>Steel strength of anchor in tension <em>ϕN</em><sub>sa</sub>,</li>\n  <li>Concrete breakout strength in tension <em>ϕN</em><sub>cbg</sub>,</li>\n  <li>Concrete pullout strength <em>ϕN</em><sub>p</sub>,</li>\n  <li>Concrete side-face blowout strength <em>ϕN</em><sub>sb</sub>,</li>\n  <li>Steel strength of anchor in shear <em>ϕV</em><sub>sa</sub>,</li>\n  <li>Concrete breakout strength in shear <em>ϕV</em><sub>cbg</sub>,</li>\n  <li>Concrete pryout strength of anchor in shear <em>ϕV</em><sub>cp</sub>.</li>\n</ul>\n<p>The user must choose the concrete condition (cracked or non-cracked – with no cracks in service condition) and the type of anchors (with or without washer plates).</p>\n<p>Following checks of anchors loaded in tension are not provided and should be checked using information in relevant Technical Product Specification (based on the 5 percent fractile&nbsp;of tests performed and evaluated according to&nbsp;ACI 355.2):</p>\n<ul>\n  <li>Pull-out failure of fastener (for post-installed mechanical anchors) –&nbsp;ACI 318-19: 17.6.3,</li>\n  <li>Bond strength of adhesive anchor&nbsp;(for post-installed bonded anchors)&nbsp;–&nbsp;ACI 318-19:&nbsp;17.6.5,</li>\n  <li>Concrete splitting failure&nbsp;during installation should be&nbsp;evaluated by ACI 355.2 requirements.</li>\n</ul>\n<p>Concrete blow-out failure is provided only for anchors with washer plates.</p>\n<h4>Steel strength of anchor in tension</h4>\n<p>Steel strength of anchor in tension is determined according to ACI 318-14 – 17.4.1 as</p>\n<p><em>ϕN</em><sub>sa</sub> = <em>ϕ A</em><sub>se,N</sub> <em>f</em><sub>uta</sub></p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em> = 0.7 – strength reduction factor for anchors in tension according to ACI 318-14 – 17.3.3, the factor is editable in Code setup</li>\n  <li><em>A</em><sub>se,N</sub> – tensile stress area</li>\n  <li><em>f</em><sub>uta</sub> – specified tensile strength of anchor steel and shall not be greater than 1.9 <em>f</em><sub>ya</sub> and 125 ksi</li>\n</ul>\n<h4>Concrete breakout strength</h4>\n<p>Concrete breakout strength is designed according to the Concrete Capacity Design (CCD) in ACI 318-14 – Chapter 17. In the CCD method, the concrete cone is considered to be formed at an angle of approximately 34° (1 vertical to 1.5 horizontal slope). For simplification, the cone is considered to be square rather than round in plan. The concrete breakout stress in the CCD method is considered to decrease with an increase in size of the breakout surface. Consequently, the increase in strength of the breakout in the CCD method is proportional to the embedment depth to the power of 1.5. Anchors whose concrete cones overlap create a group of anchors which create a common concrete cone. Note that no equivalent ASD solution exists for concrete capacity design.</p>\n<p>\\[ \\phi N_{cbg} = \\phi \\frac{A_{Nc}}{A_{Nco}} \\psi_{ec,N} \\psi_{ed,N} \\psi_{c,N} \\psi_{cp,N} N_b \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em> = 0.7 – strength reduction factor for anchors in tension according to ACI 318-14 – 17.3.3, the factor is editable in Code setup</li>\n  <li><em>A</em><sub>Nc</sub> – actual concrete breakout cone area for a group of anchors that create a common concrete cone</li>\n  <li><em>A</em><sub>Nco</sub> = 9 <em>h</em><sub>ef</sub><sup>2</sup> – concrete breakout cone area for single anchor not influenced by edges</li>\n  <li>\\( \\psi_{ec,N} = \\frac{1}{1+\\frac{2 e'_N}{3 h_{ef}}} \\) – modification factor for anchor groups loaded eccentrically in tension; in the case where eccentric loading exists about two axes, the modification factor <em>Ψ</em><sub>ec,N</sub> is calculated for each axis individually and the product of these factors is used</li>\n  <li>\\( \\psi_{ed,N} = \\min \\left ( 0.7 + \\frac{0.3 c_{a,min}}{1.5 h_{ef}}, 1 \\right ) \\) – modification factor for edge distance</li>\n  <li><em>c</em><sub>a,min</sub> – smallest distance from the anchor to the edge</li>\n  <li><em>Ψ</em><sub>c,N</sub> – modification factor for concrete conditions; <em>Ψ</em><sub>c,N</sub> =1 for cracked concrete, <em>Ψ</em><sub>c,N</sub> =1.25 for non-cracked concrete</li>\n  <li><em>Ψ</em><sub>cp,N</sub> = min (<em>c</em><sub>a,min</sub> / <em>c</em><sub>ac</sub>,1) – modification factor for splitting for post-installed anchors designed for uncracked concrete without supplementary reinforcement to control splitting; <em>Ψ</em><sub>cp,N</sub> = 1 for all other cases</li>\n  <li>\\( N_b = k_c \\lambda_a \\sqrt{f'_c} h_{ef}^{1.5} \\) – basic concrete breakout strength of a single anchor in tension in cracked concrete; for cast-in anchors and 11&nbsp;in. ≤ <em>h</em><sub>ef</sub> ≤ 25&nbsp;in. \\( N_b = 16 \\lambda_a \\sqrt{f'_c} h_{ef}^{5/3} \\)</li>\n  <li><em>k</em><sub>c</sub> = 24 for cast-in anchors</li>\n  <li><em>h</em><sub>ef</sub> – depth of embedment; according to Chapter 17.4.2.3 in ACI 318-14, the effective embedment depth <em>h</em><sub>ef</sub> is reduced to \\( h_{ef} = \\max \\left ( \\frac{c_{a,max}}{1.5}, \\frac{s}{3} \\right ) \\) if anchors are located less than 1.5 <em>h</em><sub>ef</sub> from three or more edges</li>\n  <li><em>s</em> – spacing between anchors</li>\n  <li><em>c</em><sub>a,max</sub> – maximum distance from an anchor to one of the three close edges</li>\n  <li><em>λ</em><sub>a</sub> = 1 – modification factor for lightweight concrete</li>\n  <li><em>f'</em><sub>c</sub> – concrete compressive strength [psi]</li>\n</ul>\n<p>According to ACI 318-14 – 17.4.2.8, in case of headed anchors, the projected surface area <em>A</em><sub>Nc</sub> is determined from the effective perimeter of the washer plate, which is the lesser value of <em>d</em><sub>a</sub> + 2 <em>t</em><sub>wp</sub> or <em>d</em><sub>wp</sub>, where:</p>\n<ul>\n  <li><em>d</em><sub>a</sub> – anchor diameter</li>\n  <li><em>d</em><sub>wp</sub> – washer plate diameter or edge size</li>\n  <li><em>t</em><sub>wp</sub> – washer plate thickness</li>\n</ul>\n<p>The group of anchors is checked against the sum of tensile forces in anchors loaded in tension and creating a common concrete cone.</p>\n<p>The concrete breakout cone area for group of anchors loaded by tension that create common concrete cone, <em>A</em><sub>c,N</sub>, is shown by red dashed line.</p>\n<figure data-asset-id=\"0618ccf0-0c5d-47e2-b8c3-c2f0539ab219\" data-image-id=\"0618ccf0-0c5d-47e2-b8c3-c2f0539ab219\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/98effa12-7603-4f61-96c1-3589a051ad77/AcN.png\" data-asset-id=\"0618ccf0-0c5d-47e2-b8c3-c2f0539ab219\" data-image-id=\"0618ccf0-0c5d-47e2-b8c3-c2f0539ab219\" alt=\"\"></figure>\n<p>According to ACI 318-14 – 17.4.2.9, where anchor reinforcement is developed in accordance with ACI 318-14 – 25 on both sides of the breakout surface, the anchor reinforcement is presumed to transfer the tension forces, and concrete breakout strength is not evaluated.</p>\n<h4>Concrete pullout strength</h4>\n<p><strong>Anchor bolts with washer plate (headed bolts):</strong></p>\n<p>Concrete pullout strength of a headed anchor bolt is defined in ACI 318-14 – 17.4.3 as</p>\n<p><em>ϕN</em><sub>pn</sub> = <em>ϕΨ</em><sub>c,P</sub> <em>N</em><sub>p</sub></p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em> = 0.7 – strength reduction factor for anchors in tension according to ACI 318-14 – 17.3.3, editable in Code setup</li>\n  <li><em>Ψ</em><sub>c,P</sub> – modification factor for concrete condition; <em>Ψ</em><sub>c,P</sub> = 1.0 for cracked concrete, <em>Ψ</em><sub>c,P</sub> = 1.4 for non-cracked concrete</li>\n  <li><em>N</em><sub>P</sub> = 8 <em>A</em><sub>brg</sub> <em>f'</em><sub>c</sub> for headed anchor</li>\n  <li><em>A</em><sub>brg</sub> – bearing area of the head of stud or anchor bolt</li>\n  <li><em>f'</em><sub>c</sub> – concrete compressive strength</li>\n</ul>\n<p><strong>Hooked anchor bolts (J- or L-bolts):</strong></p>\n<p>Concrete pullout strength of a hooked anchor bolt is defined in ACI 318-14 – 17.4.3 as</p>\n<p><em>ϕN</em><sub>pn</sub> = <em>ϕΨ</em><sub>c,P</sub> <em>N</em><sub>p</sub></p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em> = 0.7 – strength reduction factor for anchors in tension according to ACI 318-14 – 17.3.3, editable in Code setup</li>\n  <li><em>Ψ</em><sub>c,P</sub> – modification factor for concrete condition; <em>Ψ</em><sub>c,P</sub> = 1.0 for cracked concrete, <em>Ψ</em><sub>c,P</sub> = 1.4 for non-cracked concrete</li>\n  <li><em>N</em><sub>P</sub> = 0.9 <em>f'</em><sub>c</sub> <em>e</em><sub>h</sub> <em>d</em><sub>a</sub> for hooked anchor bolt</li>\n  <li><em>f'</em><sub>c</sub> – concrete compressive strength</li>\n  <li><em>e</em><sub>h</sub> – distance from the inner surface of the shaft of a J- or L-bolt to the outer tip of the J- or L-bolt</li>\n  <li><em>d</em><sub>a</sub>&nbsp;– anchor bolt diameter</li>\n</ul>\n<p>Concrete pullout strength for other types of anchors than headed or hooked is not evaluated in the software and has to be specified by the manufacturer.</p>\n<h4>Concrete side-face blowout strength</h4>\n<p>Concrete side-face blowout strength of headed anchor in tension is defined in ACI 318-14 – 17.4.4 as</p>\n<p>\\[ \\phi N_{sb} = \\phi 160 c_{a1} \\sqrt{A_{brg}} \\sqrt{f'_c} \\]</p>\n<p>The concrete side-face blowout strength is multiplied by one of reduction factors:</p>\n<ul>\n  <li>\\( \\frac{1+\\frac{c_{a2}}{c_{a1}}}{4} \\le 1 \\)</li>\n  <li>\\( \\frac{1+\\frac{s}{6 c_{a1}}}{2} \\le 1 \\)</li>\n</ul>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em> = 0.7 – strength reduction factor for anchors in tension according to ACI 318-14 – 17.3.3, editable in Code setup</li>\n  <li><em>c</em><sub>a1</sub> – shorter distance from the centreline of an anchor to an edge</li>\n  <li><em>c</em><sub>a2</sub> – longer distance, perpendicular to <em>c</em><sub>a1</sub>, from the centreline of an anchor to an edge</li>\n  <li><em>A</em><sub>brg</sub> – bearing area of the head of stud or anchor bolt</li>\n  <li><em>f'</em><sub>c</sub> – concrete compressive strength</li>\n  <li><em>s</em> – spacing between two adjacent anchors near one edge</li>\n</ul>\n<h4>Steel strength in shear</h4>\n<p>The steel strength in shear is determined according to ACI 318-14 – 17.5.1 as</p>\n<p><em>ϕV</em><sub>sa</sub> = <em>ϕ</em> 0.6 <em>A</em><sub>se,V</sub> <em>f</em><sub>uta</sub></p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em> = 0.65 – strength reduction factor for anchors in tension according to ACI 318-14 – 17.3.3, editable in Code setup</li>\n  <li><em>A</em><sub>se,V</sub> – tensile stress area</li>\n  <li><em>f</em><sub>uta</sub> – specified tensile strength of anchor steel and shall not be greater than 1.9 <em>f</em><sub>ya</sub> and 125 ksi</li>\n</ul>\n<p>If mortar joint is selected, steel strength in shear <em>V</em><sub>sa</sub> is multiplied by 0.8 (ACI 318-14 – 17.5.1.3).</p>\n<p>The shear on lever arm, which is present in the case of base plate with oversized holes and washers or plates added to the top of the base plate to transmit the shear force, is not considered.</p>\n<h4>Concrete breakout strength of anchor in shear</h4>\n<p>The concrete breakout strength of an anchor or anchor group in shear is designed according to ACI 318 14 – 17.5.2.</p>\n<p>\\[ \\phi V_{cbg} = \\phi \\frac{A_V}{A_{Vo}} \\psi_{ec,V} \\psi_{ed,V} \\psi_{c,V} \\psi_{h,V} \\psi_{\\alpha,V} V_b \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em> = 0.65 – strength reduction factor for anchors in shear according to ACI 318-14 – 17.3.3, editable in Code setup</li>\n  <li><em>A</em><sub>v</sub> – projected concrete failure area of an anchor or group of anchors</li>\n  <li><em>A</em><sub>vo</sub> – projected concrete failure area of one anchor when not limited by corner influences, spacing, or member thickness</li>\n  <li>\\( \\psi_{ec,V} = \\frac{1}{1+\\frac{2 e'_V}{3 c_{a1}}} \\) – modification factor for anchor groups loaded eccentrically in shear</li>\n  <li>\\( \\psi_{ed,V} = 0.7 + 0.3 \\frac{c_{a2}}{1.5 c_{a1}} \\le 1.0 \\) – modification factor for edge effect</li>\n  <li><em>Ψ</em><sub>c,V</sub> – modification factor for concrete condition; <em>Ψ</em><sub>c,V</sub> = 1.0 for cracked concrete, <em>Ψ</em><sub>c,V</sub> = 1.4 for non-cracked concrete</li>\n  <li>\\( \\psi_{h,V} = \\sqrt{\\frac{1.5 c_{a1}}{h_a}} \\ge 1 \\) – modification factor for anchors located in a concrete member where <em>h</em><sub>a</sub>&nbsp;&lt;&nbsp;1.5&nbsp;<em>c</em><sub>a1</sub></li>\n  <li>\\( \\psi_{\\alpha ,V} = \\sqrt{\\frac{1}{(\\cos \\alpha_V )^2 + (0.5 \\sin \\alpha_V)^2}} \\) – modification factor for anchors loaded at an angle 90° − <em>α</em><sub>V</sub> with the concrete edge; in ACI 318-14 – 17.5.2.1 are only discrete values, equation is taken from FIB bulletin 58 – Design of anchorages in concrete (2011)</li>\n  <li><em>h</em><sub>a</sub> – height of a failure surface on the concrete side</li>\n  <li>\\( V_b = \\min \\left ( 7 \\left ( \\frac{l_e}{d_a} \\right )^{0.2} \\lambda_a \\sqrt{d_a} \\sqrt{f'_c} c_{a1}^{1.5}, 9 \\lambda_a \\sqrt{d_a} \\sqrt{f'_c} c_{a1}^{1.5} \\right ) \\)</li>\n  <li><em>l</em><sub>e</sub> = <em>h</em><sub>ef</sub> ≤ 8 <em>d</em><sub>a</sub> – load-bearing length of the anchor in shear</li>\n  <li><em>d</em><sub>a</sub> – anchor diameter</li>\n  <li><em>f'</em><sub>c</sub> – concrete compressive strength</li>\n  <li><em>c</em><sub>a1</sub> – edge distance in the direction of load; according to Cl.&nbsp;17.5.2.4, for a narrow member, <em>c</em><sub>2,max</sub> &lt; 1.5 <em>c</em><sub>1</sub> that is also deemed to be thin, <em>h</em><sub>a</sub> &lt; 1.5 <em>c</em><sub>1</sub>, <em>c'</em><sub>1</sub> is used in previous equations instead of <em>c</em><sub>1</sub>; the reduced <em>c'</em><sub>1</sub> = max (<em>c</em><sub>2,max</sub> / 1.5, <em>h</em><sub>a</sub> / 1.5, <em>s</em><sub>c,max</sub> / 3)</li>\n  <li><em>c</em><sub>a2</sub> – edge distance in the direction perpendicular to load</li>\n  <li><em>c</em><sub>2,max</sub> – largest edge distance in the direction perpendicular to load</li>\n  <li><em>s</em><sub>c,max</sub> – maximum spacing perpendicular to direction of shear, between anchors within a group</li>\n</ul>\n<p>If <em>c</em><sub>a2</sub> ≤ 1.5 <em>c</em><sub>a1</sub> and <em>h</em><sub>a</sub> ≤ 1.5 <em>c</em><sub>a1</sub>, \\( c_{a1}= \\max \\left ( \\frac{c_{a2}}{1.5}, \\frac{h_a}{1.5}, \\frac{s}{3} \\right ) \\), where <em>s</em> is the maximum spacing perpendicular to direction of shear, between anchors within a group.</p>\n<p>According to ACI 318-14 – 17-5.2.9, where anchor reinforcement is developed in accordance with ACI 318-14 – 25 on both sides of the breakout surface, the anchor reinforcement is presumed to transfer the shear forces and concrete breakout strength is not evaluated.</p>\n<h4>Concrete pryout strength of anchor in shear</h4>\n<p>Concrete pryout strength is designed according to ACI 318-14 – 17.5.3.</p>\n<p><em>ϕV</em><sub>cp</sub> = <em>ϕk</em><sub>cp</sub> <em>N</em><sub>cp</sub></p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em> = 0.65 – strength reduction factor for anchors in shear according to ACI 318-14 – 17.3.3, editable in Code setup</li>\n  <li><em>k</em><sub>cp</sub> = 1.0 for <em>h</em><sup>ef</sup> &lt; 2.5 in., <em>k</em><sub>cp</sub> = 2.0 for <em>h</em><sub>ef</sub> ≥ 2.5 in</li>\n  <li><em>N</em><sub>cp</sub> = <em>N</em><sub>cb</sub> (concrete breakout strength – all anchors are assumed in tension) in case of cast-in anchors</li>\n</ul>\n<p>According to ACI 318-14 – 17.4.2.9, where anchor reinforcement is developed in accordance with ACI 318-14 – 25 on both sides of the breakout surface, the anchor reinforcement is presumed to transfer the tension forces, and concrete breakout strength is not evaluated.</p>\n<h4>Interaction of tensile and shear forces</h4>\n<p>Interaction of tensile and shear forces is assessed according to ACI 318-14 – R17.6.</p>\n<p>\\[ \\left ( \\frac{N_{ua}}{N_n} \\right )^{\\zeta} + \\left ( \\frac{V_{ua}}{V_n} \\right )^{\\zeta} \\le 1.0 \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>N</em><sub>ua</sub> and <em>V</em><sub>ua</sub> – design forces acting on an anchor</li>\n  <li><em>N</em><sub>n</sub> and <em>V</em><sub>n</sub> – the lowest design strengths determined from all appropriate failure modes</li>\n  <li><em>ς</em> = 5 / 3</li>\n</ul>\n<h4>Anchors with stand-off</h4>\n<p>The bar element is designed according to AISC 360-16. Interaction of shear force is neglected because the minimum length of the anchor to fit the nut under the base plate ensures that the anchor fails in bending before the shear force reaches half the shear resistance, and the shear interaction is negligible (up to 7 %). Interaction of bending moment and compressive or tensile force is conservatively assumed as linear. Second order effects are not taken into account.</p>\n<p><strong>Shear resistance</strong> (AISC 360-16 – G):</p>\n<p>\\( V_n = \\frac{0.6 A_V F_y}{\\Omega_V} \\) &nbsp;&nbsp;&nbsp;(ASD)</p>\n<p>\\( V_n = \\phi_V 0.6 A_V F_y \\) &nbsp;&nbsp;&nbsp;(LRFD)</p>\n<ul>\n  <li><em>A</em><sub>V</sub>&nbsp;=&nbsp;0.844 ∙ <em>A</em><sub>s</sub> – the shear area</li>\n  <li><em>A</em><sub>s</sub> – bolt area reduced by threads</li>\n  <li><em>F</em><sub>y</sub> – bolt yield strength</li>\n  <li><em>Ω</em><sub>V</sub> – safety factor, recommended value is 2</li>\n  <li><em>ϕ</em><sub>V</sub> – resistance factor, recommended value is 0.75</li>\n</ul>\n<p><strong>Tensile resistance</strong> (AISC 360-16 – D2):</p>\n<p>\\( P_n = \\frac{A_s F_y}{\\Omega_t} \\) &nbsp;&nbsp;&nbsp;(ASD)</p>\n<p>\\( P_n = \\phi_t A_s F_y \\) &nbsp;&nbsp;&nbsp;(LRFD)</p>\n<ul>\n  <li><em>Ω</em><sub>t</sub> – safety factor, recommended value is 2</li>\n  <li><em>ϕ</em><sub>t</sub> – resistance factor, recommended value is 0.75</li>\n</ul>\n<p><strong>Compressive resistance</strong> (AISC 360-16 – E3)</p>\n<p>\\( P_n = \\frac{F_{cr} A_s}{\\Omega_c} \\) &nbsp;&nbsp;&nbsp;(ASD)</p>\n<p>\\( P_n = \\phi_c F_{cr} A_s \\) &nbsp;&nbsp;&nbsp;(LRFD)</p>\n<ul>\n  <li>\\( F_{cr} = 0.658^{\\frac{F_y}{F_e}} F_y \\) for \\( \\frac{L_c}{r} \\le 4.74 \\sqrt{\\frac{E}{F_y}} \\), &nbsp;\\( F_{cr} = 0.877 F_e \\) for \\( \\frac{L_c}{r} &gt; 4.74 \\sqrt{\\frac{E}{F_y}} \\) – critical stress</li>\n  <li>\\( F_e = \\frac{\\pi^2 E} {\\left ( \\frac{L_c}{r} \\right) ^2} \\) – elastic buckling stress</li>\n  <li><em>L</em><sub>c</sub>&nbsp;=&nbsp;2&nbsp;∙&nbsp;<em>l</em> – buckling length</li>\n  <li><em>l</em> – length of the bolt element equal to half the base plate thickness + gap + half the bolt diameter</li>\n  <li>\\( r= \\sqrt{\\frac{I}{A_s}} \\) – radius of gyration of the anchor bolt</li>\n  <li>\\( I= \\frac{\\pi d_s^4}{64} \\) – moment of inertia of the bolt</li>\n  <li><em>Ω</em><sub>c</sub> – safety factor, recommended value is 2</li>\n  <li><em>ϕ</em><sub>c</sub> – resistance factor, recommended value is 0.75</li>\n</ul>\n<p><strong>Bending resistance</strong> (AISC 360-16 – F11):</p>\n<p>\\( M_n = \\frac{Z F_y}{\\Omega_b} \\le \\frac{1.6 S_x F_y}{\\Omega_b} \\)&nbsp;&nbsp;&nbsp;(ASD)</p>\n<p>\\( M_n = \\phi_b Z F_y \\le 1.6 \\phi_b S_x F_y \\)&nbsp;&nbsp;&nbsp;(ASD)</p>\n<ul>\n  <li>\\( Z = \\frac{d_s^3}{6} \\) – plastic section modulus of the bolt</li>\n  <li>\\( S_x= \\frac{2 I}{d_s} \\) – elastic section modulus of the bolt</li>\n  <li><em>Ω</em><sub>c</sub> – safety factor, recommended value is 2</li>\n  <li><em>ϕ</em><sub>c</sub> – resistance factor, recommended value is 0.75</li>\n</ul>\n<p><strong>Linear interaction:</strong></p>\n<p>\\[ \\frac{N}{P_n}+\\frac{M}{M_n} \\le 1 \\]</p>\n<ul>\n  <li><em>N</em> – the tensile (positive) or compressive (negative sign) factored force</li>\n  <li><em>P</em><sub>n</sub> – the tensile (positive) or compressive (negative sign) design or allowable strength</li>\n  <li><em>M</em> – the factored bending moment</li>\n  <li><em>M</em><sub>n</sub> – the design or allowable bending resistance</li>\n</ul>"
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                                                                                                                                                "description": "Detailing of bolt spacing, edge distance; anchor spacing; weld minimal and maximal size. IDEA StatiCa - engineering software for the structural design of welded and bolted steel connections.",
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                                                                                                                                            "value": "<h4>Bolts</h4>\n<p>The minimum spacing between bolts and distance to the bolt centre to an edge of a connected part are checked. The minimum spacing 2.66 times (editable in Code setup) the nominal bolt diameter between centres of bolts is checked according to AISC 360-16 – J.3.3. The minimum distance to the bolt centre to an edge of a connected part is checked according to AISC 360-16 – J.3.4; the values are in Table J3.4 and J3.4M.</p>\n<h4>Welds</h4>\n<p>The minimal and maximal weld size and the sufficient length of the weld are checked.</p>\n<p>The maximal weld size is checked according to AISC 360-16 – J2.2b for a plate parallel to the welded plate with an edge-to-surface fillet weld.</p>\n<ul>\n  <li>For plate thickness smaller than 1/4 in, the weld size should be no bigger than plate thickness.</li>\n  <li>For plate thickness equal to or higher than 1/4 in, the weld size should be no bigger than the plate thickness −1/16 in.</li>\n</ul>\n<p>Examples for welds where maximum thickness is checked are in the following figure.</p>\n<figure data-asset-id=\"29a51855-7ea4-42bb-bfbe-0e9e140a45f9\" data-image-id=\"29a51855-7ea4-42bb-bfbe-0e9e140a45f9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c098e72b-6f22-47e3-a769-1a35ee1ff64a/AISC%20weld%20detailing.png\" data-asset-id=\"29a51855-7ea4-42bb-bfbe-0e9e140a45f9\" data-image-id=\"29a51855-7ea4-42bb-bfbe-0e9e140a45f9\" alt=\"\"></figure>\n<p>The minimal <a data-item-id=\"c06cb68e-da64-517f-b983-b6bf80c8addd\" href=\"\">weld size</a> of fillet weld is checked according to Table J2.4:</p>\n<ul>\n  <li>For \\(t_p \\le 1/4\\,\\textrm{in}\\) the weld size should be higher than or equal to 1/8 in.</li>\n  <li>For \\(1/4\\,\\textrm{in}&lt; t_p \\le 1/2\\,\\textrm{in}\\) the weld size should be higher than or equal to 3/16 in.</li>\n  <li>For \\(1/2\\,\\textrm{in}&lt; t_p \\le 3/4\\,\\textrm{in}\\) the weld size should be higher than or equal to 1/4 in.</li>\n  <li>For \\(3/4\\,\\textrm{in}&lt; t_p\\)&nbsp;the weld size should be higher than or equal to 5/16 in.</li>\n</ul>\n<p>where \\(t_p\\) is the thickness of the thinner plate.</p>\n<p>The minimum length of fillet welds should not be less than four times the weld size according to J2.2b (c).</p>\n<p>The minimal effective throat of PJP groove weld is determined according to AISC 360-22 – Table J2.3:</p>\n<table><tbody>\n  <tr><td>Thickness of thinner part joint [in.]</td><td>Minimum effective throat [in.]</td></tr>\n  <tr><td>\\(t_p \\le 0.25\\)</td><td>0.1250</td></tr>\n  <tr><td>\\(0.25 &lt; t_p \\le 0.50\\)</td><td>0.1875</td></tr>\n  <tr><td>\\(0.50 &lt; t_p \\le 0.75\\)</td><td>0.2500</td></tr>\n  <tr><td>\\(0.75 &lt; t_p \\le 1.50\\)</td><td>0.3125</td></tr>\n  <tr><td>\\(1.50 &lt; t_p \\le 2.25\\)</td><td>0.3750</td></tr>\n  <tr><td>\\(2.25 &lt; t_p \\le 6\\)</td><td>0.5000</td></tr>\n  <tr><td>\\(6.00 &lt; t_p\\)</td><td>0.6250</td></tr>\n</tbody></table>\n<h4>Anchors</h4>\n<p>The spacing between anchors should be greater than four times anchor diameter according to ACI&nbsp;318-14&nbsp;–&nbsp;17.7.1.</p>\n<p>Minimum plate edge distance follows rules for bolts.</p>"
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                                                                                                                                                    "value": "<p>Joints are classified according to joint stiffness to:</p>\n<ul>\n  <li>Rigid – joints with insignificant change of original angles between members,</li>\n  <li>Semirigid – joints which are assumed to have the capacity to furnish a dependable and known degree of flexural restraint,</li>\n  <li>Simple – joints which do not develop bending moments.</li>\n</ul>\n<p>Joints are classified according to the commentary in AISC&nbsp;360-16, Cl.&nbsp;B3.4.</p>\n<ul>\n  <li>Rigid – \\( \\frac{S_{j,ini} L_b}{E I_b} \\ge 20 \\)</li>\n  <li>Semirigid – \\( 2 &lt; \\frac{S_{j,ini} L_b}{E I_b} &lt; 20 \\)</li>\n  <li>Simple – \\( \\frac{S_{j,ini} L_b}{E I_b} \\le 2 \\)</li>\n</ul>\n<p>where:</p>\n<ul>\n  <li><em>S</em><sub>j,ini</sub> – initial stiffness of the joint; the joint stiffness is assumed linear up to the 2/3 of <em>M</em><sub>j,Rd</sub></li>\n  <li><em>L</em><sub>b</sub> – theoretical length of the analyzed member</li>\n  <li><em>E</em> – Young's modulus of elasticity</li>\n  <li><em>I</em><sub>b</sub> – moment of inertia of the analyzed member</li>\n  <li><em>M</em><sub>j,Rd</sub> – joint design moment resistance</li>\n</ul>"
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                                                                                                                                                            "value": "<p>Capacity design is a part of the seismic check and ensures that the joint has sufficient deformation capacity.</p>\n<p>The objective of capacity design is to confirm a building undergoes controlled ductile behavior in order to avoid collapse in a design-level earthquake. Plastic hinge is expected to appear in dissipative item and all non-dissipative items of the joint must be able to safely transfer forces due to the yielding in the dissipative item. The dissipative item is usually a beam in moment resisting frame but it may also be e.g. an end plate. The safety factor is not used for dissipative items. Two factors are assigned to the yield strength of the dissipative item:</p>\n<ul>\n  <li><em>R</em><sub>y</sub> – ratio of probable to minimal yield strength – AISC 341-16 – Table A3.1; editable in materials</li>\n  <li>\\( C_{pr}=\\frac{F_y+F_u}{2\\bullet F_y} \\le 1.2 \\) – strain-hardening factor</li>\n</ul>\n<p>The ultimate strength of the dissipative item is increased by factor <em>R</em><sub>t</sub> – ratio of probable to minimal tensile strength – AISC 341-16 – Table A3.1; editable in materials</p>\n<p>The material diagram is modified according to the following figure:</p>\n<figure data-asset-id=\"a1229dc4-5f3a-4bbf-8b62-6318f14e74f5\" data-image-id=\"a1229dc4-5f3a-4bbf-8b62-6318f14e74f5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ef4b2114-522c-41f5-bda5-4439f2e20f8e/AISC-dissipative.png\" data-asset-id=\"a1229dc4-5f3a-4bbf-8b62-6318f14e74f5\" data-image-id=\"a1229dc4-5f3a-4bbf-8b62-6318f14e74f5\" alt=\"\"></figure>\n<p>The increased strength of the dissipative item allows for the input of loads that cause the plastic hinge to appear in the dissipative item. In the case of moment resisting frame and beam as the dissipative item, the beam should be loaded by <em>M</em><em><sub>y</sub></em> = <em>C</em><sub>pr</sub><em>R</em><sub>y</sub><em>F</em><sub>y</sub><em>Z</em><sub>pl,</sub><em><sub>y</sub></em> and corresponding shear force<em>V</em><em><sub>z</sub></em> = –2 <em>M</em><em><sub>y</sub></em> / <em>L</em><sub>h</sub>, where:</p>\n<ul>\n  <li><em>F</em><sub>y</sub> – characteristic yield strength</li>\n  <li><em>Z</em><sub>pl,</sub><em><sub>y</sub></em> – plastic section modulus</li>\n  <li><em>L</em><sub>h</sub> – distance between plastic hinges on the beam</li>\n</ul>\n<p>In case of asymmetric joint, the beam should be loaded by both sagging and hogging bending moments and their corresponding shear forces.</p>\n<p>The plates of dissipative items are excluded from check.</p>"
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                                                                                                                                                                            "value": "<h2>1 New project</h2>\n<p>To begin, launch <strong>IDEA StatiCa</strong> and select application <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\"><strong>Connection</strong></a>. Create a new project by selecting a starting template closest to the desired design, filling in the name, and choosing the design code and default material properties – A992.</p>\n<figure data-asset-id=\"822ecc49-1734-4550-a56c-7c00fe03f5ca\" data-image-id=\"822ecc49-1734-4550-a56c-7c00fe03f5ca\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8e10a1ca-15ed-43ab-93ef-709d035cd82d/template%20selection.jpg\" data-asset-id=\"822ecc49-1734-4550-a56c-7c00fe03f5ca\" data-image-id=\"822ecc49-1734-4550-a56c-7c00fe03f5ca\" alt=\"\"></figure>\n<p>Since this project follows the AISC code, let's proceed by utilizing imperial units (see <a data-item-id=\"832da2a8-6d89-4598-84c5-dfc30515c634\" href=\"\">How to change the system of units</a>).</p>\n<h2>2 Geometry</h2>\n<p>A column and beam with shear connection was automatically added onto the design.</p>\n<figure data-asset-id=\"09506b99-5c38-4e21-bfe9-451c4c6b1087\" data-image-id=\"09506b99-5c38-4e21-bfe9-451c4c6b1087\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f6b11c97-f5fe-45bb-af25-08748479b485/New%20template%20model.jpg\" data-asset-id=\"09506b99-5c38-4e21-bfe9-451c4c6b1087\" data-image-id=\"09506b99-5c38-4e21-bfe9-451c4c6b1087\" alt=\"\"></figure>\n<p>First, change the <a data-item-id=\"a93fbea4-d814-5dcb-aa9e-35315063cb88\" href=\"\">cross-section</a> of the column. New cross-section is W12x96.</p>\n<figure data-asset-id=\"a8eb1c89-6da8-4f55-b2c5-781ab7bd15ff\" data-image-id=\"a8eb1c89-6da8-4f55-b2c5-781ab7bd15ff\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a089888b-3950-478f-bcb1-63e9ec88373f/Column%20profile%20section%20change.jpg\" data-asset-id=\"a8eb1c89-6da8-4f55-b2c5-781ab7bd15ff\" data-image-id=\"a8eb1c89-6da8-4f55-b2c5-781ab7bd15ff\" alt=\"\"></figure>\n<p>Next, change the <a data-item-id=\"a93fbea4-d814-5dcb-aa9e-35315063cb88\" href=\"\">cross-section</a> of the beam. New cross-section is W10x45.</p>\n<figure data-asset-id=\"7a712bac-dc3e-4db2-816a-e27a6e6b29a2\" data-image-id=\"7a712bac-dc3e-4db2-816a-e27a6e6b29a2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/584af040-ef70-4d17-903a-fd38c8238d49/Beam%20profile%20section%20change.jpg\" data-asset-id=\"7a712bac-dc3e-4db2-816a-e27a6e6b29a2\" data-image-id=\"7a712bac-dc3e-4db2-816a-e27a6e6b29a2\" alt=\"\"></figure>\n<p>Then add two new <a data-item-id=\"e2fb6b14-f5e4-4b81-8322-71acd2cdf487\" href=\"\">members</a>.</p>\n<figure data-asset-id=\"0d39a143-224f-4c01-9ce4-a050fcf000c3\" data-image-id=\"0d39a143-224f-4c01-9ce4-a050fcf000c3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a2dd65bb-5c11-471c-9cb2-0f1106104825/New%20model%20entity.jpg\" data-asset-id=\"0d39a143-224f-4c01-9ce4-a050fcf000c3\" data-image-id=\"0d39a143-224f-4c01-9ce4-a050fcf000c3\" alt=\"\"></figure>\n<p>Change the cross-sections of the two new members. For M3, new cross-section is W12x45. For M4, the new cross-section is T-section from a W12x40.</p>\n<figure data-asset-id=\"9b9ee4a9-14fc-4097-b662-06e9a23e219d\" data-image-id=\"9b9ee4a9-14fc-4097-b662-06e9a23e219d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dc15dcbd-e8d5-4cb9-9323-4239e7fbc803/M3%20profile%20section%20change.jpg\" data-asset-id=\"9b9ee4a9-14fc-4097-b662-06e9a23e219d\" data-image-id=\"9b9ee4a9-14fc-4097-b662-06e9a23e219d\" alt=\"\"></figure>\n<figure data-asset-id=\"0b475471-5d6e-4568-8cda-2ee976bb3308\" data-image-id=\"0b475471-5d6e-4568-8cda-2ee976bb3308\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a83fa425-8bfd-410b-b229-71cb673e8e0c/M4%20profile%20section%20change.jpg\" data-asset-id=\"0b475471-5d6e-4568-8cda-2ee976bb3308\" data-image-id=\"0b475471-5d6e-4568-8cda-2ee976bb3308\" alt=\"\"></figure>\n<p>Adjust the position parameters of both M3 and M4. Their directions and alignment will be updated so that the full geometry can be complete.</p>\n<figure data-asset-id=\"3cf8f293-d3c9-4f11-9de3-78727d21c121\" data-image-id=\"3cf8f293-d3c9-4f11-9de3-78727d21c121\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0f24d5f3-ff29-4d4c-9c71-38a19697e16c/M3%20parameters%20change.jpg\" data-asset-id=\"3cf8f293-d3c9-4f11-9de3-78727d21c121\" data-image-id=\"3cf8f293-d3c9-4f11-9de3-78727d21c121\" alt=\"\"></figure>\n<figure data-asset-id=\"d3d23862-26ef-40b6-ae91-0caf84b18d51\" data-image-id=\"d3d23862-26ef-40b6-ae91-0caf84b18d51\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dcc66cc2-47b5-4850-a3e8-749061ecfdf2/M4%20parameters%20change.jpg\" data-asset-id=\"d3d23862-26ef-40b6-ae91-0caf84b18d51\" data-image-id=\"d3d23862-26ef-40b6-ae91-0caf84b18d51\" alt=\"\"></figure>\n<h2>3 Load effects</h2>\n<p>Remove the default load effects that are present in the model.&nbsp;</p>\n<figure data-asset-id=\"25d99299-caab-4666-ba23-ab61a7b9f442\" data-image-id=\"25d99299-caab-4666-ba23-ab61a7b9f442\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/eb417552-e181-416b-8a9e-eac58a6289c4/load%20effects%20cleared.jpg\" data-asset-id=\"25d99299-caab-4666-ba23-ab61a7b9f442\" data-image-id=\"25d99299-caab-4666-ba23-ab61a7b9f442\" alt=\"\"></figure>\n<p>Turn off <a data-item-id=\"f32270b7-97ff-5d81-94b7-35e6b51c7dde\" href=\"\">Loads in equilibrium</a> and input the new values of internal forces into the chart. More load cases can be added.</p>\n<figure data-asset-id=\"e056b805-5471-4270-b555-79510af74526\" data-image-id=\"e056b805-5471-4270-b555-79510af74526\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d95f7aba-1c8d-44ee-8b39-c86d6a5fdb87/New%20load%20effects.jpg\" data-asset-id=\"e056b805-5471-4270-b555-79510af74526\" data-image-id=\"e056b805-5471-4270-b555-79510af74526\" alt=\"\"></figure>\n<h2>4 Design</h2>\n<p>Before the connection can be modeled, make sure to \"Explode\" the <a href=\"https://www.ideastatica.com/support-center/parametric-templates-in-connection-library\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">parametric template</a>. Right-click on the <strong>Operations (P)</strong> label and select \"Explode\" as shown below.&nbsp;</p>\n<figure data-asset-id=\"41908fde-51a9-4df8-b0a4-3bd528e59ad9\" data-image-id=\"41908fde-51a9-4df8-b0a4-3bd528e59ad9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2518ae2a-48d6-4456-92ea-603e2be2c48e/explode%20template.jpg\" data-asset-id=\"41908fde-51a9-4df8-b0a4-3bd528e59ad9\" data-image-id=\"41908fde-51a9-4df8-b0a4-3bd528e59ad9\" alt=\"\"></figure>\n<p>The manufacturing operation <strong>Fin plate</strong> was already created. Just update some of its properties.</p>\n<figure data-asset-id=\"69529062-a7e0-486d-9f47-eca8d2495743\" data-image-id=\"69529062-a7e0-486d-9f47-eca8d2495743\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/49d68838-0f00-4592-bf03-6969be77db37/SP1%20parameters.jpg\" data-asset-id=\"69529062-a7e0-486d-9f47-eca8d2495743\" data-image-id=\"69529062-a7e0-486d-9f47-eca8d2495743\" alt=\"\"></figure>\n<figure data-asset-id=\"413ff5a8-de1b-4087-aea8-15ba8d1a49e9\" data-image-id=\"413ff5a8-de1b-4087-aea8-15ba8d1a49e9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c4e51198-5dd9-4a31-abce-6cf1c7bd32d1/Material%20selection.jpg\" data-asset-id=\"413ff5a8-de1b-4087-aea8-15ba8d1a49e9\" data-image-id=\"413ff5a8-de1b-4087-aea8-15ba8d1a49e9\" alt=\"\"></figure>\n<p>Right click on the operation <strong>FP1</strong> and copy the operation, then update the following properties so that it relates to member M3.</p>\n<figure data-asset-id=\"a39b614c-e17c-4c45-99d8-2c3bda583841\" data-image-id=\"a39b614c-e17c-4c45-99d8-2c3bda583841\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/131d06ac-d3a5-4bf8-83bc-b62da0d0b786/Copy%20of%20an%20operation.jpg\" data-asset-id=\"a39b614c-e17c-4c45-99d8-2c3bda583841\" data-image-id=\"a39b614c-e17c-4c45-99d8-2c3bda583841\" alt=\"\"></figure>\n<figure data-asset-id=\"3a21ce42-e235-46d4-9871-2fe7bd77c239\" data-image-id=\"3a21ce42-e235-46d4-9871-2fe7bd77c239\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1906b1fa-33e7-4be7-b3d3-ac099005062d/FP2%20parameter%20update.jpg\" data-asset-id=\"3a21ce42-e235-46d4-9871-2fe7bd77c239\" data-image-id=\"3a21ce42-e235-46d4-9871-2fe7bd77c239\" alt=\"\"></figure>\n<p>Now, add the <strong>Gusset plate</strong> operation.</p>\n<figure data-asset-id=\"61df07b8-b0b2-4b90-90aa-771e3ad550bb\" data-image-id=\"61df07b8-b0b2-4b90-90aa-771e3ad550bb\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/45619638-d0ea-4300-8481-06ac2d22739a/Gusset%20plate%20operation.jpg\" data-asset-id=\"61df07b8-b0b2-4b90-90aa-771e3ad550bb\" data-image-id=\"61df07b8-b0b2-4b90-90aa-771e3ad550bb\" alt=\"\"></figure>\n<p>And redefine its properties.</p>\n<figure data-asset-id=\"a228860f-d357-4048-9e6a-7ede6bbac75e\" data-image-id=\"a228860f-d357-4048-9e6a-7ede6bbac75e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b59a2c80-b067-4efd-a2b5-a59c2d7861b6/Gusset%20plate%20operation%20parameters.jpg\" data-asset-id=\"a228860f-d357-4048-9e6a-7ede6bbac75e\" data-image-id=\"a228860f-d357-4048-9e6a-7ede6bbac75e\" alt=\"\"></figure>\n<p>Let's start to edit the gusset plate. First, under <a data-item-id=\"748f0c81-c600-50e2-a41e-32e42cf42116\" href=\"\">editor</a>, the corner at the end of the bolts will be removed.</p>\n<figure data-asset-id=\"63e217bd-fc5d-4866-a321-60916a9a5d35\" data-image-id=\"63e217bd-fc5d-4866-a321-60916a9a5d35\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/295e000c-47cb-4e43-b02a-263e5a3137c9/Gusset%20plate%20editor.jpg\" data-asset-id=\"63e217bd-fc5d-4866-a321-60916a9a5d35\" data-image-id=\"63e217bd-fc5d-4866-a321-60916a9a5d35\" alt=\"\"></figure>\n<p>Next, a more complex cut will be created on the gusset plate using a combination of operations. Start with the <strong>Negative volume</strong> operation so that the complex opening can be created.</p>\n<figure data-asset-id=\"5577aaf1-4bef-49fb-aa12-7f7d4f29e4a1\" data-image-id=\"5577aaf1-4bef-49fb-aa12-7f7d4f29e4a1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/97086fc1-7d6b-4699-b6d1-1f7c628a5f03/negative%20volume.jpg\" data-asset-id=\"5577aaf1-4bef-49fb-aa12-7f7d4f29e4a1\" data-image-id=\"5577aaf1-4bef-49fb-aa12-7f7d4f29e4a1\" alt=\"\"></figure>\n<p>Update the negative volume cross-section. Using the <strong>CF general shape</strong> option, a cross-section can be created based on either a .dxf file or through point coordinates. In this tutorial, point coordinates will be used.</p>\n<figure data-asset-id=\"6b787f20-8723-43f2-819f-e37b655f38ef\" data-image-id=\"6b787f20-8723-43f2-819f-e37b655f38ef\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ee97e528-ec48-4743-bcfa-0641164b4bca/negative%20volume%20cross-section.jpg\" data-asset-id=\"6b787f20-8723-43f2-819f-e37b655f38ef\" data-image-id=\"6b787f20-8723-43f2-819f-e37b655f38ef\" alt=\"\"></figure>\n<p>Adjust the location of the negative volume. Using a member as the origin instead of node allows the user to use members as references rather than having to input coordinates manually.</p>\n<figure data-asset-id=\"75d440c0-9473-4e8e-a9db-5d1a87e7023f\" data-image-id=\"75d440c0-9473-4e8e-a9db-5d1a87e7023f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c74e1469-d0b9-4272-9d97-33439eec3143/negative%20volume%20position.jpg\" data-asset-id=\"75d440c0-9473-4e8e-a9db-5d1a87e7023f\" data-image-id=\"75d440c0-9473-4e8e-a9db-5d1a87e7023f\" alt=\"\"></figure>\n<p>Next using a <strong>Cut of plate</strong> operation, the user will be able to cut the gusset plate by the negative volume. This will allow us to have a finalized shape for the gusset plate.</p>\n<figure data-asset-id=\"945d8c29-4717-4446-a198-6c5b256080c5\" data-image-id=\"945d8c29-4717-4446-a198-6c5b256080c5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/47505abb-0c67-4bec-a510-c4f0883f53b7/Cut%20of%20plate%20%28gusset%29.jpg\" data-asset-id=\"945d8c29-4717-4446-a198-6c5b256080c5\" data-image-id=\"945d8c29-4717-4446-a198-6c5b256080c5\" alt=\"\"></figure>\n<p>The Gusset plate will now be connected to the beams. Add a new <strong>Cleat </strong>operation and adjust its parameters so that it is connected to member B.</p>\n<figure data-asset-id=\"e050b2d0-3bcf-4a0b-bc69-3d6f4b249c70\" data-image-id=\"e050b2d0-3bcf-4a0b-bc69-3d6f4b249c70\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/774b74b5-e45b-4820-999f-e8579864c1da/cleat%20operation.jpg\" data-asset-id=\"e050b2d0-3bcf-4a0b-bc69-3d6f4b249c70\" data-image-id=\"e050b2d0-3bcf-4a0b-bc69-3d6f4b249c70\" alt=\"\"></figure>\n<figure data-asset-id=\"33c7d326-96b3-4120-abac-3455187d266d\" data-image-id=\"33c7d326-96b3-4120-abac-3455187d266d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b3dc3f9c-9edd-4711-986f-f705eeda0cbf/Cleat%20parameters.jpg\" data-asset-id=\"33c7d326-96b3-4120-abac-3455187d266d\" data-image-id=\"33c7d326-96b3-4120-abac-3455187d266d\" alt=\"\"></figure>\n<figure data-asset-id=\"e7193db8-2b82-4191-8766-ec1354eed86a\" data-image-id=\"e7193db8-2b82-4191-8766-ec1354eed86a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f7acdec8-67cb-4569-a904-6f48d440d65e/Clean%20cross-section.jpg\" data-asset-id=\"e7193db8-2b82-4191-8766-ec1354eed86a\" data-image-id=\"e7193db8-2b82-4191-8766-ec1354eed86a\" alt=\"\"></figure>\n<p>Next, copy the cleat operation and adjust the parameters so that the new cleat operation is connecting the gusset plate and member M3.</p>\n<figure data-asset-id=\"406f6589-19c0-4594-9e0b-090d93402ba9\" data-image-id=\"406f6589-19c0-4594-9e0b-090d93402ba9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/efe44d11-3189-4b74-9583-f36098c3a18a/Cleat2%20copy.jpg\" data-asset-id=\"406f6589-19c0-4594-9e0b-090d93402ba9\" data-image-id=\"406f6589-19c0-4594-9e0b-090d93402ba9\" alt=\"\"></figure>\n<figure data-asset-id=\"68c692ba-6393-44c0-b2a4-de8f525e6c00\" data-image-id=\"68c692ba-6393-44c0-b2a4-de8f525e6c00\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f0d578a5-c406-4483-9ef2-d9412a9dc1f1/Cleat2%20parameters.jpg\" data-asset-id=\"68c692ba-6393-44c0-b2a4-de8f525e6c00\" data-image-id=\"68c692ba-6393-44c0-b2a4-de8f525e6c00\" alt=\"\"></figure>\n<p>Finish the design with the operation <a data-item-id=\"bb37b7f5-43c1-4f6b-9b23-922a75713b94\" href=\"\"><strong>Stiffener</strong></a><strong>.</strong></p>\n<figure data-asset-id=\"fe7e5d22-3c05-4cce-b285-9f81cfc2c491\" data-image-id=\"fe7e5d22-3c05-4cce-b285-9f81cfc2c491\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9d444d5b-e425-4c41-a8ba-9993404f67ef/Stiffener%20operation.jpg\" data-asset-id=\"fe7e5d22-3c05-4cce-b285-9f81cfc2c491\" data-image-id=\"fe7e5d22-3c05-4cce-b285-9f81cfc2c491\" alt=\"\"></figure>\n<p>And set the correct properties of STIFF1<strong>.</strong></p>\n<figure data-asset-id=\"0375a283-523f-49ef-894a-f194b215784d\" data-image-id=\"0375a283-523f-49ef-894a-f194b215784d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7028b65c-1776-48e8-bd91-2428e9f9838c/Stiffener%20operation%20parameters.jpg\" data-asset-id=\"0375a283-523f-49ef-894a-f194b215784d\" data-image-id=\"0375a283-523f-49ef-894a-f194b215784d\" alt=\"\"></figure>\n<p>Let’s check the final design of the joint.</p>\n<figure data-asset-id=\"79570a9b-66c4-4639-8e29-cb11e8f8a4fe\" data-image-id=\"79570a9b-66c4-4639-8e29-cb11e8f8a4fe\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/08ab0954-9393-408a-a4d7-d7eed3b1d780/Final%20Model%20Isometric%20View.jpg\" data-asset-id=\"79570a9b-66c4-4639-8e29-cb11e8f8a4fe\" data-image-id=\"79570a9b-66c4-4639-8e29-cb11e8f8a4fe\" alt=\"\"></figure>\n<h2>5 Calculation and Check</h2>\n<p>Start the analysis by clicking <strong>Calculate</strong> in the ribbon. The analysis model is automatically generated, the calculation based on <a data-item-id=\"06158daa-1491-4e83-ac34-4964bd5a3c63\" href=\"\">CBFEM</a> is performed, and the Overall check is displayed together with the fundamental values of check results.</p>\n<figure data-asset-id=\"adb05524-916b-4d19-ab3d-bf30e18eebc8\" data-image-id=\"adb05524-916b-4d19-ab3d-bf30e18eebc8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4318164a-8ffb-4557-b054-d5411db5f44b/Summary%20Result.jpg\" data-asset-id=\"adb05524-916b-4d19-ab3d-bf30e18eebc8\" data-image-id=\"adb05524-916b-4d19-ab3d-bf30e18eebc8\" alt=\"\"></figure>\n<p>Go to the display tab <strong>Check,</strong> and activate <strong>Equivalent stress</strong> and <a data-item-id=\"fcc089b1-0e09-54a4-ae44-a27fcdf9cdab\" href=\"\"><strong>Mesh</strong></a> from the ribbon to get a complete picture of what is happening in the joint. Go through the different results for all components (Plates, bolts &amp; welds).</p>\n<figure data-asset-id=\"a5603127-5982-4cef-bdbc-cccb7926aadb\" data-image-id=\"a5603127-5982-4cef-bdbc-cccb7926aadb\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c08cac2f-6175-46a8-a467-a7ea76c6c65b/Check%20tab%20and%20results.jpg\" data-asset-id=\"a5603127-5982-4cef-bdbc-cccb7926aadb\" data-image-id=\"a5603127-5982-4cef-bdbc-cccb7926aadb\" alt=\"\"></figure>\n<h2>6 Report</h2>\n<p>At last, go to the tab <strong>Report</strong>. IDEA StatiCa offers a fully customizable report where you can add or remove as much detail as needed. Once done, click <strong>Generate</strong> and the report will be generated with the parameters it was given.</p>\n<figure data-asset-id=\"57baa1ae-ffcc-403b-a7b2-9ff574eaf1b1\" data-image-id=\"57baa1ae-ffcc-403b-a7b2-9ff574eaf1b1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/92e1b062-9708-4e8d-b6ba-e41a435590a6/Report.jpg\" data-asset-id=\"57baa1ae-ffcc-403b-a7b2-9ff574eaf1b1\" data-image-id=\"57baa1ae-ffcc-403b-a7b2-9ff574eaf1b1\" alt=\"\"></figure>\n<p>You have designed, optimized, and code-checked a structural steel joint according to <a data-item-id=\"79b2eecb-40f7-583d-9032-f3fbb76870b8\" href=\"\">AISC</a>.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"connection_tutorial___horizontal_beam_column_brace_698d652\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"campus_cta\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"e9214c8e_df1c_01a5_27c1_0fd2eeed89c6\"></object>"
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                                                                                                                                                                            "value": "<h2>1 Open project</h2>\n<h3><a data-asset-id=\"b0f7a22b-8e2d-4a9d-949e-4b82b788a074\" href=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/73091bf1-6c7b-4b9c-9282-a038f45aeae7/Claw%20angle%20on%20WF%20bracing%20connection%20tutorial.zip\">Claw angle connection file</a></h3>\n<p>To begin, download and open the attached <strong>IDEA StatiCa</strong> file above. The model has been started for this tutorial, the main members and gusset plate have been connected to each other, except for the WF brace. &nbsp;The material properties and bolt type have been selected in advance.&nbsp;</p>\n<figure data-asset-id=\"a4c483a2-14ba-4fd1-8015-b763a79f7a69\" data-image-id=\"a4c483a2-14ba-4fd1-8015-b763a79f7a69\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c6a6468e-40e3-40af-bd2c-181f1dff6caf/File%20opened.jpg\" data-asset-id=\"a4c483a2-14ba-4fd1-8015-b763a79f7a69\" data-image-id=\"a4c483a2-14ba-4fd1-8015-b763a79f7a69\" alt=\"\"></figure>\n<p>Since this project follows the AISC code, let's ensure that imperial units are set in the model (see <a data-item-id=\"832da2a8-6d89-4598-84c5-dfc30515c634\" href=\"\">How to change the system of units</a>).</p>\n<h2>2 Design</h2>\n<p>First thing to edit in this model is to extend the bracing system by its x-axis. In order to do so, start by adding the <a data-item-id=\"62e15cb6-276e-431a-a040-e72dad44d713\" href=\"\"><strong>working plane</strong></a> operation. This working plane with be defined in reference to the local coordinate system of the Brace member. See below for the details of the operation.</p>\n<figure data-asset-id=\"a6f964c0-08a1-4e0d-8879-6d9ef6c9f090\" data-image-id=\"a6f964c0-08a1-4e0d-8879-6d9ef6c9f090\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/21c3254f-5919-4b28-bf6b-2ed1b758a971/Working%20plane%20operation.jpg\" data-asset-id=\"a6f964c0-08a1-4e0d-8879-6d9ef6c9f090\" data-image-id=\"a6f964c0-08a1-4e0d-8879-6d9ef6c9f090\" alt=\"\"></figure>\n<figure data-asset-id=\"775dd63b-5146-4c07-b698-1ea83218af50\" data-image-id=\"775dd63b-5146-4c07-b698-1ea83218af50\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d68b9942-00b6-4376-8f6a-9dbc570cce9a/Working%20plane%20parameters.jpg\" data-asset-id=\"775dd63b-5146-4c07-b698-1ea83218af50\" data-image-id=\"775dd63b-5146-4c07-b698-1ea83218af50\" alt=\"\"></figure>\n<p>Using the <strong>Cut of member</strong> operation, the Brace member will be cut by the working plane allowing the member to be offset at the required length from the working point. A <strong>Cut of member</strong> operation will only cut members and stiffening members only.</p>\n<figure data-asset-id=\"0148e3d8-a5b6-49ad-aaa1-e515aed3fd5d\" data-image-id=\"0148e3d8-a5b6-49ad-aaa1-e515aed3fd5d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ced360ed-ea4a-4605-b3a0-6fa8793d9e7f/Cut%20operation%20for%20WP.jpg\" data-asset-id=\"0148e3d8-a5b6-49ad-aaa1-e515aed3fd5d\" data-image-id=\"0148e3d8-a5b6-49ad-aaa1-e515aed3fd5d\" alt=\"\"></figure>\n<figure data-asset-id=\"b9ac0a80-6f70-4fc5-801b-a8a0ecc7efb4\" data-image-id=\"b9ac0a80-6f70-4fc5-801b-a8a0ecc7efb4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f3e47a1a-5eee-4270-8140-17e43447b90c/Cut%20operation%20for%20WP%20parameters.jpg\" data-asset-id=\"b9ac0a80-6f70-4fc5-801b-a8a0ecc7efb4\" data-image-id=\"b9ac0a80-6f70-4fc5-801b-a8a0ecc7efb4\" alt=\"\"></figure>\n<p>Adding a <strong>Cut of plate</strong> will help take advantage of the working plane operation so that the intersecting corner of the plate SP1 can be cut on the same plane. This will ensure that the plate's new angled cut is parallel with the Brace member. A <strong>Cut of plate</strong> operation will cut all plates and plates that take part in a member or stiffening member. Only one plate can be cut per operation.</p>\n<figure data-asset-id=\"f236cc87-81a5-4041-a7cd-c93582865f34\" data-image-id=\"f236cc87-81a5-4041-a7cd-c93582865f34\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/09f06171-ae41-4157-b9cc-8a4e3fda71ed/Cut%20of%20plate%20using%20WP.jpg\" data-asset-id=\"f236cc87-81a5-4041-a7cd-c93582865f34\" data-image-id=\"f236cc87-81a5-4041-a7cd-c93582865f34\" alt=\"\"></figure>\n<figure data-asset-id=\"3f4da113-c8ec-4e8f-8753-51d7dd0b7879\" data-image-id=\"3f4da113-c8ec-4e8f-8753-51d7dd0b7879\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a12ab887-8714-4759-88f4-b3d6a2ea56bd/Cut%20of%20plate%20using%20WP%20parameters.jpg\" data-asset-id=\"3f4da113-c8ec-4e8f-8753-51d7dd0b7879\" data-image-id=\"3f4da113-c8ec-4e8f-8753-51d7dd0b7879\" alt=\"\"></figure>\n<p>Now, we will focus on the claw connection. To start, lets add a <strong>Splice</strong> operation to connect the Brace Web to the stiffening plate, SP1. &nbsp;The <strong>Splice</strong> operation allows for the editing of the plate and bolt placement onto the Brace member. In the bolts section and in other bolt operations, the <a data-item-id=\"58246e90-9dca-58c2-a25b-996e42c92df2\" href=\"\">bolt position</a> can be defined in three different ways.</p>\n<p>Absolute delimiter \"<em>;</em>\" (a semi-colon) - distance measured from the outline of the cross-section (reference line)</p>\n<p>Relative delimiter \" \" (space) - distance&nbsp;measured from the previous bolt row/column.</p>\n<p>asterisk \" * \" - number of bolts placed at equal distances from each other.&nbsp;</p>\n<p>E.g., the input of \"40; 80; 120; 160; 200\" is equal to \"40 40 40 40 40\" and also \"4*40\". You can also combine all delimiters, e.g., input \"40; 80; 120 40 40\".</p>\n<p>See the details below for the <strong>Splice </strong>operation.</p>\n<figure data-asset-id=\"86efd791-3365-45c5-b458-aacf1502ecd7\" data-image-id=\"86efd791-3365-45c5-b458-aacf1502ecd7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d2ced4f1-788f-4b23-b6f0-3bb1fb0192d3/Splice.jpg\" data-asset-id=\"86efd791-3365-45c5-b458-aacf1502ecd7\" data-image-id=\"86efd791-3365-45c5-b458-aacf1502ecd7\" alt=\"\"></figure>\n<figure data-asset-id=\"3a810f60-7159-4e13-8e97-d0d534b20869\" data-image-id=\"3a810f60-7159-4e13-8e97-d0d534b20869\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e71fc8a4-639a-4512-a9ae-a2c23fdc8190/Splice%20parameters.jpg\" data-asset-id=\"3a810f60-7159-4e13-8e97-d0d534b20869\" data-image-id=\"3a810f60-7159-4e13-8e97-d0d534b20869\" alt=\"\"></figure>\n<p>The bolts connecting the Splice plates and stiffening plate, SP1, will need to be added through the <strong>Bolt grid or contact</strong> operation. The first plate item selected will be used as reference to the position of the bolts.&nbsp;</p>\n<figure data-asset-id=\"b84a7870-c3a4-4ae7-a46d-00a61e11f2d6\" data-image-id=\"b84a7870-c3a4-4ae7-a46d-00a61e11f2d6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5e2466af-0fb8-4aee-9181-05807c27e2d2/Bolt%20operation%20for%20splice.jpg\" data-asset-id=\"b84a7870-c3a4-4ae7-a46d-00a61e11f2d6\" data-image-id=\"b84a7870-c3a4-4ae7-a46d-00a61e11f2d6\" alt=\"\"></figure>\n<figure data-asset-id=\"db54303b-e357-4710-b4d1-9c9cac8d6b35\" data-image-id=\"db54303b-e357-4710-b4d1-9c9cac8d6b35\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/56c90ce8-a635-4421-8e39-4a1d83273196/Bolt%20operation%20for%20splice%20parameters.jpg\" data-asset-id=\"db54303b-e357-4710-b4d1-9c9cac8d6b35\" data-image-id=\"db54303b-e357-4710-b4d1-9c9cac8d6b35\" alt=\"\"></figure>\n<p>Next, angle sections will be added to connect the top &amp; bottom flange to the stiffening plate, SP1. Since the sections will be used as part of the connection, they can be added through the <strong>Stiffening member</strong> operation.&nbsp;</p>\n<p>Add a <strong>Stiffening member operation</strong> and adjust the cross-section type. This stiffening member will be placed on the top flange of the Brace member.</p>\n<figure data-asset-id=\"de6a061a-3679-434c-a89b-f0d0efd4fd12\" data-image-id=\"de6a061a-3679-434c-a89b-f0d0efd4fd12\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d6b7cbb9-8d59-482a-b132-fce2f0f98ab8/stiffening%20member%20operation.jpg\" data-asset-id=\"de6a061a-3679-434c-a89b-f0d0efd4fd12\" data-image-id=\"de6a061a-3679-434c-a89b-f0d0efd4fd12\" alt=\"\"></figure>\n<figure data-asset-id=\"b8e296b8-1663-4721-8050-3938cc6e50de\" data-image-id=\"b8e296b8-1663-4721-8050-3938cc6e50de\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/53a1dbb3-4e7a-4da3-902b-8d820c994bdc/stiffening%20member%20operation%20cross%20section.jpg\" data-asset-id=\"b8e296b8-1663-4721-8050-3938cc6e50de\" data-image-id=\"b8e296b8-1663-4721-8050-3938cc6e50de\" alt=\"\"></figure>\n<figure data-asset-id=\"56e4da77-4066-4b93-9610-29fc2e95071f\" data-image-id=\"56e4da77-4066-4b93-9610-29fc2e95071f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d3c79e13-01b7-4977-9a61-50de7d9ea8c8/stiffening%20member%20operation%20parameters.jpg\" data-asset-id=\"56e4da77-4066-4b93-9610-29fc2e95071f\" data-image-id=\"56e4da77-4066-4b93-9610-29fc2e95071f\" alt=\"\"></figure>\n<p>Right click on the operation SM1, and select copy.&nbsp;</p>\n<figure data-asset-id=\"94d7b6e1-6825-48af-a82d-1972dd48211b\" data-image-id=\"94d7b6e1-6825-48af-a82d-1972dd48211b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1fa72d8b-3ecc-422f-b061-a3fa579dc0f5/stiffening%20member%20operation%20copy.jpg\" data-asset-id=\"94d7b6e1-6825-48af-a82d-1972dd48211b\" data-image-id=\"94d7b6e1-6825-48af-a82d-1972dd48211b\" alt=\"\"></figure>\n<p>Adjust the following parameters of the new stiffening member so that it is referencing the Brace bottom flange.</p>\n<figure data-asset-id=\"88647eaf-b181-499f-852f-ec38e9af0a51\" data-image-id=\"88647eaf-b181-499f-852f-ec38e9af0a51\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/cecc60bb-3d94-42f2-9c53-629952ca459a/stiffening%20member%202%20parameters.jpg\" data-asset-id=\"88647eaf-b181-499f-852f-ec38e9af0a51\" data-image-id=\"88647eaf-b181-499f-852f-ec38e9af0a51\" alt=\"\"></figure>\n<p>Bolts are now needed to connect the stiffening members. Begin by adding a new <strong>Bolt </strong>operation and adjust the following parameters so that it connects SM1 and SP1.</p>\n<figure data-asset-id=\"59f3fbf5-89bd-4093-99b1-7719a8afd6e8\" data-image-id=\"59f3fbf5-89bd-4093-99b1-7719a8afd6e8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/92deeb0b-8fae-40f5-9ba7-e8df3c2445d7/stiffening%20member%20operation%20bolts.jpg\" data-asset-id=\"59f3fbf5-89bd-4093-99b1-7719a8afd6e8\" data-image-id=\"59f3fbf5-89bd-4093-99b1-7719a8afd6e8\" alt=\"\"></figure>\n<figure data-asset-id=\"059b293d-d54a-4862-8b52-aff21a1d2afb\" data-image-id=\"059b293d-d54a-4862-8b52-aff21a1d2afb\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c9c4609b-7ae7-4368-921a-517d1bb7c4bd/GRD2%20parameters.jpg\" data-asset-id=\"059b293d-d54a-4862-8b52-aff21a1d2afb\" data-image-id=\"059b293d-d54a-4862-8b52-aff21a1d2afb\" alt=\"\"></figure>\n<p>Copy the operation GRD2 and adjust the following parameters of GRD3 so that it connects SM2 and SP1. You will notice that there are very few parameters to adjust in the copied operation.</p>\n<figure data-asset-id=\"796783d3-001c-4dc1-8445-a5f59e4afd3f\" data-image-id=\"796783d3-001c-4dc1-8445-a5f59e4afd3f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ab2da81f-8b9b-437c-ac05-d23d87700c5e/GRD3%20parameters.jpg\" data-asset-id=\"796783d3-001c-4dc1-8445-a5f59e4afd3f\" data-image-id=\"796783d3-001c-4dc1-8445-a5f59e4afd3f\" alt=\"\"></figure>\n<p>Add a new <strong>Grid</strong> operation and adjust the following parameters so that it is referencing SM1 and the Brace top flange.&nbsp;</p>\n<figure data-asset-id=\"19db9da6-42c6-4d2a-ac94-68542eeab648\" data-image-id=\"19db9da6-42c6-4d2a-ac94-68542eeab648\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1ce70251-9019-4c62-9f69-ba9f2e80a922/GRD4%20parameters.jpg\" data-asset-id=\"19db9da6-42c6-4d2a-ac94-68542eeab648\" data-image-id=\"19db9da6-42c6-4d2a-ac94-68542eeab648\" alt=\"\"></figure>\n<p>Copy the previous Grid operation three times and adjust the following parameters to finalize the connection model.</p>\n<figure data-asset-id=\"1d64692e-8024-424f-92cb-1e1bce2f6b72\" data-image-id=\"1d64692e-8024-424f-92cb-1e1bce2f6b72\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9a523d4e-8ccf-4cbb-b9bc-f9303d0e7cd7/GRD5%20parameters.jpg\" data-asset-id=\"1d64692e-8024-424f-92cb-1e1bce2f6b72\" data-image-id=\"1d64692e-8024-424f-92cb-1e1bce2f6b72\" alt=\"\"></figure>\n<figure data-asset-id=\"0ed5705b-544e-42d8-b69e-379581dd24a2\" data-image-id=\"0ed5705b-544e-42d8-b69e-379581dd24a2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/554063a1-e72d-4c1a-93a6-e0d807bd11ab/GRD6%20parameters.jpg\" data-asset-id=\"0ed5705b-544e-42d8-b69e-379581dd24a2\" data-image-id=\"0ed5705b-544e-42d8-b69e-379581dd24a2\" alt=\"\"></figure>\n<figure data-asset-id=\"90e2e9ba-57eb-486e-9efe-e4ddc0b6fdaf\" data-image-id=\"90e2e9ba-57eb-486e-9efe-e4ddc0b6fdaf\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0c2d3259-fda4-4c5b-876a-6236de52aeda/GRD7%20parameters.jpg\" data-asset-id=\"90e2e9ba-57eb-486e-9efe-e4ddc0b6fdaf\" data-image-id=\"90e2e9ba-57eb-486e-9efe-e4ddc0b6fdaf\" alt=\"\"></figure>\n<h2>3 Calculation and Check</h2>\n<p>Start the analysis by clicking <strong>Calculate</strong> in the ribbon. The calculation based on <a data-item-id=\"06158daa-1491-4e83-ac34-4964bd5a3c63\" href=\"\">CBFEM</a> is performed, and the Overall check is displayed together with the fundamental values of check results.</p>\n<figure data-asset-id=\"bd8b26ee-6436-4ca1-a915-611e25db9fda\" data-image-id=\"bd8b26ee-6436-4ca1-a915-611e25db9fda\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/074b53cd-5f5c-4656-a291-dcbb9b96eef1/Traffic%20light%20results.jpg\" data-asset-id=\"bd8b26ee-6436-4ca1-a915-611e25db9fda\" data-image-id=\"bd8b26ee-6436-4ca1-a915-611e25db9fda\" alt=\"\"></figure>\n<p>Go to the <strong>Check </strong>tab and activate <strong>Equivalent stress</strong> and <a data-item-id=\"fcc089b1-0e09-54a4-ae44-a27fcdf9cdab\" href=\"\"><strong>Mesh</strong></a> from the ribbon to observe the stress flow in the connection. The different results for all components (Plates, bolts &amp; welds) are displayed on the right.</p>\n<figure data-asset-id=\"35f160e3-e658-4086-8c72-c6ab8cf1d99d\" data-image-id=\"35f160e3-e658-4086-8c72-c6ab8cf1d99d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e11b491f-8b63-4c5a-adac-d7d4e31466bc/Check%20tab%20results.jpg\" data-asset-id=\"35f160e3-e658-4086-8c72-c6ab8cf1d99d\" data-image-id=\"35f160e3-e658-4086-8c72-c6ab8cf1d99d\" alt=\"\"></figure>\n<h2>4 Report</h2>\n<p>At last, go to the tab <strong>Report</strong>. IDEA StatiCa offers a fully customizable report where you can add or remove as much detail as needed. Once done, click <strong>Generate</strong> and the report will be generated with the parameters it was given.</p>\n<figure data-asset-id=\"52f01669-43c4-4b0b-ba28-5cddfe74a30f\" data-image-id=\"52f01669-43c4-4b0b-ba28-5cddfe74a30f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1eab9b72-c3eb-4ea9-a059-a2679039a25a/Report%20tab.jpg\" data-asset-id=\"52f01669-43c4-4b0b-ba28-5cddfe74a30f\" data-image-id=\"52f01669-43c4-4b0b-ba28-5cddfe74a30f\" alt=\"\"></figure>\n<p>You have modeled, designed, and code-checked a structural steel joint according to <a data-item-id=\"79b2eecb-40f7-583d-9032-f3fbb76870b8\" href=\"\">AISC</a>.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"connection_tutorial___horizontal_beam_column_brace_a04ddb1\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"campus_cta\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"aa473f79_0771_0146_88ea_fe250f1e6d97\"></object>"
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Three specific tools, <strong>Checkbot grouping and batch design</strong>, <strong>parametric templates</strong>, and the <strong>new connection wizard</strong>,<strong> </strong>are helping teams streamline their processes and maintain efficiency across projects of all sizes.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n93a841d8_f840_0152_922a_77de0d5e2c46\"></object>\n<h2>Checkbot – grouping &amp; batch design</h2>\n<p>When the same connection type appears throughout a structure, whether it’s a base plate at each column or a beam-to-beam shear connection in multiple bays, repeating individual modeling and validation steps can consume valuable hours. <a data-item-id=\"caeb1a6c-2621-446f-8005-4d2799496a39\" href=\"\">Checkbot</a> helps you combine these similar connections so you can focus on one reference design instead of opening dozens of separate files.</p>\n<p>By recognizing patterns in member count and cross-section, <strong>Checkbot lets you work on a single node and then apply that connection model to every matching node</strong>. Once the reference connection is set up, the software performs all required calculations, code checks, and load combinations for the entire group. You’ll also be able to export your connections to BIM via IFC without leaving the Checkbot interface.</p>\n<figure data-asset-id=\"6db33267-4ea8-4414-9c07-a66a17704ddc\" data-image-id=\"6db33267-4ea8-4414-9c07-a66a17704ddc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/65faa61b-f067-49d5-818b-6307da332e3b/checkbot.png\" data-asset-id=\"6db33267-4ea8-4414-9c07-a66a17704ddc\" data-image-id=\"6db33267-4ea8-4414-9c07-a66a17704ddc\" alt=\"\"></figure>\n<p>Here's how it works:</p>\n<ul>\n  <li><strong>Connections are automatically grouped</strong> by member count and section type.</li>\n  <li><strong>Design one reference connection</strong>, and Checkbot applies it across the group.</li>\n  <li><strong>Run design checks and analyses</strong> for the group, including all relevant load combinations, without opening each connection individually.</li>\n  <li><strong>A single report</strong> summarizes every connection in either a summary or a detailed format.</li>\n  <li><strong>IFC export</strong> integrates your results directly into BIM models.</li>\n  <li><strong>Everything happens within Checkbot</strong>, no switching between programs.</li>\n</ul>\n<p>Firms using Checkbot are seeing time savings of 50–60% over traditional workflows. By cutting down repetitive modeling and centralizing checks, engineers can work faster without sacrificing quality. Checkbot is especially valuable in BIM or FEA models with repeating geometries like beam-to-column connections, where consistency and organization are crucial across dozens of similar connections.</p>\n<p>To prove our words, we've run a small test.&nbsp;</p>\n<p>During our webinar on <a data-item-id=\"f473766d-15da-4182-9f16-ed3bea7d9630\" href=\"\">Complete connection design in IDEA StatiCa Checkbot</a>, we asked attending engineers how long it typically takes them to design joints for a project with approximately 200 connections.&nbsp;</p>\n<figure data-asset-id=\"f1e80b05-15a5-436d-9d23-cee7efe85d28\" data-image-id=\"f1e80b05-15a5-436d-9d23-cee7efe85d28\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7068e5f7-65a5-40ae-8e83-f3c339ca76d4/Structure.png\" data-asset-id=\"f1e80b05-15a5-436d-9d23-cee7efe85d28\" data-image-id=\"f1e80b05-15a5-436d-9d23-cee7efe85d28\" alt=\"\"></figure>\n<figure data-asset-id=\"a06a21e8-f3a5-4b40-a829-0d36e681f481\" data-image-id=\"a06a21e8-f3a5-4b40-a829-0d36e681f481\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b0ac9c9d-0a1e-49a2-8dba-31e79dd1cef0/poll%20results.png\" data-asset-id=\"a06a21e8-f3a5-4b40-a829-0d36e681f481\" data-image-id=\"a06a21e8-f3a5-4b40-a829-0d36e681f481\" alt=\"\"></figure>\n<ul>\n  <li>Over 80% said more than 6 hours.</li>\n  <li>25% estimated over 24 hours.&nbsp;</li>\n</ul>\n<p>With IDEA StatiCa and the help of Checkbot, it took us exactly <strong>2 hours and 25 minutes</strong>. You can easily calculate how quickly the software pays for itself through time savings.&nbsp;</p>\n<figure data-asset-id=\"3a1b19d1-692f-4a0d-898c-6e27c254d472\" data-image-id=\"3a1b19d1-692f-4a0d-898c-6e27c254d472\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3eb00ae3-75a4-48e6-8e2a-c7ea74099aa0/checkbot.png\" data-asset-id=\"3a1b19d1-692f-4a0d-898c-6e27c254d472\" data-image-id=\"3a1b19d1-692f-4a0d-898c-6e27c254d472\" alt=\"Checkbot sample project time research\"></figure>\n<p>If you want to see how it works, check out a quick demonstration of the Checkbot workflow down below, and see how easily repetitive connections can be handled.&nbsp;</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n2ac26211_18c0_015c_d623_98f313848d20\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"eebf9ada_e6d1_01e7_e7b1_a1c3c95082f2\"></object>\n<h2>Parametric templates</h2>\n<p>Designing standard steel connections doesn’t have to be repetitive. With IDEA StatiCa’s parametric templates, it’s easier than ever to handle simple and modular connections, especially when projects include variations of the same base design.</p>\n<p><strong>IDEA StatiCa offers a library of ready-made parametric templates</strong> for common connections like shear tabs, moment end plates, and gusset plates. These templates are fully parametric, allowing engineers to quickly adjust inputs like thicknesses, member sizes, and plate dimensions while maintaining the overall logic of the design.</p>\n<figure data-asset-id=\"4841ab72-8214-4823-be0d-5da39464bfb4\" data-image-id=\"4841ab72-8214-4823-be0d-5da39464bfb4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0cc53027-53f7-45a0-a88a-1ffce78cad22/parametric%20templates%20image.png\" data-asset-id=\"4841ab72-8214-4823-be0d-5da39464bfb4\" data-image-id=\"4841ab72-8214-4823-be0d-5da39464bfb4\" alt=\"\"></figure>\n<p>Even more valuable is the ability to <a data-item-id=\"6c8e336a-172b-461f-ad1d-0ae8e5fdac78\" href=\"\"><strong>create your own parametric templates</strong></a>. If your team regularly works with standardized designs that vary slightly from project to project, this allows you to build a starting point tailored to your needs. Simply select the key parameters you want to control, adjust them as needed, and run the design check, all without needing to build the connection from scratch.</p>\n<p>Parametric templates are a massive time-saver, especially for repeated or modular connections. Where manual modeling can take 20-30 minutes for new users, templates cut that down to just 5-10 minutes by allowing quick adjustments to a few key parameters. They’re not only faster, but they also help maintain consistency across similar connection types.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n6da61a33_deaf_01ab_d0a7_8d99d029fb74\"></object>\n<h2>New Connection Wizard</h2>\n<p>To make it even easier to start your connection design, the new <a data-item-id=\"cc99ba50-ed96-445b-b357-96fbd857ba58\" href=\"\">Connection Wizard</a> provides a guided workflow from the moment you launch IDEA StatiCa Connection. Rather than starting from a blank screen, the new Connection Wizard helps answer that by letting you start from geometry and then surface <strong>relevant templates</strong>, including <strong>your own saved designs!</strong></p>\n<figure data-asset-id=\"0f0a88ea-d332-4edb-98b0-a97eccfb2999\" data-image-id=\"0f0a88ea-d332-4edb-98b0-a97eccfb2999\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/27e16395-4fb2-4137-ba70-a613ba637366/connection%20wizard.png\" data-asset-id=\"0f0a88ea-d332-4edb-98b0-a97eccfb2999\" data-image-id=\"0f0a88ea-d332-4edb-98b0-a97eccfb2999\" alt=\"\"></figure>\n<p>Here’s how it helps:</p>\n<ul>\n  <li><strong>Select the geometry layout</strong> you need, and the wizard will filter templates accordingly.</li>\n  <li><strong>Save your own connections</strong> to appear automatically the next time you start a project.</li>\n  <li><strong>No more digging through folders</strong> or trying to remember what file you last used, just pick it and go.</li>\n</ul>\n<p>The real advantage? Your custom connection templates are now built into your startup workflow. They’re not hidden in file directories or tied to older versions, they’re integrated, accessible, and ready from the start screen.</p>\n<p>Whether you're standardizing connections across teams or managing repeated designs across multiple projects, the wizard brings <strong>speed</strong>, <strong>organization</strong>, and <strong>reliability </strong>to the start of every connection workflow.</p>\n<h2>Save hours where it matters most</h2>\n<p><a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">Connection design</a> often comes down to repetition, repeating geometries, loads, redlines, and tasks. That’s where IDEA StatiCa delivers real impact: by automating and simplifying the repeatable parts of your workflow so you can focus your engineering time where it matters most.</p>\n<p>By grouping and batch-designing in Checkbot, adapting parametric templates, and starting from your own wizard-based connection library, engineers can confidently say they’re not just working harder, they’re working <strong>smarter</strong>.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"get_a_free_trial___connection_design\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n7d11f499_3ce1_01e6_b6ff_2019b43193bc\"></object>"
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                                                                                                                                                            "value": "<h2>1 New project</h2>\n<p>Start with launching the <a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\"><strong>IDEA StatiCa Connection</strong></a>. Create a new project by selecting a starting template closest to the desired design, filling in the name, and choosing <strong>AISC</strong> design code and default steel grades as shown below.</p>\n<figure data-asset-id=\"1aa7d0b7-37e2-4d33-9cfb-0431be168140\" data-image-id=\"1aa7d0b7-37e2-4d33-9cfb-0431be168140\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/aaed4441-0410-4ce6-b76d-baa217ac7e02/Template%20selection.png\" data-asset-id=\"1aa7d0b7-37e2-4d33-9cfb-0431be168140\" data-image-id=\"1aa7d0b7-37e2-4d33-9cfb-0431be168140\" alt=\"\"></figure>\n<p>Since you work under the AISC code, set the <strong>imperial units</strong> (see <a data-item-id=\"832da2a8-6d89-4598-84c5-dfc30515c634\" href=\"\">How to change the system of units</a>).</p>\n<h2>2 Geometry</h2>\n<p>Two beams were automatically added as part of blank design template.</p>\n<figure data-asset-id=\"4f33c80c-c24d-4c93-9de4-597a9d2cb634\" data-image-id=\"4f33c80c-c24d-4c93-9de4-597a9d2cb634\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c6346153-dc19-4e74-a212-909eb16d782e/blank%20template%20open.png\" data-asset-id=\"4f33c80c-c24d-4c93-9de4-597a9d2cb634\" data-image-id=\"4f33c80c-c24d-4c93-9de4-597a9d2cb634\" alt=\"\"></figure>\n<p><br></p>\n<p><strong>Member C</strong></p>\n<p>You will create a general cross-section for the column member. To do that, select <strong>Welded, Composed</strong> tab and click on the <strong>General steel </strong><a data-item-id=\"376528a7-312a-52ea-b8a0-d2f726dd9f62\" href=\"\"><strong>cross-section</strong></a>.</p>\n<figure data-asset-id=\"897e5b42-71a5-4677-85b9-84711165b970\" data-image-id=\"897e5b42-71a5-4677-85b9-84711165b970\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6eac8b11-285a-4ffc-9c3e-9ac1b61330eb/General%20steel%20section%20selection.png\" data-asset-id=\"897e5b42-71a5-4677-85b9-84711165b970\" data-image-id=\"897e5b42-71a5-4677-85b9-84711165b970\" alt=\"\"></figure>\n<p><strong>The General </strong><a data-item-id=\"376528a7-312a-52ea-b8a0-d2f726dd9f62\" href=\"\"><strong>cross-section</strong></a><strong> editor</strong> is opened, and you can start composing the cross-section by selecting the <a data-item-id=\"51f4b1ad-51bc-4860-b00f-40043f4bf881\" href=\"\"><strong>I-sections</strong></a> in the <strong>Cross-section Navigator</strong>.</p>\n<figure data-asset-id=\"e93bff36-1477-4d86-a126-23114ce717f9\" data-image-id=\"e93bff36-1477-4d86-a126-23114ce717f9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5cc42705-05e1-408a-b2ca-186f186e26aa/GS%20first%20section.png\" data-asset-id=\"e93bff36-1477-4d86-a126-23114ce717f9\" data-image-id=\"e93bff36-1477-4d86-a126-23114ce717f9\" alt=\"\"></figure>\n<p>Then continue by clicking on the icon <strong>Add new entity</strong> and selecting the Sections T (I-cut). The <strong>Rolled T</strong> (<strong>I-cut</strong>) window is opened, and you can edit the shape.</p>\n<figure data-asset-id=\"931883ef-4ceb-43d7-a722-6f4bc831f72d\" data-image-id=\"931883ef-4ceb-43d7-a722-6f4bc831f72d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d09d44be-a998-46c9-ab7f-32edbaa78ed6/GS%20T%20section.png\" data-asset-id=\"931883ef-4ceb-43d7-a722-6f4bc831f72d\" data-image-id=\"931883ef-4ceb-43d7-a722-6f4bc831f72d\" alt=\"\"></figure>\n<p>Make a copy of this entity by clicking the <strong>Copy</strong> icon in the upper ribbon.</p>\n<figure data-asset-id=\"3aca6c07-8495-49a7-ae5c-0337f69c1869\" data-image-id=\"3aca6c07-8495-49a7-ae5c-0337f69c1869\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9b3e31d7-1955-4a69-b868-71563a97be7f/GS%20copy.png\" data-asset-id=\"3aca6c07-8495-49a7-ae5c-0337f69c1869\" data-image-id=\"3aca6c07-8495-49a7-ae5c-0337f69c1869\" alt=\"\"></figure>\n<p>Next, move and rotate the added T-shaped entities to design the whole cross-section by editing of values in the <strong>Cross-section components</strong> tab as in the figure below.</p>\n<figure data-asset-id=\"535d0192-fa67-411f-87c5-bf1cbd393088\" data-image-id=\"535d0192-fa67-411f-87c5-bf1cbd393088\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/fe970e7d-0194-4625-81f9-68266ae9b437/GS%20member%20parameters.png\" data-asset-id=\"535d0192-fa67-411f-87c5-bf1cbd393088\" data-image-id=\"535d0192-fa67-411f-87c5-bf1cbd393088\" alt=\"\"></figure>\n<p>You now have the final design of the cross-section for member SL.</p>\n<figure data-asset-id=\"e1a50b7c-97fc-43f4-a5f0-3070d1401925\" data-image-id=\"e1a50b7c-97fc-43f4-a5f0-3070d1401925\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/faf58087-6ffe-4d75-9927-a4521baa7e51/Finnal%20cross-section%20for%20C.png\" data-asset-id=\"e1a50b7c-97fc-43f4-a5f0-3070d1401925\" data-image-id=\"e1a50b7c-97fc-43f4-a5f0-3070d1401925\" alt=\"\"></figure>\n<p>For further information, see <a data-item-id=\"a93fbea4-d814-5dcb-aa9e-35315063cb88\" href=\"\">How to create and use a custom cross-section</a>.</p>\n<p><strong>Member B</strong></p>\n<p>Start with <strong>Right-click on</strong> the beam B and set the cross-section to 12X72 from the W (AISC 16.0) library.</p>\n<p>You will also have to change the member B properties.</p>\n<figure data-asset-id=\"c8b2e2f9-bb17-4e39-8be6-ba6febc6d709\" data-image-id=\"c8b2e2f9-bb17-4e39-8be6-ba6febc6d709\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a65a9d68-1024-454d-ad39-174f499cca52/B%20parameters.png\" data-asset-id=\"c8b2e2f9-bb17-4e39-8be6-ba6febc6d709\" data-image-id=\"c8b2e2f9-bb17-4e39-8be6-ba6febc6d709\" alt=\"\"></figure>\n<p><strong>Member M3</strong></p>\n<p>On the upper ribbon, select the <strong>Member</strong> icon to add the new&nbsp;member M3. Set the cross-section to W8X21 from the W (AISC 16.0) library on beam M3.</p>\n<p>You can go on and change the member M3 properties.</p>\n<figure data-asset-id=\"3d087a6d-b597-4881-b061-4c8c132fb804\" data-image-id=\"3d087a6d-b597-4881-b061-4c8c132fb804\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0d7f41d4-5327-4af1-925e-fd70d3eb26e5/M3%20parameters.png\" data-asset-id=\"3d087a6d-b597-4881-b061-4c8c132fb804\" data-image-id=\"3d087a6d-b597-4881-b061-4c8c132fb804\" alt=\"\"></figure>\n<p>For further information about the property Forces, see <a data-item-id=\"3eca9f92-b870-40f1-b11b-dd1ba61acb5a\" href=\"\">How to define load position</a>.</p>\n<p><strong>Member M4</strong></p>\n<p>Click the <strong>right mouse button</strong> at the <strong>Members</strong> row in the tree of entities in the 3D scene. Choose the <strong>New member</strong> command from the context menu. Continue and change the member M4 properties.</p>\n<figure data-asset-id=\"33c974a4-d4cd-4827-a36a-13874adf47a9\" data-image-id=\"33c974a4-d4cd-4827-a36a-13874adf47a9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b3501c03-0b36-4558-9662-558c97ce87ae/M4%20parameters.png\" data-asset-id=\"33c974a4-d4cd-4827-a36a-13874adf47a9\" data-image-id=\"33c974a4-d4cd-4827-a36a-13874adf47a9\" alt=\"\"></figure>\n<p><strong>Member M5</strong></p>\n<p>Add another member, set its cross-section to L4X4X3/8 from the L (AISC 16.0), and update properties.</p>\n<figure data-asset-id=\"3b381907-48f4-4aca-ba92-b71c266be572\" data-image-id=\"3b381907-48f4-4aca-ba92-b71c266be572\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0ca633c2-b92a-4141-a3a6-1aebb9e54312/M5%20parameters.png\" data-asset-id=\"3b381907-48f4-4aca-ba92-b71c266be572\" data-image-id=\"3b381907-48f4-4aca-ba92-b71c266be572\" alt=\"\"></figure>\n<p>Check the final geometry of members.</p>\n<figure data-asset-id=\"2157d4df-0fd5-491b-b1c0-dacad077c4f4\" data-image-id=\"2157d4df-0fd5-491b-b1c0-dacad077c4f4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8b538f12-4848-4a43-ae73-1fc56aa907a1/Final%20geometry.png\" data-asset-id=\"2157d4df-0fd5-491b-b1c0-dacad077c4f4\" data-image-id=\"2157d4df-0fd5-491b-b1c0-dacad077c4f4\" alt=\"\"></figure>\n<h2>3 Load effects</h2>\n<p>One <a data-item-id=\"3eca9f92-b870-40f1-b11b-dd1ba61acb5a\" href=\"\">load effect</a> was automatically added. Input the values of internal forces into the chart and turn off <strong>Loads in equilibrium</strong>. More load cases can be added.</p>\n<figure data-asset-id=\"ff1250fc-d790-4b35-aaec-d2ad6b58ac3e\" data-image-id=\"ff1250fc-d790-4b35-aaec-d2ad6b58ac3e\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6a6237e1-5d81-4065-b9c6-a3ab5e9cfca2/Load%20effects.png\" data-asset-id=\"ff1250fc-d790-4b35-aaec-d2ad6b58ac3e\" data-image-id=\"ff1250fc-d790-4b35-aaec-d2ad6b58ac3e\" alt=\"\"></figure>\n<h2>4 Design</h2>\n<p>Add a new one by the command new <strong>Operation</strong> at the top ribbon. First, select the <strong>Cut</strong> of member operation to extend the column. Now change the properties of the operation <strong>CUT1</strong>. Follow the picture below.</p>\n<figure data-asset-id=\"e82556fa-6afc-41fc-867f-5fa16cca8fe4\" data-image-id=\"e82556fa-6afc-41fc-867f-5fa16cca8fe4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/44440a21-4a7c-4baa-bf2b-661789179dc3/CUT1.png\" data-asset-id=\"e82556fa-6afc-41fc-867f-5fa16cca8fe4\" data-image-id=\"e82556fa-6afc-41fc-867f-5fa16cca8fe4\" alt=\"\"></figure>\n<p>Go on and add the next <a data-item-id=\"aa5365b6-eee0-41ad-8f98-c3f4843f90b0\" href=\"\"><strong>Manufacturing operation</strong></a>. Now, select the <strong>End Plate</strong> and change the properties of the operation <strong>EP1</strong>.</p>\n<figure data-asset-id=\"052a7ec0-06f9-43e5-9614-bf715937452b\" data-image-id=\"052a7ec0-06f9-43e5-9614-bf715937452b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/64eaa6d7-9798-4170-9482-9324c0574c0b/Endplate.png\" data-asset-id=\"052a7ec0-06f9-43e5-9614-bf715937452b\" data-image-id=\"052a7ec0-06f9-43e5-9614-bf715937452b\" alt=\"\"></figure>\n<p>Copy operation <strong>EP1</strong>. With the <strong>right mouse button,</strong> click on the <strong>EP1</strong> and choose <strong>Copy</strong>.</p>\n<figure data-asset-id=\"8f2c42e2-c433-4ee6-be3c-c457fa60b413\" data-image-id=\"8f2c42e2-c433-4ee6-be3c-c457fa60b413\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/aacb1a1d-f793-43b7-99c3-b3c78840cd02/EP1%20copy.png\" data-asset-id=\"8f2c42e2-c433-4ee6-be3c-c457fa60b413\" data-image-id=\"8f2c42e2-c433-4ee6-be3c-c457fa60b413\" alt=\"\"></figure>\n<p>Now you have to set the correct properties of <strong>EP2</strong>.</p>\n<figure data-asset-id=\"7feded99-fd7f-4f48-8739-93927663dca4\" data-image-id=\"7feded99-fd7f-4f48-8739-93927663dca4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2daab7ca-45e7-44d9-92b8-9bca9148f3c7/EP2%20parameters.png\" data-asset-id=\"7feded99-fd7f-4f48-8739-93927663dca4\" data-image-id=\"7feded99-fd7f-4f48-8739-93927663dca4\" alt=\"\"></figure>\n<p>Continue and input a <strong>Shear plate a</strong>nd change the properties of the operation <strong>SHP1</strong>. Follow the picture below.</p>\n<figure data-asset-id=\"08cdf1de-7421-426f-ab0e-1fe50af7b8ff\" data-image-id=\"08cdf1de-7421-426f-ab0e-1fe50af7b8ff\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/373de581-f365-4203-9112-4e2555fe9d98/Shear%20plate.png\" data-asset-id=\"08cdf1de-7421-426f-ab0e-1fe50af7b8ff\" data-image-id=\"08cdf1de-7421-426f-ab0e-1fe50af7b8ff\" alt=\"\"></figure>\n<p>Finish the design by adding a <a data-item-id=\"7270b78f-fc35-4add-8b05-fbb141782cd5\" href=\"\"><strong>Gusset plate</strong></a> operation and set the parameters for <strong>GUSS1</strong>.</p>\n<figure data-asset-id=\"66d971ca-18ac-440a-8f9d-02782e19c51b\" data-image-id=\"66d971ca-18ac-440a-8f9d-02782e19c51b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/cbd6f84d-a9c7-4bcf-81b9-09ea71bfdf3d/Gusset%20plate.png\" data-asset-id=\"66d971ca-18ac-440a-8f9d-02782e19c51b\" data-image-id=\"66d971ca-18ac-440a-8f9d-02782e19c51b\" alt=\"\"></figure>\n<p>Finally, edit the gusset plate shape. With the <strong>right mouse button</strong> click on plate GUSS1 in the 3D scene and choose <strong>Editor</strong>. Inside the plate editor, modify the gusset plate by the input of a <strong>Bevel</strong>.</p>\n<figure data-asset-id=\"cd17c873-48ea-4492-86de-8475b925dff0\" data-image-id=\"cd17c873-48ea-4492-86de-8475b925dff0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1e48713f-0b1d-4cd3-b6f5-0959f2f3c1d7/Plate%20editor.png\" data-asset-id=\"cd17c873-48ea-4492-86de-8475b925dff0\" data-image-id=\"cd17c873-48ea-4492-86de-8475b925dff0\" alt=\"\"></figure>\n<p>Check the final design of the joint.</p>\n<figure data-asset-id=\"f6db6310-14ef-4465-8538-0e5ad1f30ac4\" data-image-id=\"f6db6310-14ef-4465-8538-0e5ad1f30ac4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c405341a-d0b8-4904-b5a5-483cbcba9705/fimal%20model.png\" data-asset-id=\"f6db6310-14ef-4465-8538-0e5ad1f30ac4\" data-image-id=\"f6db6310-14ef-4465-8538-0e5ad1f30ac4\" alt=\"\"></figure>\n<h2>5 Calculation and Check</h2>\n<p>You can start the analysis by clicking <strong>Calculate</strong> in the ribbon. The analysis model is automatically generated, the calculation is performed, and you can see the Overall check displayed together with basic values of check results.</p>\n<figure data-asset-id=\"9e17d561-9158-4522-a6b3-2aca3333be58\" data-image-id=\"9e17d561-9158-4522-a6b3-2aca3333be58\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/44c27a47-0d85-428a-a2a3-a804e9a2fb33/Analysis%20check.png\" data-asset-id=\"9e17d561-9158-4522-a6b3-2aca3333be58\" data-image-id=\"9e17d561-9158-4522-a6b3-2aca3333be58\" alt=\"\"></figure>\n<p>Go to the display tab <strong>Check,</strong> and activate <a data-item-id=\"860ec761-ea54-58b4-b6d2-d42dc086669c\" href=\"\"><strong>Equivalent stress</strong></a><strong>, </strong><a data-item-id=\"2c07f751-2638-5e69-a888-4cb8307741b0\" href=\"\"><strong>Bolt forces</strong></a><strong>, </strong><a data-item-id=\"fcc089b1-0e09-54a4-ae44-a27fcdf9cdab\" href=\"\"><strong>Mesh</strong></a> and <a data-item-id=\"b50c7a03-8544-59ce-922d-dbb93967f7bc\" href=\"\"><strong>Deformed</strong></a> from the ribbon to get a full picture of what is happening in the joint.</p>\n<p>Values of bolt checks and forces together with check equations are displayed in the table <a data-item-id=\"2a640f70-d538-48bf-a941-2835e5d7370f\" href=\"\"><strong>Bolts</strong></a>, equally, there is a tab for welds, etc.</p>\n<figure data-asset-id=\"e1305cde-8ae9-428b-83e7-f70178a5f336\" data-image-id=\"e1305cde-8ae9-428b-83e7-f70178a5f336\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d8f2fd41-27f6-4840-8f4c-21083b74de67/Stress%20results.png\" data-asset-id=\"e1305cde-8ae9-428b-83e7-f70178a5f336\" data-image-id=\"e1305cde-8ae9-428b-83e7-f70178a5f336\" alt=\"\"></figure>\n<h2>6 Report</h2>\n<p>At last, go to the tab <strong>Report.</strong> IDEA StatiCa offers a fully customizable report to print out or save in an editable format.</p>\n<figure data-asset-id=\"596d02a6-19e0-414e-a8ac-c5b68e75d49f\" data-image-id=\"596d02a6-19e0-414e-a8ac-c5b68e75d49f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7ba7f479-2631-4bea-824e-f06506fb2881/Report.png\" data-asset-id=\"596d02a6-19e0-414e-a8ac-c5b68e75d49f\" data-image-id=\"596d02a6-19e0-414e-a8ac-c5b68e75d49f\" alt=\"\"></figure>\n<p>You have designed, optimized, and code-checked a General 3D joint according to AISC.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"connection_tutorial___general_3d_joint__aisc_\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"link\" data-codename=\"campus_cta\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n11e6b644_3b47_0166_24ee_6fcd860c2010\"></object>"
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                                                                                                                                            "value": "<p>Subcode: LRFD</p>\n<p>Type of connection: Anchorage</p>\n<p>Unit system:&nbsp;Metric</p>\n<p>Designed acc. to:&nbsp;ACI 318-14</p>\n<p>Investigated: Anchors in tension and shear close to an edge</p>\n<p>Plate material:&nbsp;A709, Gr. 50</p>\n<p>Bolts: M12 A325M</p>\n<p>Concrete grade: 4000 psi</p>\n<h2>Geometry</h2>\n<p>The anchor layout and base plate–column T-section is unrealistic but it serves as a verification of most features in anchor design. The offset of concrete block to the base plate is 200&nbsp;mm upwards and to the left, 300&nbsp;mm to the right and 0&nbsp;mm downwards. The height of concrete block is 600&nbsp;mm. Left and right anchors are 50&nbsp;mm and 100&nbsp;mm from the center of the column, respectively. This serves to achieve tensile and shear load eccentricity. All plates are designed to stay in elastic state.</p>\n<figure data-asset-id=\"5027912a-fc67-4fc6-912c-0d88c5d72d7d\" data-image-id=\"5027912a-fc67-4fc6-912c-0d88c5d72d7d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/463b4317-6fb1-4f67-ab4f-e5061cd590d6/geometry1.png\" data-asset-id=\"5027912a-fc67-4fc6-912c-0d88c5d72d7d\" data-image-id=\"5027912a-fc67-4fc6-912c-0d88c5d72d7d\" alt=\"\"></figure>\n<figure data-asset-id=\"e485e5da-9b4c-47dd-9e6d-67948cd6adc5\" data-image-id=\"e485e5da-9b4c-47dd-9e6d-67948cd6adc5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/214b4ddc-9b9c-4186-8cd7-addce07ec311/geometry2.png\" data-asset-id=\"e485e5da-9b4c-47dd-9e6d-67948cd6adc5\" data-image-id=\"e485e5da-9b4c-47dd-9e6d-67948cd6adc5\" alt=\"\"></figure>\n<h2>Applied load</h2>\n<p>The column is loaded by tensile force 10&nbsp;kN and shear forces in <em>y</em> and <em>z</em> direction, –5 kN and 2&nbsp;kN. Both tensile and shear forces are acting on an eccentricity due to the position of the anchors.</p>\n<h2>Procedure</h2>\n<p>The anchors are designed according to ACI&nbsp;318-14 – Chapter 17. Cracked plain concrete is assumed in the design. All loads are considered as static. Anchors are M12 A325M, cast-in headed with circular washer plates with the diameter of 24&nbsp;mm. Shear forces are transferred via anchors. The strength of plates and welds is sufficient and is not checked here.</p>\n<p>Note: The conversion of imperial units to metric units of nonhomogenous formulas is in Appendix B of ACI&nbsp;318-14. The formulas give similar but not exactly the same results. To avoid different utilization for imperial and metric units, the imperial units are preferred and the coefficients in nonhomogenous formulas are slightly modified for metric units, e.g. in Equation 17.4.4.1, instead of coefficient 13, the more precise coefficient 13.2855 is used.</p>\n<h2>Manual calculation</h2>\n<p>The check of anchors is provided according to ACI&nbsp;318-14 – Chapter&nbsp;17. Steel strength in tension and shear and pullout strength is provided for individual anchors and concrete breakout strength in tension and shear, concrete side-face blowout strength, and concrete pryout strength is provided for group of anchors. It is assumed concrete is plain and in cracked condition.</p>\n<h3>Force distribution</h3>\n<p>The tensile force is transferred via 2 anchors, one is 50&nbsp;mm from force vector origin, the other is 100&nbsp;mm. It is presumed that the closer anchor transfers 2/3 of the tensile force and the farther 1/3, i.e. the closer anchor is loaded by tensile force <em>N</em><sub>f1</sub> = 6.67&nbsp;kN, the farther by <em>N</em><sub>f2</sub> = 3.33&nbsp;kN. The force eccentricity of the group of anchors is 25&nbsp;mm.</p>\n<p>The shear force in the direction to the closest edge is transferred via 2 anchors, one is 50&nbsp;mm from force vector origin, the other is 100&nbsp;mm. It is presumed that the closer anchor transfers 2/3 of the shear force and the farther 1/3, i.e. the closer anchor is loaded by shear force <em>V</em><sub>fx1</sub> = 3.33&nbsp;kN, the farther by <em>V</em><sub>fx2</sub> = 1.67&nbsp;kN. The force eccentricity of the group of anchors is 25&nbsp;mm. The shear force in the direction parallel to the closest edge, 2&nbsp;kN, is distributed equally between both anchors. The vector sums of shear forces are <em>V</em><sub>f1</sub> = 3.48&nbsp;kN, <em>V</em><sub>f2</sub> = 1.94&nbsp;kN, and for a group of anchors <em>V</em><sub>f</sub> = 5.39&nbsp;kN.</p>\n<h3>Steel strength of anchor in tension</h3>\n<p>Steel strength of anchor in tension is determined according to ACI 318-14 – 17.4.1 as</p>\n<p><em>ϕN</em><sub>sa</sub> = <em>ϕ A</em><sub>se,N</sub><em>f</em><sub>uta</sub>&nbsp;= 0.7 ⋅ 84 ⋅ 827.4 = 48.7 kN ≥ <em>N</em><sub>f1</sub> = 6.67&nbsp;kN</p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em> = 0.7 – strength reduction factor for anchors in tension according to ACI 318-14 – 17.3.3</li>\n  <li><em>A</em><sub>se,N</sub> = 84 mm<sup>2</sup> – tensile stress area</li>\n  <li><em>f</em><sub>uta</sub> = 827.4 MPa – specified tensile strength of anchor steel and shall not be greater than 1.9 <em>f</em><sub>ya</sub> and 120&nbsp;ksi</li>\n</ul>\n<p>Utilization: <em>N</em><sub>f1</sub> / <em>ϕN</em><sub>sa</sub> = 6.67 / 48.7 = 13.7&nbsp;%</p>\n<h3>Concrete breakout strength in tension</h3>\n<p>Concrete breakout strength is designed according to the Concrete Capacity Design (CCD) in ACI 318-14 – Chapter 17.4.2. The anchors are treated as a group because they are close to each other, the spacing <em>s</em> = 150&nbsp;mm ≤ 3 ⋅ <em>h</em><sub>ef</sub> = 3 ⋅ 100 = 300&nbsp;mm.</p>\n<p>\\[ \\phi N_{cbg} = \\phi \\frac{A_{Nc}}{A_{Nco}} \\psi_{ec,N} \\psi_{ed,N} \\psi_{c,N} \\psi_{cp,N} N_b \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em> = 0.7 – strength reduction factor for anchors in tension according to ACI 318-14 – 17.3.3</li>\n  <li><em>A</em><sub>Nc</sub> = (50 + 150 + 12) ⋅ (150 + 12 + 150 + 12 + 150) = 100&nbsp;488&nbsp;mm<sup>2</sup> – actual concrete breakout cone area for a group of anchors that create common concrete cone. According to Cl. 17.4.2.8, the projected area of the failure surface by projecting the failure surface outward from the effective perimeter of the washer plate.</li>\n  <li><em>A</em><sub>Nco</sub> = 9 <em>h</em><sub>ef</sub><sup>2</sup> = 9 ⋅ 100<sup>2</sup> = 90&nbsp;000&nbsp;mm<sup>2</sup> – concrete breakout cone area for single anchor not influenced by edges</li>\n  <li>\\( \\psi_{ec,N} = \\frac{1}{1+\\frac{2 e'_N}{3 h_{ef}}} = \\frac{1}{1+\\frac{2 \\cdot 25}{3 \\cdot 100}}=0.857 \\) – modification factor for anchor groups loaded eccentrically in tension</li>\n  <li>\\( \\psi_{ed,N} = \\min \\left ( 0.7 + \\frac{0.3 c_{a,min}}{1.5 h_{ef}}, 1 \\right ) = \\min \\left ( 0.7 + \\frac{0.3 \\cdot 50}{1.5 \\cdot 100}, 1 \\right ) = 0.8 \\) – modification factor for edge distance</li>\n  <li><em>c</em><sub>a,min</sub> = 50&nbsp;mm– smallest distance from the anchor to the edge</li>\n  <li><em>Ψ</em><sub>c,N</sub> =&nbsp;1 – modification factor for concrete conditions</li>\n  <li><em>Ψ</em><sub>cp,N</sub> = 1 for cast-in anchor</li>\n  <li>\\( N_b = k_c \\lambda_a \\sqrt{f'_c} h_{ef}^{1.5} = 10 \\cdot 1 \\cdot &nbsp;\\sqrt{27.6} \\cdot 100^{1.5} = 52.7 \\,\\textrm{kN} \\)– basic concrete breakout strength of a single anchor in tension in cracked concrete; <em>h</em><sub>ef</sub> ≤ 280&nbsp;mm (11&nbsp;in)</li>\n  <li><em>k</em><sub>c</sub> = 10 for cast-in anchors and metric units</li>\n  <li><em>h</em><sub>ef</sub> = 100&nbsp;mm – depth of embedment; according to Chapter 17.4.2.3 in ACI 318-14, the effective embedment depth <em>h</em><sub>ef</sub> is reduced to \\( h_{ef} = \\max \\left ( \\frac{c_{a,max}}{1.5}, \\frac{s}{3} \\right ) \\)</li>\n  <li>if anchors are located less than 1.5 <em>h</em><sub>ef</sub> from three or more edges</li>\n  <li><em>s</em> = 150&nbsp;mm – spacing between anchors</li>\n  <li><em>c</em><sub>a,max</sub> = 350&nbsp;mm – maximum distance from an anchor to one of the three close edges</li>\n  <li><em>λ</em><sub>a</sub> = 1 – modification factor for lightweight concrete</li>\n  <li><em>f'</em><sub>c</sub> = 27.6&nbsp;MPa – concrete compressive strength</li>\n</ul>\n<p>\\[ \\phi N_{cbg} = 0.7 \\cdot \\frac{100488}{90000} \\cdot 0.857 \\cdot 0.8 \\cdot 1 \\cdot 1 \\cdot 52.7 = 28.3 \\,\\textrm{kN} \\ge N_f = 10\\,\\textrm{kN} \\]</p>\n<p>Utilization: <em>N</em><sub>f</sub> / <em>ϕN</em><sub>cbg</sub> = 10 / 28.3 = 35.4&nbsp;%</p>\n<h3>Pullout strength in tension</h3>\n<p>Concrete pullout strength of an anchor is defined in ACI 318-14 – 17.4.3 as</p>\n<p><em>ϕN</em><sub>pn</sub> = <em>ϕΨ</em><sub>c,P</sub><em>N</em><sub>p</sub> = 0.7 ⋅ 1 ⋅ 74.9 = 52.4&nbsp;kN ≥ <em>N</em><sub>f1</sub> = 6.67&nbsp;kN</p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em> = 0.7 – strength reduction factor for anchors in tension according to ACI 318-14 – 17.3.3</li>\n  <li><em>Ψ</em><sub>c,P</sub> = 1 – modification factor for concrete condition, <em>Ψ</em><sub>c,P</sub> = 1.0 for cracked concrete</li>\n  <li><em>N</em><sub>P</sub> = 8 <em>A</em><sub>brg</sub><em>f'</em><sub>c</sub> = 8 ⋅ 339.3 ⋅ 27.6 = 74.9&nbsp;kN – for headed anchor – Cl. 17.4.3.4</li>\n  <li><em>A</em><sub>brg</sub> = π ⋅ (<em>d</em><sub>wp</sub><sup>2</sup> – <em>d</em><sub>a</sub><sup>2</sup>) / 4 = π ⋅ (24<sup>2</sup> – 12<sup>2</sup>) / 4 = 339.3&nbsp;mm<sup>2</sup>– bearing area of the head of anchor bolt</li>\n  <li><em>f'</em><sub>c</sub> = 27.6&nbsp;MPa – concrete compressive strength</li>\n</ul>\n<p>Utilization: <em>N</em><sub>f1</sub> / <em>ϕN</em><sub>pn</sub> = 6.67 / 52.4 = 12.7&nbsp;%</p>\n<h3>Concrete side-face blowout strength</h3>\n<p>Concrete side-face blowout strength of headed anchor in tension is defined in ACI 318-14 – 17.4.4 as</p>\n<p>\\[ \\phi N_{sb} = \\phi 13 c_{a1} \\sqrt{A_{brg}} \\sqrt{f'_c} \\]</p>\n<p>The concrete side-face blowout strength is multiplied by reduction factor for multiple headed anchors close to an edge and close to each other according to Cl. 17.4.4.2:</p>\n<p>\\[ 1+\\frac{s}{6 c_{a1}} = 1+\\frac{150}{6 \\cdot 50} = 1.5 \\le 2 \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em> = 0.7 – strength reduction factor for anchors in tension according to ACI 318-14 – 17.3.3</li>\n  <li><em>c</em><sub>a1</sub> = 50&nbsp;mm – shorter distance from the centreline of an anchor to an edge</li>\n  <li><em>c</em><sub>a2</sub> = 350&nbsp;mm – longer distance, perpendicular to <em>c</em><sub>a1</sub>, from the centreline of an anchor to an edge</li>\n  <li><em>A</em><sub>brg</sub> = 339.3&nbsp;mm<sup>2</sup> – bearing area of the head of anchor bolt</li>\n  <li><em>f'</em><sub>c</sub> = 27.6&nbsp;MPa – concrete compressive strength</li>\n  <li><em>h</em><sub>ef</sub> = 100&nbsp;mm – depth of embedment</li>\n  <li><em>s</em> = 150&nbsp;mm – spacing between anchors</li>\n</ul>\n<p>\\[ \\phi N_{sbg} = 1.5 \\cdot \\phi 13 c_{a1} \\sqrt{A_{brg}} \\sqrt{f'_c} = 1.5 \\cdot 0.7 \\cdot 13 \\cdot 50 \\cdot \\sqrt{339.3} \\cdot \\sqrt{27.6} = 67.4\\,\\textrm{kN} \\ge N_{f} = 10\\,\\textrm{kN} \\]</p>\n<p>Utilization: <em>N</em><sub>f</sub> / <em>ϕN</em><sub>cbg</sub> = 10 / 67.4 = 26.7&nbsp;%</p>\n<h3>Steel strength in shear</h3>\n<p>The steel strength in shear is determined according to ACI 318-14 – 17.5.1 as</p>\n<p><em>ϕV</em><sub>sa</sub> = <em>ϕ</em> 0.6 <em>A</em><sub>se,V</sub><em>f</em><sub>uta</sub> = 0.65 ⋅ 0.6 ⋅ 84 ⋅ 827.4 = 27.1&nbsp;kN ≥ <em>V</em><sub>f1</sub> = 3.48&nbsp;kN</p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em> = 0.65 – strength reduction factor for anchors in tension according to ACI 318-14 – 17.3.3</li>\n  <li><em>A</em><sub>se,V</sub> = 84&nbsp;mm<sup>2</sup> – tensile stress area</li>\n  <li><em>f</em><sub>uta</sub> = 827.4&nbsp;MPa – specified tensile strength of anchor steel and shall not be greater than 1.9 <em>f</em><sub>ya</sub> and 120 ksi</li>\n</ul>\n<p>Utilization: <em>V</em><sub>f1</sub> / <em>ϕV</em><sub>sa</sub> = 3.48 / 27.1 = 12.7&nbsp;%</p>\n<h3>Concrete breakout strength in shear</h3>\n<p>Concrete breakout strength of an anchor group in shear is designed according to ACI 318 14 – 17.5.2.</p>\n<p>\\[ \\phi V_{cbg} = \\phi \\frac{A_V}{A_{Vo}} \\psi_{ec,V} \\psi_{ed,V} \\psi_{c,V} \\psi_{h,V} \\psi_{\\alpha,V} V_b \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em> = 0.65 – strength reduction factor for anchors in shear according to ACI 318-14 – 17.3.3</li>\n  <li><em>A</em><sub>v</sub> = (50 ⋅ 1.5) ⋅ (50 ⋅ 1.5 + 150 + 50 ⋅ 1.5) = 22&nbsp;500&nbsp;mm<sup>2</sup> – projected concrete failure area of an anchor or group of anchors</li>\n  <li><em>A</em><sub>vo</sub> = 4.5 <em>c</em><sub>a1</sub><sup>2</sup> = 4.5 ⋅ 50<sup>2</sup> = 11&nbsp;250&nbsp;mm<sup>2</sup> – projected concrete failure area of one anchor when not limited by corner influences, spacing or member thickness</li>\n  <li>\\( \\psi_{ec,V} = \\frac{1}{1+\\frac{2 e'_V}{3 c_{a1}}}= \\frac{1}{1+\\frac{2 \\cdot 25}{3 \\cdot 50}}=0.75 \\) – modification factor for anchor groups loaded eccentrically in shear</li>\n  <li>\\( \\psi_{ed,V} = 0.7 + 0.3 \\frac{c_{a2}}{1.5 c_{a1}} = 0.7 + 0.3 \\frac{350}{1.5 \\cdot 50} = 2.1\\le 1.0 \\) – modification factor for edge effect</li>\n  <li><em>Ψ</em><sub>c,V</sub> = 1 – modification factor for concrete condition; <em>Ψ</em><sub>c,V</sub> = 1.0 for cracked concrete</li>\n  <li>\\( $\\psi_{h,V} = \\sqrt{\\frac{1.5 c_{a1}}{h_a}} = \\sqrt{\\frac{1.5 \\cdot 50}{600}} = 0.354 \\ge 1 \\)– modification factor for anchors located in a concrete member where <em>h</em><sub>a</sub>&nbsp;&lt;&nbsp;1.5&nbsp;<em>c</em><sub>a1</sub></li>\n  <li>\\( \\psi_{\\alpha ,V} = \\sqrt{\\frac{1}{(\\cos \\alpha_V )^2 + (0.5 \\sin \\alpha_V)^2}}=\\sqrt{\\frac{1}{(\\cos 21.8^\\circ )^2 + (0.5 \\sin 21.8^\\circ)^2}} = 1.056 \\)– modification factor for anchors loaded at an angle 90° − <em>α</em><sub>V</sub> with the concrete edge; in ACI 318-14 – 17.5.2.1 are only discrete values, equation is taken from FIB bulletin 58 – Design of anchorages in concrete (2011)</li>\n  <li><em>h</em><sub>a</sub> = 600&nbsp;mm – height of a failure surface on the concrete side</li>\n</ul>\n<p>\\[ V_b = \\min \\left ( 0.6 \\left ( \\frac{l_e}{d_a} \\right )^{0.2} \\lambda_a \\sqrt{d_a} \\sqrt{f'_c} c_{a1}^{1.5}, 3.7 \\lambda_a \\sqrt{d_a} \\sqrt{f'_c} c_{a1}^{1.5} \\right ) \\]</p>\n<p>\\[ V_b = \\min \\left ( 0.6 \\left ( \\frac{96}{12} \\right )^{0.2} \\cdot 1.0 \\cdot \\sqrt{12} \\cdot \\sqrt{27.6} \\cdot 50^{1.5} = 5.666 \\, \\textrm{kN}, 3.7 \\cdot 1.0 \\cdot \\sqrt{12} \\cdot \\sqrt{27.6} \\cdot 50^{1.5} = 6.993 \\, \\textrm{kN} \\right ) = 5.666 \\, \\textrm{kN} \\]</p>\n<ul>\n  <li><em>l</em><sub>e</sub> = <em>h</em><sub>ef</sub> = 100&nbsp;mm ≤ 8 <em>d</em><sub>a</sub> = 8 ⋅ 12 = 96&nbsp;mm – load-bearing length of the anchor in shear</li>\n  <li><em>d</em><sub>a</sub> = 12&nbsp;mm – anchor diameter</li>\n  <li><em>f'</em><sub>c</sub> = 27.6&nbsp;MPa – concrete compressive strength</li>\n  <li><em>c</em><sub>a1</sub> = 50&nbsp;mm – edge distance in the direction of load, <em>c</em><sub>a2</sub> ≥ 1.5 <em>c</em><sub>a1</sub> and <em>h</em><sub>a</sub> ≥ 1.5 <em>c</em><sub>a1</sub></li>\n  <li><em>c</em><sub>a2</sub> =&nbsp;350&nbsp;mm – edge distance in the direction perpendicular to load</li>\n</ul>\n<p>\\[ \\phi V_{cbg} = 0.65 \\cdot \\frac{22500}{11250} \\cdot 0.75 \\cdot &nbsp;1.0 \\cdot 1.0 \\cdot 1.0 \\cdot 1.056 \\cdot 5.666 = 5.835 \\, \\textrm{kN} \\ge V_f = 5.39 \\, \\textrm{kN} \\]</p>\n<p>Utilization: <em>V</em><sub>f</sub> / <em>ϕV</em><sub>cbg</sub> = 5.39 / 5.835 = 92.3&nbsp;%</p>\n<h3>Concrete pryout strength of anchor in shear</h3>\n<p>Concrete pryout strength is designed according to ACI 318-14 – 17.5.3. It is assumed that all anchors are in tension and no eccentricity is present for concrete breakout strength.</p>\n<p><em>ϕV</em><sub>cp</sub> = <em>ϕk</em><sub>cp</sub><em>N</em><sub>cp</sub> = 0.65 ⋅ 2 ⋅ 47.1 = 61.2&nbsp;kN ≥ <em>V</em><sub>f</sub> = 5.39&nbsp;kN</p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em> = 0.65 – strength reduction factor for anchors in shear according to ACI 318-14 – 17.3.3</li>\n  <li><em>k</em><sub>cp</sub> = 2.0 for <em>h</em><sub>ef</sub> ≥ 50 mm</li>\n  <li><em>N</em><sub>cp</sub> = <em>N</em><sub>cb</sub> = 47.1&nbsp;kN (concrete breakout strength – all anchors are assumed in tension) in case of cast-in anchors</li>\n</ul>\n<p>Utilization: <em>V</em><sub>f</sub> / <em>ϕV</em><sub>cp</sub> = 5.39 / 61.2 = 5.7&nbsp;%</p>\n<h3>Interaction of tensile and shear forces</h3>\n<p>Interaction of tensile and shear forces is assessed according to ACI 318-14 – R17.6.</p>\n<p>\\[ \\left ( \\frac{N_{ua}}{N_n} \\right )^{\\zeta} + \\left ( \\frac{V_{ua}}{V_n} \\right )^{\\zeta} = \\left ( 0.354 \\right )^{5/3} + \\left ( 0.923 \\right )^{5/3}= 1.062 \\le 1.0 \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>N</em><sub>ua</sub> and <em>V</em><sub>ua</sub> – design forces acting on an anchor</li>\n  <li><em>N</em><sub>n</sub> and <em>V</em><sub>n</sub> – the lowest design strengths determined from all appropriate failure modes</li>\n  <li><em>ς</em> = 5 / 3</li>\n</ul>\n<p>The strength of anchorage is not sufficient to transfer combined tensile and shear forces.</p>\n<h2>Check in IDEA&nbsp;StatiCa Connection</h2>\n<figure data-asset-id=\"ef7a867d-f6c5-4ff7-9b99-6ecc03ef663f\" data-image-id=\"ef7a867d-f6c5-4ff7-9b99-6ecc03ef663f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/25516233-71bf-465a-a1c4-25ef46b860a2/plates.png\" data-asset-id=\"ef7a867d-f6c5-4ff7-9b99-6ecc03ef663f\" data-image-id=\"ef7a867d-f6c5-4ff7-9b99-6ecc03ef663f\" alt=\"\"></figure>\n<figure data-asset-id=\"c3d781f4-5144-41c8-ae3d-02bd36c90da2\" data-image-id=\"c3d781f4-5144-41c8-ae3d-02bd36c90da2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b4922562-5f55-4eb4-8afb-dc3c2559c2eb/stress_in_concrete.png\" data-asset-id=\"c3d781f4-5144-41c8-ae3d-02bd36c90da2\" data-image-id=\"c3d781f4-5144-41c8-ae3d-02bd36c90da2\" alt=\"\"></figure>\n<figure data-asset-id=\"07b9e259-844d-482b-ad18-357f33068816\" data-image-id=\"07b9e259-844d-482b-ad18-357f33068816\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/4d94df16-32a1-49fa-8240-a19bc6b817cd/anchors.png\" data-asset-id=\"07b9e259-844d-482b-ad18-357f33068816\" data-image-id=\"07b9e259-844d-482b-ad18-357f33068816\" alt=\"\"></figure>\n<p>In addition, the results of welds and concrete block in compression are shown. Loading of these components is negligible and therefore also utilization.</p>\n<figure data-asset-id=\"c65e36c7-1b66-49ed-be6a-1a5609b2d7e5\" data-image-id=\"c65e36c7-1b66-49ed-be6a-1a5609b2d7e5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1dc134bb-4b4d-41f1-9437-afe380dc7e08/welds.png\" data-asset-id=\"c65e36c7-1b66-49ed-be6a-1a5609b2d7e5\" data-image-id=\"c65e36c7-1b66-49ed-be6a-1a5609b2d7e5\" alt=\"\"></figure>\n<figure data-asset-id=\"f7e71c8b-bac4-45e2-b533-267290312b7c\" data-image-id=\"f7e71c8b-bac4-45e2-b533-267290312b7c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a34f3862-6baf-4c8d-b9f7-e3b870d065db/concrete.png\" data-asset-id=\"f7e71c8b-bac4-45e2-b533-267290312b7c\" data-image-id=\"f7e71c8b-bac4-45e2-b533-267290312b7c\" alt=\"\"></figure>\n<h2>Comparison</h2>\n<p>The force distribution in IDEA&nbsp;StatiCa Connection is slightly different than in manual assessment. The column and base plate are deformed and the base plate is in contact with concrete block. The bearing stress increases the forces in anchors. Thus, factors taking into account force eccentricity are slightly different. Concrete side-face blowout strength is in IDEA&nbsp;StatiCa Connection checked for each anchor separately but in manual calculation, it can be checked as a group to achieve slightly higher resistance. Due to these reasons, some individual load resistances are slightly different but only by a few percents. The final utilization – interaction of tensile and shear forces – is nearly identical, 106.2&nbsp;% in manual assessment and 107.7&nbsp;% in IDEA&nbsp;StatiCa.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"ef52a2f3_594f_0117_d9f7_0fd515c08564\"></object>"
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                                                                                                                            "value": "<p>Subcode: LRFD</p>\n<p>Type of connection: Bolted splice connection</p>\n<p>Unit system:&nbsp;Metric</p>\n<p>Designed acc. to:&nbsp;AISC&nbsp;360-16</p>\n<p>Investigated: Bolts in shear and bearing</p>\n<p>Plate material:&nbsp;A709, Gr. 50</p>\n<p>Bolts: 5/8'' A307</p>\n<h2>Geometry</h2>\n<figure data-asset-id=\"c00e0d91-89ea-4d30-b0b4-442e95460260\" data-image-id=\"c00e0d91-89ea-4d30-b0b4-442e95460260\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0c561067-5f43-43de-8e2a-73c48cf726ef/geometry.PNG\" data-asset-id=\"c00e0d91-89ea-4d30-b0b4-442e95460260\" data-image-id=\"c00e0d91-89ea-4d30-b0b4-442e95460260\" alt=\"\"></figure>\n<figure data-asset-id=\"db035cf2-08ba-44b3-9bb1-432475857b50\" data-image-id=\"db035cf2-08ba-44b3-9bb1-432475857b50\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/07975cee-2a0b-4198-a49b-dd248adaaf49/geometry2.PNG\" data-asset-id=\"db035cf2-08ba-44b3-9bb1-432475857b50\" data-image-id=\"db035cf2-08ba-44b3-9bb1-432475857b50\" alt=\"\"></figure>\n<h2>Applied load</h2>\n<p>Bolted splice connection is loaded by tension for the bolts in shear to be utilized at 100&nbsp;%.</p>\n<h2>Procedure</h2>\n<p>Concentrically loaded splice bolted connection is designed so that bolts fail in shear (AISC&nbsp;360-16 – J3.6). Bolt strength in bearing (AISC&nbsp;360-16 – J3.10) and strength of plates in tension (AISC&nbsp;360-16 – J4.1) are also checked. The bolt threads are intercepted by the shear plane.</p>\n<h2>Manual calculation</h2>\n<h3>Bolt strength</h3>\n<figure data-asset-id=\"a02943eb-f588-437c-9d92-9b867c8019b5\" data-image-id=\"a02943eb-f588-437c-9d92-9b867c8019b5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b263f217-89c6-4f63-9a34-422844ce9180/manual.PNG\" data-asset-id=\"a02943eb-f588-437c-9d92-9b867c8019b5\" data-image-id=\"a02943eb-f588-437c-9d92-9b867c8019b5\" alt=\"\"></figure>\n<p>The resistance of one shear plane of one bolt in shear is 27.6&nbsp;kN. Each bolt has two shear planes and there are 9 bolts at each half of the splice. The resistance is therefore 2 ∙ 9&nbsp;∙&nbsp;27.6 = 496.7&nbsp;kN.</p>\n<p>The bearing strength and tearout strength resist the force acting on both shear planes, i.e. 2&nbsp;∙&nbsp;27.6&nbsp;= 55.2&nbsp;kN. The smallest strength is the tearout strength of bolts near the edge of connected plates with the thickness of 10&nbsp;mm, 121&nbsp;kN. Other bolts have bearing strength of 128.1&nbsp;kN and the decisive is the plate with the thickness of 10&nbsp;mm. The sum of thicknesses of splices resisting in bearing is 12&nbsp;mm.</p>\n<h3>Strength of plates in tension</h3>\n<p>\\[ \\phi R_n = \\phi F_y A_g = 0.9 \\cdot 344.7 \\cdot 2000 = 620.46 \\, \\textrm{kN} \\]</p>\n<p>\\[ \\phi R_n = \\phi F_u A_e = 0.75 \\cdot 448.2 \\cdot 1476 = 496.16\\,\\textrm{kN} \\]</p>\n<h2>Check in IDEA&nbsp;StatiCa Connection</h2>\n<figure data-asset-id=\"3be83f48-dc04-4854-a2d5-aecba021b1de\" data-image-id=\"3be83f48-dc04-4854-a2d5-aecba021b1de\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9348ac4a-6928-4925-9142-893fdace8831/plates.png\" data-asset-id=\"3be83f48-dc04-4854-a2d5-aecba021b1de\" data-image-id=\"3be83f48-dc04-4854-a2d5-aecba021b1de\" alt=\"\"></figure>\n<figure data-asset-id=\"50880c63-7b38-4f16-82e8-d3d85810b706\" data-image-id=\"50880c63-7b38-4f16-82e8-d3d85810b706\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ccccbb8b-8bed-4022-b3db-78a7650e27cc/vonmises.png\" data-asset-id=\"50880c63-7b38-4f16-82e8-d3d85810b706\" data-image-id=\"50880c63-7b38-4f16-82e8-d3d85810b706\" alt=\"\"></figure>\n<figure data-asset-id=\"bcbd8abe-7f1b-4496-9834-ee0025e10de5\" data-image-id=\"bcbd8abe-7f1b-4496-9834-ee0025e10de5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/fd5c2b22-dbdc-48d8-b8db-6c59668d6305/plastic_strain.png\" data-asset-id=\"bcbd8abe-7f1b-4496-9834-ee0025e10de5\" data-image-id=\"bcbd8abe-7f1b-4496-9834-ee0025e10de5\" alt=\"\"></figure>\n<figure data-asset-id=\"385650e6-b3eb-4d8f-a6a6-dd5e12ecf254\" data-image-id=\"385650e6-b3eb-4d8f-a6a6-dd5e12ecf254\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/04e35977-0221-4ba2-8371-fb3fdd06e66f/bolts.png\" data-asset-id=\"385650e6-b3eb-4d8f-a6a6-dd5e12ecf254\" data-image-id=\"385650e6-b3eb-4d8f-a6a6-dd5e12ecf254\" alt=\"\"></figure>\n<p>There are some tensile forces in bolts due to plate deformation. Bolts are utilized at 99.9&nbsp;% and plates are yielding. From the plastic strain at the connected plate, it can be seen that the reserve is not very high.</p>\n<h2>Comparison</h2>\n<p>The tensile forces in bolts are neglected in manual calculation but they do not affect the shear strength of bolts by much. The load resistance in IDEA&nbsp;StatiCa Connection is 494&nbsp;kN while in manual calculation, it is 496&nbsp;kN. In IDEA&nbsp;StatiCa Connection, bolts are decisive and the plates are yielding. In manual calculation, the bolts and plate tensile rupture have the same load resistance. The difference between results provided by software and manual calculation is only 0.4&nbsp;%.</p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"b854cfbd_36a1_014e_7dab_1787bca269c6\"></object>"
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                                                                                                                    "value": "<p>Sub-code: ASD</p>\n<p>Type of connection: simple welded connections</p>\n<p>Unit system: Metric</p>\n<p>Designed acc. to: AISC 360-16</p>\n<p>Investigated: Welds</p>\n<p>Plate Materials: Plate and column – ASTM A572 – Gr. 50</p>\n<p>Welds: Leg size = 3 mm, electrode E70XX</p>\n<h2>Geometry:</h2>\n<figure data-asset-id=\"a295b48d-fd87-4f91-892e-6f07240fdc20\" data-image-id=\"a295b48d-fd87-4f91-892e-6f07240fdc20\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/384efee4-7fe0-41e1-bdd0-d34084b2252b/AISC_ASD_weld1.png\" data-asset-id=\"a295b48d-fd87-4f91-892e-6f07240fdc20\" data-image-id=\"a295b48d-fd87-4f91-892e-6f07240fdc20\" alt=\"\"></figure>\n<h2>Applied forces:</h2>\n<p>Simple welded connections are loaded by tension, compression, bending moment or shear to be utilized at 100 %.</p>\n<h2>Procedure:</h2>\n<p>Simple welded connections of a plate to a beam are designed so that welds will fail first. The plate is loaded by only one component at a time – tension, compression, bending or shear. The joint is loaded for weld to be utilized at 100 % and the load is compared to the weld resistance according to AISC 360-16.</p>\n<h2>Manual calculation</h2>\n<p>In the case of bending both elastic and plastic stress distribution was calculated. Usually, more conservative elastic stress distribution is assumed although tensile strength of welds is used in formulas.</p>\n<figure data-asset-id=\"ec6e99cc-4716-48c3-8f7e-e6e0141fc6dc\" data-image-id=\"ec6e99cc-4716-48c3-8f7e-e6e0141fc6dc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1782b113-0f07-47af-b9f7-d1c903f6c458/AISC_ASD_weld2_603x245.png\" data-asset-id=\"ec6e99cc-4716-48c3-8f7e-e6e0141fc6dc\" data-image-id=\"ec6e99cc-4716-48c3-8f7e-e6e0141fc6dc\" alt=\"\"></figure>\n<table><tbody>\n  <tr><td>a) elastic stress distribution</td><td><em>b) plastic stress distribution</em></td></tr>\n</tbody></table>\n<p>Base metal strength does not have to be evaluated in case of use of matching electrodes but it is shown here for verification.</p>\n<p>Manual check is performed according to AISC&nbsp;360-16 – J.2.4.</p>\n<figure data-asset-id=\"a3a5f89c-104c-4dc7-b1f9-8197a80294b1\" data-image-id=\"a3a5f89c-104c-4dc7-b1f9-8197a80294b1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d61d4214-c0b5-40e3-b603-0d239c9d02b5/AISC_ASD_weld3_645x360.png\" data-asset-id=\"a3a5f89c-104c-4dc7-b1f9-8197a80294b1\" data-image-id=\"a3a5f89c-104c-4dc7-b1f9-8197a80294b1\" alt=\"\"></figure>\n<h2>Comparison</h2>\n<h3>Weld strength without base metal check</h3>\n<figure data-asset-id=\"7623e24d-adf2-4050-b97b-8ca6afd5b86d\" data-image-id=\"7623e24d-adf2-4050-b97b-8ca6afd5b86d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/af4f92e3-1b73-4e60-baf9-f99c010cec63/AISC_ASD_weld4_663x180.png\" data-asset-id=\"7623e24d-adf2-4050-b97b-8ca6afd5b86d\" data-image-id=\"7623e24d-adf2-4050-b97b-8ca6afd5b86d\" alt=\"\"></figure>\n<h3>Weld strength with base metal check</h3>\n<figure data-asset-id=\"4d2dea4a-0c0e-4b82-8dfc-d00f2c1be7a6\" data-image-id=\"4d2dea4a-0c0e-4b82-8dfc-d00f2c1be7a6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/26a9a52e-4b22-467a-8f92-53edfc202407/AISC_ASD_weld5_669x180.png\" data-asset-id=\"4d2dea4a-0c0e-4b82-8dfc-d00f2c1be7a6\" data-image-id=\"4d2dea4a-0c0e-4b82-8dfc-d00f2c1be7a6\" alt=\"\"></figure>\n<p>The results of both IDEA StatiCa Connection design and computation according to AISC Design examples gives nearly identical values in case of simple welds both with and without base metal check. IDEA provides slightly conservative results (at 98&nbsp;%) for tension, compression and shear loading. Weld subjected to bending shows a behavior between elastic and plastic stress distribution, being closer to the plastic distribution.</p>"
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                                                                                                            "value": "<p>This verification example was prepared by <a href=\"https://cee.utk.edu/people/mark-denavit/\">Mark D. Denavit</a> and Kayla Truman-Jarrell in a joint project of <a href=\"https://www.utk.edu/\">The University of Tennessee</a> and IDEA StatiCa.</p>\n<p><br></p>\n<h2>1 Description</h2>\n<p>A comparison between results from the <a data-item-id=\"6e068636-6a02-5d0e-89ad-6dcff4e21151\" href=\"\">component-based finite element method (CBFEM</a>) and traditional calculation methods used in US practice for single plate shear connections is presented in this section. A schematic of the connection investigated is presented in Fig. 1.</p>\n<figure data-asset-id=\"b26e9a77-64d5-4619-b1ba-df3540db2640\" data-image-id=\"b26e9a77-64d5-4619-b1ba-df3540db2640\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/491ffa02-1aa1-42cc-8a76-3d607fae0e1c/Single%20plate%20shear1.png\" data-asset-id=\"b26e9a77-64d5-4619-b1ba-df3540db2640\" data-image-id=\"b26e9a77-64d5-4619-b1ba-df3540db2640\" alt=\"\"></figure>\n<p><em>Fig. 1 Schematic of single plate shear connection.</em></p>\n<p>The traditional calculation methods used in this work are based upon the recommendations presented in Part 10 of the AISC <em>Manual</em> (2017). Two approaches for the design of single plate shear connections are presented in Part 10 of the AISC <em>Manual</em>. The first, for “conventional” configurations, offers some simplifications if certain dimensional limitations are met. The second, for “extended” configurations, is more broadly applicable but without the simplifications permitted for the design of conventional configurations. Specifically, conventional configurations must have a single vertical row of between 2 and 12 bolts, the distance between the bolt line and the weld line, <em>a</em>, must be equal to or less than 3.5 in., bolts must be in standard holes or short-slotted holes transverse to the member reaction, the vertical edge distance, <em>l</em><em><sub>ev</sub></em>, must satisfy the minimum edge distance requirements of Table J3.4 of the AISC <em>Specification</em> (2016), the horizontal edge distance, <em>l</em><em><sub>eh</sub></em>, must be greater than or equal to 2<em>d</em>, where <em>d</em> is the bolt diameter, and either the thickness of the plate, <em>t</em><em><sub>p</sub></em>, or the thickness of the beam web, <em>t</em><em><sub>w</sub></em>, must satisfy maximum thickness requirements.</p>\n<p>The primary simplification to design for connections that meet these requirements is that bolt group strength may be evaluated as follows: bolt shear strength checked using the eccentricity listed in Table 10-9 of the AISC <em>Manual</em> (2017) and bearing and tearout checked assuming the reaction is applied concentrically. This simplification avoids the need to consider tearout in an eccentrically loaded bolt group. For extended configuration calculations, where tearout is considered when determining the strength of the eccentrically loaded bolt group, two different methods are employed. The first method is a commonly used conservative approximation known as the “poison bolt” method. In this method, the strength of the eccentrically loaded bolt group is obtained by identifying the smallest possible strength for any of the bolts for any direction of force then utilizing that value of strength in conjunction with a value of <em>C</em> from the tables in Part 7 of the AISC <em>Manual</em> (2017). The values of <em>C</em> listed in the tables are computed from the instantaneous center of rotation (IC) method. The second method is to use the modified instantaneous center of rotation method developed by Denavit et al. (2021) in which tearout is considered explicitly within the iterative procedure for determining the strength of the bolt group.</p>\n<p>Beyond bolt group strength, shear yielding of the plate, shear rupture of the plate, block shear rupture of the plate, and weld shear are also checked for conventional configurations. Additional checks for extended configurations include those for flexural rupture, plate interaction strength, and plate buckling.</p>\n<p>All traditional calculations were performed in accordance with the provisions for load and resistance factor design (LRFD) in the AISC <em>Specification</em> (2016).</p>\n<p>The CBFEM results were obtained from IDEA StatiCa Version 21.0. An example model is shown in Fig. 2. The maximum permitted loads were determined iteratively by adjusting the applied load input to a value that the program deems safe but if increased by a small amount (e.g., 0.1 kip) the program would deem unsafe. In all models, the supported beam was assigned a “N-Vz-My” model type to ensure in-plane behavior. Unless noted otherwise, forces were defined such that the point of zero moment was located at the weld line, matching the assumption of the design methods presented in Part 10 of the AISC <em>Manual</em> (2017).</p>\n<figure data-asset-id=\"1918512d-44c9-4872-9571-db8e37035389\" data-image-id=\"1918512d-44c9-4872-9571-db8e37035389\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/79ac3744-5239-47e8-b103-9590f9953d52/Single%20plate%20shear2.png\" data-asset-id=\"1918512d-44c9-4872-9571-db8e37035389\" data-image-id=\"1918512d-44c9-4872-9571-db8e37035389\" alt=\"\"></figure>\n<p><em>Fig. 2 Single plate shear connection modeled in IDEA StatiCa.</em></p>\n<h2>2 Bolt Group Strength</h2>\n<p>First, connections, where the strength of the bolt group controls the strength of the connection, are investigated. For these comparisons the column is a W14x90, and the supported beam, which frames into the flange of the column, is a W18x50. Both conform to ASTM A992 (<em>F</em><em><sub>y</sub></em><sub> </sub>= 50 ksi, <em>F</em><em><sub>u</sub></em> = 65 ksi). The plate is 15 in. tall (<em>s</em> = 3 in., <em>l</em><em><sub>ev</sub></em> = 1.5 in.), 1/2 in. thick, and conforms to ASTM A36 (<em>F</em><em><sub>y</sub></em><sub> </sub>= 36 ksi, <em>F</em><em><sub>u</sub></em> = 58 ksi). Each vertical row of bolts has (5) 3/4 in. diameter A325 bolts with threads not excluded from the shear plane and horizontal edge distance, <em>l</em><em><sub>eh</sub></em> = 2.0 in. The weld was a 5/16 in. fillet weld on both sides in accordance with the (<sup>5</sup>/<sub>8</sub>)<em>t</em><em><sub>p</sub></em> rule noted in Part 10 of the AISC <em>Manual</em> (2017). The distance from the weld line to the bolt line, <em>a</em>, was varied from 2 in. to 5 in. (Fig. 3). Note that this connection satisfies the requirements for the conventional configuration when <em>a</em> ≤ 3.5 in.</p>\n<figure data-asset-id=\"bcebf5f9-aedc-4880-b8c1-75f808ce85ee\" data-image-id=\"bcebf5f9-aedc-4880-b8c1-75f808ce85ee\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3cfdee25-e061-4631-8091-cc975d0460c6/Single%20plate%20shear3.png\" data-asset-id=\"bcebf5f9-aedc-4880-b8c1-75f808ce85ee\" data-image-id=\"bcebf5f9-aedc-4880-b8c1-75f808ce85ee\" alt=\"\"></figure>\n<p><em>Fig. 3 Variation of ‘a’ in the IDEA StatiCa model.</em></p>\n<p>Variation of the shear capacity of the connections with the distance <em>a</em> is presented in Fig. 4. Bolt shear rupture was the controlling limit state for all values of <em>a</em> and all methods of calculation. The IDEA StatiCa results match well with the traditional calculations for the extended configuration. Where applicable, the traditional calculations for the conventional configuration give somewhat greater shear capacity. The reason for this is that a reduced eccentricity of <em>a</em>/2 is permitted to be assumed for conventional configurations per Table 10-9 of the AISC <em>Manual</em> (2017). The eccentricity of the bolt group is taken as <em>a</em> for the extended configuration calculations. The eccentricity of the bolt group is also equal to <em>a</em> for IDEA StatiCa because the point of zero moment was defined to be at the weld line. The poison bolt method and the modified IC method provide the same results indicating that tearout did not control for any bolt (i.e., the plate and beam web were sufficiently thick and the bolt spacing and edge distances were sufficiently large).</p>\n<figure data-asset-id=\"1c83acfc-3f77-4f00-bb6e-dc67d76eb290\" data-image-id=\"1c83acfc-3f77-4f00-bb6e-dc67d76eb290\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2a2bc715-a136-4478-84ba-c7a0496e5bd2/Single%20plate%20shear4.png\" data-asset-id=\"1c83acfc-3f77-4f00-bb6e-dc67d76eb290\" data-image-id=\"1c83acfc-3f77-4f00-bb6e-dc67d76eb290\" alt=\"\"></figure>\n<p><em>Fig. 4 Shear capacity of single plate shear connection with respect to ‘a’.</em></p>\n<p>Variation of the shear capacity with the distance <em>a</em> is presented in Fig. 5 for connections with the same properties as previously described but with two vertical rows of bolts (Fig. 6) and <em>l</em><em><sub>eh</sub></em> = 1.5 in. The horizontal spacing between vertical rows of bolts was 3 in. These connections are extended configuration regardless of the value of <em>a</em> given that they have more than one vertical row of bolts. Again, bolt shear rupture was the controlling limit state for all values of <em>a</em> and all methods and the IDEA StatiCa results match well with the traditional calculations.</p>\n<figure data-asset-id=\"b7812ad8-cdb4-4ecc-a530-04fe559ab3a3\" data-image-id=\"b7812ad8-cdb4-4ecc-a530-04fe559ab3a3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/685f5b63-c518-4e2e-bc34-d6ec261e2bd4/Single%20plate%20shear5.png\" data-asset-id=\"b7812ad8-cdb4-4ecc-a530-04fe559ab3a3\" data-image-id=\"b7812ad8-cdb4-4ecc-a530-04fe559ab3a3\" alt=\"\"></figure>\n<p><em>Fig. 5 Shear capacity of extended configuration with two rows of bolts with respect to ‘a’.</em></p>\n<figure data-asset-id=\"357f22eb-2ca7-401e-8ba0-54663d9bc023\" data-image-id=\"357f22eb-2ca7-401e-8ba0-54663d9bc023\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/591f2370-1ef0-4765-91d0-ac6ac1579768/Single%20plate%20shear6.png\" data-asset-id=\"357f22eb-2ca7-401e-8ba0-54663d9bc023\" data-image-id=\"357f22eb-2ca7-401e-8ba0-54663d9bc023\" alt=\"\"></figure>\n<p><em>Fig. 6 Extended Configuration with 2 rows of bolts modeled in IDEA StatiCa.</em></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"e6ac0024_ac83_0160_7be6_38d7f01dbcc5\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n775ce80e_2f4f_01f6_52f1_2ecfa487567f\"></object>\n<h2>3 Plate Thickness</h2>\n<p>Varying the plate thickness allows for a wider range of limit states to control, including bearing and tearout at the bolt holes and shear yielding and rupture of the plate. For these comparisons the column is a W14x90 and the supported beam, which frames into the flange of the column, is a W18x130. Both conform to ASTM A992 (<em>F</em><em><sub>y</sub></em><sub> </sub>= 50 ksi, <em>F</em><em><sub>u</sub></em> = 65 ksi). The plate is 14 in. tall (<em>s</em> = 3 in., <em>l</em><em><sub>ev</sub></em> = 1 in.) and conforms to ASTM A572 Gr. 50 (<em>F</em><em><sub>y</sub></em><sub> </sub>= 50 ksi, <em>F</em><em><sub>u</sub></em> = 65 ksi). The thickness of the plate varies from 3/16 in. to 3/4 in. in these analyses. There is one vertical row of (5) 3/4 in. diameter A490 bolts with threads not excluded from the shear plane and horizontal edge distance, <em>l</em><em><sub>eh</sub></em> = 1.5 in. Fillet welds were provided on both sides of the plate with size varying with plate thickness in accordance with the (<sup>5</sup>/<sub>8</sub>)<em>t</em><em><sub>p</sub></em> rule noted in Part 10 of the AISC <em>Manual</em> (2017). The distance from the weld line to the bolt line, <em>a</em>, was 3.0 in. These connections satisfy the requirements for the conventional configuration for plate thicknesses less than or equal to 7/16 in.</p>\n<p>Variation of the shear capacity of the connections with plate thickness is presented in Fig. 7 with the controlling limit sates presented in Table 1. The most notable result is that the traditional calculations for the extended configuration using the poison bolt method show far lower strengths than the other methods. The poison bolt method, in which the lowest possible strength for any bolt is taken as the strength of every bolt, can be highly conservative. However, it is used in practice for the evaluation of eccentrically loaded bolt groups where tearout may control. For this connection, the strength of all the bolts is based on the tearout strength of the bottom bolt using an edge distance of <em>l</em><em><sub>ev</sub></em> = 1 in. resulting in a clear distance <em>l</em><em><sub>c</sub></em> = 0.594 in. In IDEA StatiCa and the modified IC method, the strength of each individual bolt is based on the clear distance in the direction of force for that individual bolt. For example, at the limiting shear capacity of the connection with 1/4 in. thick plate, the clear distance for the bottom bolt computed by IDEA StatiCa is <em>l</em><em><sub>c</sub></em> = 1.240 in. based on the angle of load in the bolt (Fig. 8b). Tearout strength is proportional to clear distance, so the strength of the bolts per IDEA StatiCa is significantly greater than assumed in the poison bolt method.</p>\n<p>For the connections with the thinner plates, the plate controlled in both IDEA StatiCa and the traditional calculations (other than those using the poison bolt method). However, in IDEA StatiCa, plastic strains were concentrated at the holes of the top and especially the bottom bolts (Fig. 8). This contrasts with the assumed shear rupture failure plane used in the traditional calculations (i.e., a vertical line through the center of the bolts). Despite the differences in behavior, the resulting shear strength was close with IDEA StatiCa providing slightly lower shear capacities for the connections with the thinner plates.</p>\n<figure data-asset-id=\"f53a9d93-44d2-478c-99a2-d061f3cb8a24\" data-image-id=\"f53a9d93-44d2-478c-99a2-d061f3cb8a24\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2869c09b-8eb4-4204-9c27-523a1056385d/Single%20plate%20shear7.png\" data-asset-id=\"f53a9d93-44d2-478c-99a2-d061f3cb8a24\" data-image-id=\"f53a9d93-44d2-478c-99a2-d061f3cb8a24\" alt=\"\"></figure>\n<p><em>Fig. 7 Shear Capacity of single plate shear connection with respect to plate thickness.</em></p>\n<p><br></p>\n<p><em>Table 1. Controlling limit state for results presented in Fig. 7</em></p>\n<table><tbody>\n  <tr><td><strong>Plate Thickness</strong></td><td><strong>IDEA StatiCa</strong></td><td><p><strong>Traditional</strong></p>\n<p><strong>Conventional</strong></p>\n</td><td><p><strong>Traditional Extended</strong></p>\n<p><strong>(Poison Bolt)</strong></p>\n</td><td><p><strong>Traditional Extended</strong></p>\n<p><strong>(Modified IC)</strong></p>\n</td></tr>\n  <tr><td>3/16 in.</td><td>Plate strain</td><td>Plate shear rupture</td><td>Bolt group</td><td>Plate shear rupture</td></tr>\n  <tr><td>1/4 in.</td><td>Plate strain</td><td>Plate shear rupture</td><td>Bolt group</td><td>Plate shear rupture</td></tr>\n  <tr><td>5/16 in.</td><td>Plate Strain</td><td>Plate shear rupture</td><td>Bolt group</td><td>Bolt group</td></tr>\n  <tr><td>3/8 in.</td><td>Bolt shear rupture</td><td>Bolt shear rupture</td><td>Bolt group</td><td>Bolt group</td></tr>\n  <tr><td>1/2 in.</td><td>Bolt shear rupture</td><td>n/a</td><td>Bolt group</td><td>Bolt group</td></tr>\n  <tr><td>5/8 in.</td><td>Bolt shear rupture</td><td>n/a</td><td>Bolt group</td><td>Bolt group</td></tr>\n  <tr><td>3/4 in.</td><td>Bolt shear rupture</td><td>n/a</td><td>Bolt group</td><td>Bolt group</td></tr>\n</tbody></table>\n<figure data-asset-id=\"6318081e-3ff2-46c5-a972-4def011e4991\" data-image-id=\"6318081e-3ff2-46c5-a972-4def011e4991\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e4d2288e-5acc-4e45-8568-bb63a4c032b0/Single%20plate%20shear8.png\" data-asset-id=\"6318081e-3ff2-46c5-a972-4def011e4991\" data-image-id=\"6318081e-3ff2-46c5-a972-4def011e4991\" alt=\"\"></figure>\n<p><em>Fig. 8 Detailed results for connection with 1/4 in. plate thickness.</em></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n4052e245_dd6f_01cb_93fb_6d57caac7ba0\"></object>\n<h2>4 Other Framing Configurations</h2>\n<p>Single plate shear connections are used for a variety of framing configurations. This section investigates two additional configurations, one where the supported beam frames into the web of a column and another where the supported beam frames into the web of a girder.</p>\n<p>For the case of the supported beam framing into the web of a column (Fig. 9), the column is a W27x114, and the supported beam is a W18x50. For the case of the supported beam framing into the web of a girder (Fig. 11), the girder is a W21x55, and the supported beam is a W18x46. All wide flange shapes conform to ASTM A992 (<em>F</em><em><sub>y</sub></em><sub> </sub>= 50 ksi, <em>F</em><em><sub>u</sub></em> = 65 ksi). For both cases, the plate is 13 in. tall (<em>s</em> = 3 in., <em>l</em><em><sub>ev</sub></em> = 2 in.), 3/8 in. thick, and conforms to ASTM A36 (<em>F</em><em><sub>y</sub></em><sub> </sub>= 36 ksi, <em>F</em><em><sub>u</sub></em> = 58 ksi). The connections have a single vertical row of (4) 3/4 in. diameter A325 bolts with threads not excluded from the shear plane and horizontal edge distance, <em>l</em><em><sub>eh</sub></em> = 2 in. The weld was a 5/16 in. fillet weld on both sides of the plate. The distance from the weld line to the bolt line, <em>a</em>, was varied from 3 in. to 5.5 in.</p>\n<p>Variation of the shear capacity of the connections with the distance <em>a</em> is presented in Fig. 10 for the case of the supported beam framing into the web of a column and Fig. 12 for the case of the supported beam framing into the web of a girder. Bolt shear rupture was the controlling limit state for all values of <em>a</em> and all methods in both framing configurations. The capacity determined from IDEA StatiCa agrees with that from the traditional calculations.</p>\n<figure data-asset-id=\"40dcc36b-e967-4a15-87dd-f7051c812654\" data-image-id=\"40dcc36b-e967-4a15-87dd-f7051c812654\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f286f1f3-3264-4db0-a502-71f436ebe0a6/Single%20plate%20shear9.png\" data-asset-id=\"40dcc36b-e967-4a15-87dd-f7051c812654\" data-image-id=\"40dcc36b-e967-4a15-87dd-f7051c812654\" alt=\"\"></figure>\n<p><em>Fig. 9 IDEA StatiCa model of single plate shear connection welded to weak axis of column.</em></p>\n<figure data-asset-id=\"a8ad7b84-bd7a-4b20-93d8-6203e9fca389\" data-image-id=\"a8ad7b84-bd7a-4b20-93d8-6203e9fca389\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ab2b8aa8-c2df-406d-a07c-7f11bc028525/Single%20plate%20shear10b.png\" data-asset-id=\"a8ad7b84-bd7a-4b20-93d8-6203e9fca389\" data-image-id=\"a8ad7b84-bd7a-4b20-93d8-6203e9fca389\" alt=\"\"></figure>\n<p><em>Fig. 10 Shear capacity of single plate shear connection welded to weak axis of column with respect to ‘a’.</em></p>\n<figure data-asset-id=\"f1bf624c-4d72-4f35-9779-a29ef2aaa8c4\" data-image-id=\"f1bf624c-4d72-4f35-9779-a29ef2aaa8c4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/44fd4e19-864d-4847-b6a0-915a1d7f7aa6/Single%20plate%20shear11.png\" data-asset-id=\"f1bf624c-4d72-4f35-9779-a29ef2aaa8c4\" data-image-id=\"f1bf624c-4d72-4f35-9779-a29ef2aaa8c4\" alt=\"\"></figure>\n<p><em>Fig. 11 IDEA StatiCa model of single plate shear connection welded to beam web.</em></p>\n<figure data-asset-id=\"f8803855-8f80-4287-8df2-cb64a011ad73\" data-image-id=\"f8803855-8f80-4287-8df2-cb64a011ad73\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/fb769e78-549a-43a9-adb7-6fc50f34e41c/Single%20plate%20shear12.png\" data-asset-id=\"f8803855-8f80-4287-8df2-cb64a011ad73\" data-image-id=\"f8803855-8f80-4287-8df2-cb64a011ad73\" alt=\"\"></figure>\n<p><em>Fig. 12 Shear Capacity of single plate shear connection welded to beam web with respect to ‘a’.</em></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n21f359a4_29ed_0159_8fb8_db2db6b6b912\"></object>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"n697d4f92_8019_01bf_eb49_53c5a44fc7cc\"></object>\n<h2>5 Location of the Point of Zero Moment</h2>\n<p>The design methodology for single plate shear connections in Part 10 of the AISC <em>Manual</em> (2017) presumes that the location of the point of zero moment is at the weld line. Accordingly, all the IDEA StatiCa analyses thus far in this document have utilized an equivalent assumption for the position on the member from the node where the load is applied, <em>X</em>. However, other choices of the location of the point of zero moment could be made, especially if the choice is made consistently with the location of the pin in the structural analysis model of the frame.</p>\n<p>Analyses were performed to investigate the impact of the location of the point of zero moment. For these analyses, the column is a W14x90, and the supported beam, which frames into the flange of the column, is a W18x143. Both conform to ASTM A992 (<em>F</em><em><sub>y</sub></em><sub> </sub>= 50 ksi, <em>F</em><em><sub>u</sub></em> = 65 ksi). The plate is 14 in. tall (<em>s</em> = 3 in., <em>l</em><em><sub>ev</sub></em> = 1 in.), 3/8 in. thick, and conforms to ASTM A572 Gr. 50 (<em>F</em><em><sub>y</sub></em><sub> </sub>= 50 ksi, <em>F</em><em><sub>u</sub></em> = 65 ksi). There is one vertical row of (5) 3/4 in. diameter A490 bolts with threads excluded from the shear plane and horizontal edge distance, <em>l</em><em><sub>eh</sub></em> = 1 in. Fillet welds were provided on both sides of the plate with size varying with plate thickness in accordance with the (<sup>5</sup>/<sub>8</sub>)<em>t</em><em><sub>p</sub></em> rule noted in Part 10 of the AISC <em>Manual</em> (2017). The distance from the weld line to the bolt line, <em>a</em>, was 9 in.</p>\n<p>Variation of the shear capacity with the distance <em>X</em> (measured from the centerline of the column to the location of the point of zero moment) is presented in Fig. 13. The controlling limit state per IDEA StatiCa was bolt tearout for x ≤ 16 in. and weld resistance for greater values of <em>X</em>. The controlling limit states for the traditional calculations using the modified IC method were bolt group strength for x &lt; 17 in. and shear rupture of the plate for greater values of <em>X</em>. The controlling limit state for the traditional calculations using the poison bolt method was bolt group strength for all values of <em>X</em>. It is interesting to note that the IDEA StatiCa results were near those from the poison bolt method for this comparison. For these cases, the direction of the force in the controlling bolt is near that of the worst-case condition used in the poison bolt method (Fig. 14).</p>\n<figure data-asset-id=\"f8f1b122-82d9-487e-9037-6a37aadf6566\" data-image-id=\"f8f1b122-82d9-487e-9037-6a37aadf6566\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/df624fb8-6c6a-41ba-a529-c7f320de608f/Single%20plate%20shear13.png\" data-asset-id=\"f8f1b122-82d9-487e-9037-6a37aadf6566\" data-image-id=\"f8f1b122-82d9-487e-9037-6a37aadf6566\" alt=\"\"></figure>\n<p><em>Fig. 13 Shear capacity of single plate shear connection versus the location of the point of zero moment</em></p>\n<figure data-asset-id=\"ca4b343c-7172-4c9e-8c00-eb535caaf1af\" data-image-id=\"ca4b343c-7172-4c9e-8c00-eb535caaf1af\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b0f5dd53-44a8-4400-8876-96667a9585fa/Single%20plate%20shear14.png\" data-asset-id=\"ca4b343c-7172-4c9e-8c00-eb535caaf1af\" data-image-id=\"ca4b343c-7172-4c9e-8c00-eb535caaf1af\" alt=\"\"></figure>\n<p><em>Fig. 14 Detailed results for connection the position of the point of zero moment located at the weld line.</em></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"de791749_3c52_01ea_bd94_9ad1a63d8074\"></object>\n<h2>6 Stiffness Analysis</h2>\n<p>In addition to strength requirements, single plate shear connections must also satisfy rotation capacity requirements. Section B3.4a of the AISC <em>Specification</em> (2016) states that “a simple connection shall have sufficient rotation capacity to accommodate the required rotation determined by the analysis of the structure.” For the traditional calculations, this requirement is satisfied by maximum plate and beam web thickness limitations described in Part 10 of the AISC <em>Manual</em> (2017). With IDEA StatiCa, this requirement can be satisfied by performing a stiffness analysis.</p>\n<p>The rotation capacities from a series of analyses on connections with varying plate thickness are presented in Fig. 15. For these analyses, the column is a W14x90, and the supported beam, which frames into the flange of the column, is a W18x130. Both conform to ASTM A992 (<em>F</em><em><sub>y</sub></em><sub> </sub>= 50 ksi, <em>F</em><em><sub>u</sub></em> = 65 ksi). The plate is 15 in. tall (<em>s</em> = 3 in., <em>l</em><em><sub>ev</sub></em> = 1.5 in.) and conforms to ASTM A572 Gr. 50 (<em>F</em><em><sub>y</sub></em><sub> </sub>= 50 ksi, <em>F</em><em><sub>u</sub></em> = 65 ksi). There is one vertical row of (5) 7/8 in. diameter A325 bolts with threads not excluded from the shear plane and horizontal edge distance, <em>l</em><em><sub>eh</sub></em> = 1.5 in. Fillet welds were provided on both sides of the plate with size varying with plate thickness in accordance with the (<sup>5</sup>/<sub>8</sub>)<em>t</em><em><sub>p</sub></em> rule noted in Part 10 of the AISC <em>Manual</em> (2017). The distance from the weld line to the bolt line, <em>a</em>, was 3 in. These connections satisfy the requirements for the conventional configuration and rotation capacity since all plate thicknesses are less than or equal to 1/2 in. (AISC <em>Manual </em>Table 10-9).</p>\n<p>The analyses were performed using the ‘ST’ (stiffness) analysis type. Unlike the previous analyses, these models were loaded with bending moments about the major axis of the beam. The rotational capacity was independent of the magnitude of applied load.</p>\n<p>Per Section B3.4a of the AISC <em>Specification</em> (2016) the required rotation capacity is determined from the structural analysis and depends on the framing and loads. A value of 0.03 rad or 30 mrad is commonly accepted as a reasonable upper bound for beam end rotation and the plate thickness limitations of Part 10 of the AISC <em>Manual</em> (2017) were calibrated to meet this upper bound (Muir and Thornton 2011). The rotation capacities shown in Fig. 15 are less than 30 mrad despite meeting the plate thickness requirements. The values may still be acceptable to a wide range of cases which have less beam end rotation than the upper bound, however, it is also possible that the stiffness analysis in IDEA StatiCa is not fully capturing the ductility of the connections.&nbsp;</p>\n<figure data-asset-id=\"7fea45b3-435e-42d2-bfb3-299061967305\" data-image-id=\"7fea45b3-435e-42d2-bfb3-299061967305\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2ff74085-3a3a-4d90-b4ab-9842e0993b74/Single%20plate%20shear15.png\" data-asset-id=\"7fea45b3-435e-42d2-bfb3-299061967305\" data-image-id=\"7fea45b3-435e-42d2-bfb3-299061967305\" alt=\"\"></figure>\n<p><em>Fig. 15 Rotation capacity with respect to varying plate thickness.</em></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"d9ab241d_ab2c_0125_7aec_7c0be2ef8566\"></object>\n<h2>7 Summary</h2>\n<p>This study compared the design of single plate shear connections by traditional calculation methods used in US practice and IDEA StatiCa. Key observations from the study include:</p>\n<ul>\n  <li>The available strength of single plate shear connections per IDEA StatiCa agrees well with traditional calculations using the method for extended configurations.</li>\n  <li>The available strength per IDEA StatiCa was found to be conservative in comparison to the traditional calculations using the method for conventional configurations, which assumes a reduced eccentricity in some cases.</li>\n  <li>IDEA StatiCa detects the clear distance for each bolt individually for consideration of tearout, resulting in appropriate reductions in strength when edge distances are small.</li>\n  <li>IDEA StatiCa allows the investigation of different assumed locations of the point of zero moment.</li>\n  <li>Stiffness analysis in IDEA StatiCa can be used to evaluate the rotation capacity requirements of AISC <em>Specification</em> Section B3.4a. However, the results were found to be conservative in comparison to the design rules presented in the AISC <em>Manual</em> for the cases examined.</li>\n</ul>\n<h2>8 References</h2>\n<p>AISC. (2016). Specification for Structural Steel Buildings. American Institute of Steel Construction, Chicago, Illinois.</p>\n<p>AISC. (2017). Steel Construction Manual, 15th Edition. American Institute of Steel Construction, Chicago, Illinois.</p>\n<p>Denavit, M. D., Franceschetti, N., and Shahan, A. (2021). Investigation of Bearing and Tearout of Steel Bolted Connections. Final Research Report to the American Institute of Steel Construction, Chicago, Illinois.</p>\n<p>Muir, L. S., and Thornton, W. A. (2011). “The Development of a New Design Procedure for Conventional Single-Plate Shear Connections.” AISC Engineering Journal, 48(2), 141–152.</p>"
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                                                                                                    "value": "<p>Strain check is performed at shell finite elements simulating plates. The yield strength is decreased by the capacity factor.</p>\n<p>The resulting equivalent stress (HMH, von Mises) and <a data-item-id=\"46a108f9-c505-4a5e-af09-1785b0efc4c6\" href=\"\">plastic strain</a> are calculated on plates. When the yield strength (multiplied by capacity factor <em>ϕ</em> = 0.9, which is editable in Code setup) on the bilinear material diagram is reached, the check of the equivalent plastic strain is performed. The limit value of 5 % is suggested in <a data-item-id=\"078b0460-9b50-4485-9ce3-a9d9d6fde2de\" href=\"\">Eurocode</a> (EN1993-1-5 App. C, Par. C8, Note 1). This value can be modified in the Code setup, but verification studies were made for this recommended value.</p>\n<p>The plate element is divided into five layers, and elastic/plastic behavior is investigated in each of them. The program shows the worst result from all of them.</p>\n<figure data-asset-id=\"7e963e93-aa1f-4a88-92e7-d4b45d22e169\" data-image-id=\"7e963e93-aa1f-4a88-92e7-d4b45d22e169\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/fbf06b51-8c3f-4ce3-91ac-72804c174a19/AS-Plates.PNG\" data-asset-id=\"7e963e93-aa1f-4a88-92e7-d4b45d22e169\" data-image-id=\"7e963e93-aa1f-4a88-92e7-d4b45d22e169\" alt=\"\"></figure>\n<p>The <a data-item-id=\"06158daa-1491-4e83-ac34-4964bd5a3c63\" href=\"\">CBFEM</a> method can provide stress a little bit higher than yield strength. The reason is the slight inclination of the plastic branch of the stress-strain diagram, which is used in the analysis to improve the stability of the interaction calculation. This is not a problem for practical design. The equivalent plastic strain is exceeded at higher stress, and the joint does not satisfy anyway.</p>"
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                                                                                                            "value": "<p>The forces in bolts including prying forces are determined by finite element analysis. The bolt resistances are checked by code provisions.</p>\n<h2>Bolts</h2>\n<p>Bolts are checked according to Chapter&nbsp;9.2 Design of bolts. The tensile and shear force in each bolt is determined by finite element analysis. Prying forces are taken into account as suggested by Clause&nbsp;9.1.8. Prying forces are determined by finite element analysis. Each shear plane is checked individually. Ply in the bearing is checked against the sum of shear forces at nearby planes.</p>\n<h3>Bolt in shear</h3>\n<p>A bolt subject to a design shear force is designed according to Cl.&nbsp;9.2.2.1 and shall satisfy:</p>\n<p>\\[ V_f^* \\le \\phi V_f \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>V</em><sub>f</sub>* – design shear force</li>\n  <li><em>ϕ</em> = 0.8 – capacity factor (Table 3.4) editable in Code setup</li>\n  <li><em>V</em><sub>f</sub> = 0.62 <em>f</em><sub>uf</sub> <em>A</em> – nominal shear capacity of a bolt</li>\n  <li><em>f</em><sub>uf</sub> – minimum tensile strength of the bolt as specified in Table 9.2.1</li>\n  <li><em>A</em> – area of a bolt equal either to <em>A</em><sub>c</sub> or <em>A</em><sub>o</sub> which are minor diameter area of the bolt as defined in AS 1275 or nominal plain shank area of the bolt, respectively. Each shear plane is checked individually.</li>\n</ul>\n<p>The value of <em>A</em><sub>c</sub> is in the software approximated by a function:</p>\n<p><em>A</em><sub>c</sub> = 0.0000163 · <em>A</em><sub>s</sub><sup>2</sup> + 0.91682 · <em>A</em><sub>s</sub> − 0.85375</p>\n<p>The maximal difference is 0.8&nbsp;mm<sup>2</sup> or 0.5&nbsp;%.</p>\n<p>Reduction factor given in Table 9.2.2.1 to account for the length of a bolted lap connection equals 1.0. The reduction is applied automatically by checking each bolt individually.</p>\n<p>According to Cl.&nbsp;9.2.2.5, for connections in which filler plates exceed 6 mm in thickness, the nominal shear capacity of a bolt shall be reduced by 15&nbsp;%. For multi-shear plane connection, the reduction is applied to all shear planes.</p>\n<h3>Bolt in tension</h3>\n<p>A bolt subject to design tension force is designed according to Cl.&nbsp;9.2.2.2 and shall satisfy:</p>\n<p>\\[ N_{tf}^* \\le \\phi N_{tf} \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>N</em><sub>tf</sub>* – design tension force</li>\n  <li><em>ϕ</em> = 0.8 – capacity factor (Table 3.4) editable in Code setup</li>\n  <li><em>N</em><sub>tf</sub> = <em>A</em><sub>s</sub> <em>f</em><sub>uf</sub> – nominal tensile capacity of a bolt</li>\n  <li><em>A</em><sub>s</sub> – tensile stress area of a bolt as specified in AS 1275</li>\n  <li><em>f</em><sub>uf</sub> – minimum tensile strength of the bolt as specified in Table 9.2.1</li>\n</ul>\n<h3>Bolt subject to combined shear and tension</h3>\n<p>A bolt required to resist both design shear and design tensile forces at the same time is designed according to Cl.&nbsp;9.2.2.3 shall satisfy:</p>\n<p>\\[ \\left ( \\frac{V_f^*}{\\phi V_f} \\right ) ^2 + \\left ( \\frac{N_{tf}^*}{\\phi N_{tf}} \\right ) ^2 \\le 1.0 \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em> = 0.8 – capacity factor (Table 3.4) editable in Code setup</li>\n</ul>\n<h3>Ply in bearing</h3>\n<p>A ply subject to a design bearing force due to a bolt in shear is designed according to Cl.&nbsp;9.2.2.4 and shall satisfy:</p>\n<p>\\[ V_b^* \\le ϕ V_b \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em> = 0.9 – capacity factor (Table 3.4) editable in Code setup</li>\n  <li>\\( V_b = 3.2 d_f t_p f_{up} \\le a_e t_p f_{up} \\) – nominal bearing of a ply</li>\n  <li><em>d</em><sub>f</sub> – diameter of a bolt</li>\n  <li><em>t</em><sub>p</sub> – thickness of the ply</li>\n  <li><em>f</em><sub>up</sub> – tensile strength of the ply</li>\n  <li><em>a</em><sub>e</sub> – minimum distance from the edge of a hole to the edge of a ply, measured in the direction of the component of a force, plus half the bolt diameter. The edge of a ply shall be deemed to include the edge of an adjacent bolt hole</li>\n</ul>\n<h3>Friction-type connections</h3>\n<p>For friction-type connections, the slip in serviceability limit state is required to be limited and designed according to Cl.&nbsp;9.2.3. These bolts should be also checked as bearing type for ultimate limit state. A bolt subjected to shear force shall satisfy:</p>\n<p>\\[ V_{sf}^* \\le ϕ V_{sf} \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em> = 0.7 – capacity factor (Chapter 3.5.5) editable in Code setup</li>\n  <li><em>V</em><sub>sf</sub> = <em>μ N</em><sub>ti</sub> <em>k</em><sub>h</sub> – nominal shear capacity of a bolt</li>\n  <li><em>μ</em> = 0.35 – slip factor as specified in Clause&nbsp;9.2.3.2 editable in Code setup</li>\n  <li><em>N</em><sub>ti</sub> – minimum bolt tension at installation as specified in Clause&nbsp;15.2.2.2</li>\n</ul>\n<table><tbody>\n  <tr><td>Nominal diameter of bolt</td><td>Minimum bolt pretension [kN]</td></tr>\n  <tr><td>M16</td><td>95</td></tr>\n  <tr><td>M20</td><td>145</td></tr>\n  <tr><td>M24</td><td>210</td></tr>\n  <tr><td>M30</td><td>335</td></tr>\n  <tr><td>M36</td><td>490</td></tr>\n  <tr><td>Other</td><td>\\(A_s \\cdot 600\\) MPa</td></tr>\n</tbody></table>\n<ul>\n  <li><em>k </em><sub>h</sub> – factor for different hole types, as specified in Clauses&nbsp;9.2.3.1 and 14.3.2\n    <ul>\n      <li><em>k </em><sub>h</sub> = 1 for standard holes (+2&nbsp;mm for <em>d </em><sub>f</sub> ≤ 24&nbsp;mm, +3&nbsp;mm otherwise)</li>\n      <li><em>k </em><sub>h</sub> = 0.85 for short slotted (hole length ≤ max(1.33 <em>d </em><sub>f</sub>, <em>d </em><sub>f</sub> + 10&nbsp;mm)) and oversize holes</li>\n      <li><em>k </em><sub>h</sub> = 0.70 for long slotted holes</li>\n    </ul>\n  </li>\n</ul>\n<p>Number of effective interfaces, <em>n</em><sub>ei</sub>, is always equal to 1, because each interface is checked separately.</p>\n<p>Bolts in a friction-type connections loaded by <strong>combined shear and tension</strong> should satisfy:</p>\n<p>\\[ \\left ( \\frac{V_{sf}^*}{ϕ V_{sf}} \\right ) + \\left ( \\frac{N_{tf}^*}{ϕ N_{tf}} \\right ) \\le 1.0 \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>V</em><sub>sf</sub>* – design shear force on the bolt in the plane of the interfaces</li>\n  <li><em>N</em><sub>tf</sub>* – design tensile force on the bolt</li>\n  <li><em>ϕ</em> = 0.7 – capacity factor (Chapter&nbsp;3.5.5) editable in Code setup</li>\n  <li><em>V</em><sub>sf</sub> – nominal shear capacity of the bolt</li>\n  <li><em>N</em><sub>tf</sub> = <em>N</em><sub>ti</sub> – nominal tensile capacity of the bolt equal to minimum bolt tension at installation</li>\n</ul>\n<p>Friction-type connections should be also checked for ultimate limit state. The bolt type should be changed to bearing – tension/shear interaction, the loads increased appropriately and the joint should be checked again.</p>"
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                                                                                                                    "value": "<p>Fillet welds are checked according to AS 4100 - Chapter 9.6. The strength of CJP groove welds is assumed the same as the base metal and is not checked.</p>\n<p>It is possible to set butt welds or fillet welds and along the full edge length, partial welds, or intermittent welds. Butt welds are assumed to have the same strength as the welded member and are not checked. In the case of fillet welds, the weld element is inserted between interpolation links connecting plates to each other. The weld element has a specified elasto-plastic material diagram to redistribute the stress along the weld length so that the long welds, multi-orientation welds or welding to unstiffened flange have similar resistance as according to hand calculation. The most stressed weld element is decisive in the weld check.</p>\n<p>A fillet weld subject to a design force per unit length of weld, <em>v</em><sub>w</sub>*, is designed according to Cl.&nbsp;9.6.3.10 and shall satisfy:</p>\n<p>\\[ v_w^* \\le ϕ v_w \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em> = 0.8 – capacity factor (Chapter 3.4) editable in Code setup</li>\n  <li><em>v</em><sub>w</sub> = 0.6 <em>f</em><sub>uw</sub> <em>t</em><sub>t</sub> – nominal capacity of a fillet weld per unit length</li>\n  <li><em>f</em><sub>uw</sub> – nominal tensile strength of weld metal (Table 9.6.3.10 (A))</li>\n  <li><em>t</em><sub>t</sub> – design throat thickness</li>\n</ul>\n<p>The reduction factor, <em>k</em><sub>r</sub> is assumed equal to 1 (weld shorter than 1.7&nbsp;m).</p>\n<p>The weld diagrams show stress according to the following formula:</p>\n<p>\\[ \\sigma = \\sqrt{ \\sigma_{\\perp}^2 + \\tau_{\\perp}^2 + \\tau_{\\parallel}^2 } \\]</p>\n<figure data-asset-id=\"ffed132b-d4b9-4dd3-a7f0-980232559f11\" data-image-id=\"ffed132b-d4b9-4dd3-a7f0-980232559f11\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a1a3ce82-7d5c-4c7f-8b04-bfd8b9be0390/weld.png\" data-asset-id=\"ffed132b-d4b9-4dd3-a7f0-980232559f11\" data-image-id=\"ffed132b-d4b9-4dd3-a7f0-980232559f11\" alt=\"\"></figure>"
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                                                                                                                                "description": "The concrete below the base plate is simulated by Winkler subsoil with uniform stiffness, which provides the contact stresses. IDEA StatiCa - concrete design software for structural code-check of concrete constructions.",
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                                                                                                                            "value": "<p>Concrete below base plate is simulated by Winkler subsoil with uniform stiffness, which provides the contact stresses. The average stress at the loaded area in contact with base plate is used for compressive check.</p>\n<h2>Concrete bearing surface</h2>\n<p>Concrete bearing surface is checked according to AS3600: 2018 – Cl.&nbsp;12.6. The design bearing stress at a concrete surface shall not exceed:</p>\n<p>\\[ ϕ f_b = ϕ 0.9 f'_c \\sqrt{\\frac{A_2}{A_1}} \\le ϕ 1.8 f'_c \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em> = 0.6 – capacity factor (Table 2.2) editable in Code setup</li>\n  <li><em>f'</em><sub>c</sub> – characteristic compressive cylinder strength of concrete at 28 days</li>\n  <li><em>A</em><sub>1</sub> – bearing area</li>\n  <li><em>A</em><sub>2</sub> – largest area of the supporting surface that is geometrically similar and concentric with <em>A</em><sub>1</sub>. The side slopes of the frustum are 1 longitudinally and 2 transversally with respect to the direction of the load.</li>\n</ul>\n<p>The design bearing stress, <em>σ</em>, equals to the average stress under the base plate on the area below the base plate in contact with concrete.</p>\n<h2>Transfer of shear</h2>\n<p>The shear action at the base plate is assumed to be transferred from the column to the concrete foundation by:</p>\n<ol>\n  <li>Friction between base plate and concrete / grout</li>\n  <li>Shear lug</li>\n  <li>Anchor bolts</li>\n</ol>\n<h3>Shear force transfer by friction</h3>\n<p>The shear capacity is calculated according to Gianluca Ranzi, Peter Kneen: Design of Pinned Column Base Plates, <em>Journal of the Australian Steel Institute</em>, vol. 36, no. 2, September 2002 – Chapter 6.5.3 as follows:</p>\n<p>\\[ ϕ V_f = ϕ μ N_c^* \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em> = 0.8 – capacity factor</li>\n  <li><em>μ</em> = 0.55 – coefficient of friction editable in Code setup</li>\n  <li><em>N</em><sub>c</sub>* – column design axial compression load</li>\n</ul>\n<h3>Shear force transfer by shear lug</h3>\n<p>If shear force is transferred by the shear lug, the shear lug is modeled by finite elements, and its plates and welds are checked by the finite element method and weld components. Additional checks are required – bearing concrete strength; concrete edge strength.</p>\n<h3>Bearing concrete strength</h3>\n<p>The bearing strength of concrete is checked according to Gianluca Ranzi, Peter Kneen: Design of Pinned Column Base Plates, <em>Journal of the Australian Steel Institute</em>, vol. 36, no. 2, September 2002 – Chapter 6.5.5:</p>\n<p>\\[ ϕ_c V_b = 0.85 ϕ_c f'_c A_{sl} \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em><sub>c</sub> = 0.6 – capacity factor for concrete in bearing editable in Code setup</li>\n  <li><em>f'</em><sub>c</sub> – characteristic compressive cylinder strength of concrete at 28 days</li>\n  <li><em>A</em><sub>sl</sub> – projected area of the embedded shear lug in the direction of the force, excluding the portion of the lug in contact with the grout above the concrete member</li>\n</ul>\n<h4>Concrete edge strength</h4>\n<p>If a shear force is acting against a free concrete edge it should be verified that the concrete is able to carry the applied shear action. The concrete edge strength is checked according to Gianluca Ranzi, Peter Kneen: Design of Pinned Column Base Plates, <em>Journal of the Australian Steel Institute</em>, vol. 36, no. 2, September 2002 – Chapter 6.5.5:</p>\n<p>\\[ ϕ V_{ce} = ϕ 0.33 \\sqrt{f'_c} A_{Vc} \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em> =0.85 – capacity factor</li>\n  <li><em>f'</em><sub>c</sub> – characteristic compressive cylinder strength of concrete at 28 days</li>\n  <li><em>A</em><sub>Vc</sub> – effective stress area defined by projecting a 45° plane from the bearing edges of the shear lug to the free surface in the direction of the shear load. The bearing area of the shear lug is excluded from the projected area</li>\n</ul>\n<h3>Shear force transfer by anchors</h3>\n<p>The shear force is assumed to be transferred by anchors. Force in each anchor is determined by finite element method. Each anchor or anchor group is checked for steel failure in shear, concrete edge failure, concrete pry-out failure, and combined tension and shear loading if tension is also present.</p>"
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                                                                                                                                    "value": "<p>The forces in anchors including prying forces are determined by finite element analysis, but the resistances are checked using code provisions of AS 5216.</p>\n<p>The check of anchors is provided according to AS 5216:2018. Although the code does not specifically provide some formulas for cast-in anchors, the formulas are the same as in SA TS 101:2015 where cast-in anchors are specifically mentioned. Cracked or uncracked concrete can be selected in Code setup. Cracked concrete is conservatively assumed as default. Concrete cone breakout check in tension and shear may be disregarded in Code setup, which means the force is assumed to be transferred via reinforcement. User is provided with the magnitude of this force. Due to the use of concrete cone breakout resistance in the formula in concrete pry-out failure check, this check is also disregarded.</p>\n<p>Following checks of anchors loaded in tension are not provided and should be checked using information in relevant Technical Product Specification (testing according to AS 5216:2018: Appendix A):</p>\n<ul>\n  <li>Pull-out failure of fastener (for post-installed mechanical anchors) –&nbsp;AS 5216:2018: 6.2.4,</li>\n  <li>Combined pull-out and concrete cone&nbsp;failure&nbsp;(for post-installed bonded anchors)&nbsp;–&nbsp;AS 5216:2018:&nbsp;6.2.5,</li>\n  <li>Concrete splitting&nbsp;failure&nbsp;–&nbsp;AS 5216:2018:&nbsp;6.2.6.</li>\n</ul>\n<p>Concrete blow-out failure is provided only for anchors with washer plates.</p>\n<h3>Steel failure in tension</h3>\n<p>Steel failure in tension is checked according to Cl.&nbsp;6.2.2:</p>\n<p>\\[ ϕ_{Ms} N_{tf} = ϕ_{Ms} A_s f_{uf} \\]</p>\n<p>where:</p>\n<ul>\n  <li>\\( ϕ_{Ms} = \\frac{5 f_{yf}}{6 f_{uf}} \\le 1/1.4 \\) – capacity factor for steel failure in tension (Table&nbsp;3.2.4)</li>\n  <li><em>A</em><sub>s</sub> – tensile stress area of a bolt as specified in AS&nbsp;1275</li>\n  <li><em>f</em><sub>uf</sub> – minimum tensile strength of the bolt as specified in AS&nbsp;4100 – Table&nbsp;9.3.1</li>\n</ul>\n<h3>Concrete cone failure</h3>\n<p>Concrete cone failure is checked according to Cl. 6.2.3 and is provided for the group of anchors (where applicable). The characteristic strength of the tensioned fasteners in a group or a single fastener is:</p>\n<p>\\[ ϕ_{Mc} N_{Rk,c} = ϕ_{Mc} N_{Rk,c}^0 \\left ( \\frac{A_{c,N}}{A^0_{c,N}} \\right ) \\psi_{s,N} \\psi_{re,N} \\psi_{ec,N} \\psi_{M,N} \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em><sub>Mc</sub> – capacity factor for anchor failure modes connected to concrete editable in code setup; recommended value is 1/1.5 (Table&nbsp;3.2.4)</li>\n  <li>\\( N_{Rk,c}^0 = k_1 \\sqrt{f'_c} h_{ef}^{1.5} \\) – characteristic strength of a fastener, remote from the effects of adjacent fasteners or edges of the concrete member – Cl.&nbsp;6.2.3.2</li>\n  <li><em>A</em><sub>c,N</sub> – actual projected area of the failure cone of the fastener that is limited by adjacent fasteners and edges of the concrete member – Cl.&nbsp;6.2.3.3</li>\n  <li><em>A</em><sub>c,N</sub><sup>0</sup> = <em>s</em><sub>cr,N</sub><sup>2</sup> – reference projected area of a single fastener with an edge distance at least equal to 1.5&nbsp;<em>h</em><sub>ef</sub> – Cl.&nbsp;6.2.3.3</li>\n  <li>\\( \\psi_{s,N} = 0.7 + 0.3 \\frac{c}{c_{cr,N}} \\le 1 \\) – parameter related to the distribution of stresses in the concrete due to the proximity of the fastener to an edge of the concrete member – Cl.&nbsp;6.2.3.4</li>\n  <li>\\( \\psi_{re,N} = 0.5 + \\frac{h_{ef}}{200} \\le 1 \\)– parameter accounting for the shell spalling effect – Cl.&nbsp;6.2.3.5</li>\n  <li>\\( \\psi_{ec,N} = \\frac{1}{1+2 e_N / s_{cr,N}} \\le 1 \\) – parameter accounting for eccentricity of the resultant load in a fastener group – Cl.&nbsp;6.2.3.6</li>\n  <li>\\( \\psi_{M,N} = 2- \\frac{2 z}{3 h_{ef}} \\ge 1 \\) – parameter accounting for the effect of a compression force between the fixture and concrete – Cl.&nbsp;6.2.3.7; this parameter is equal to 1 if <em>c</em> &lt; 1.5 <em>h</em><sub>ef</sub> or the ratio of the compressive force (including the compression due to bending) to the sum of tensile forces in anchors is smaller than 0.8</li>\n  <li>\\item <em>k</em><sub>1</sub> – parameter; for cast-in anchors (Anchor type – washer plates) <em>k</em><sub>1</sub> = <em>k</em><sub>cr,N</sub> = 8.9 for cracked concrete and <em>k</em><sub>1</sub> = <em>k</em><sub>ucr,N</sub> = 12.7 for uncracked concrete; for post-installed anchors (Anchor type – straight) <em>k</em><sub>1</sub> = <em>k</em><sub>cr,N</sub> = 7.7 for cracked concrete and <em>k</em><sub>1</sub> = <em>k</em><sub>ucr,N</sub> = 11.0 for uncracked concrete</li>\n  <li><em>s</em><sub>cr,N</sub> = 2 <em>c</em><sub>cr,N</sub> = 3 <em>h</em><sub>ef</sub> – spacing of fasteners</li>\n  <li><em>c</em><sub>cr,N</sub> = 1.5 <em>h</em><sub>ef</sub> – characteristic edge distance</li>\n  <li><em>h</em><sub>ef</sub> – effective embedment depth of the fastener, in case of narrow concrete member, Cl.&nbsp;6.2.3.8 applies and\\( h'_{ef} = \\max \\left ( \\frac{c_{max}}{c_{cr,N}}h_{ef}; \\, \\frac{s_{max}}{s_{cr,N}}h_{ef} \\right ) \\)</li>\n  <li><em>z</em> – internal lever arm</li>\n  <li><em>c</em> – smallest edge distance</li>\n</ul>\n<p>The concrete breakout cone area for group of anchors loaded by tension that create common concrete cone, <em>A</em><sub>c,N</sub>, is shown by red dashed line.</p>\n<figure data-asset-id=\"0618ccf0-0c5d-47e2-b8c3-c2f0539ab219\" data-image-id=\"0618ccf0-0c5d-47e2-b8c3-c2f0539ab219\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/98effa12-7603-4f61-96c1-3589a051ad77/AcN.png\" data-asset-id=\"0618ccf0-0c5d-47e2-b8c3-c2f0539ab219\" data-image-id=\"0618ccf0-0c5d-47e2-b8c3-c2f0539ab219\" alt=\"\"></figure>\n<p>According to Cl.&nbsp;6.2.8, the supplementary reinforcement may be used to transfer forces causing concrete cone failure. Such reinforcement should be designed in accordance with AS&nbsp;3600.</p>\n<h3>Pull-out failure</h3>\n<p>Pull-out failure is checked for cast-in headed fasteners (Anchor type – washer plate) according to SA&nbsp;TS&nbsp;101:2015 – Cl.&nbsp;6.2.3:</p>\n<p>\\[ ϕ_{Mc} N_{Rk,p} = k_1 A_h f'_c \\]</p>\n<ul>\n  <li><em>ϕ</em><sub>Mc</sub> – capacity factor for anchor failure modes connected to concrete editable in code setup; recommended value is 1/1.5 (Table&nbsp;3.2.4)</li>\n  <li><em>k</em><sub>1</sub> –parameter relating to the state of the concrete; for cracked concrete <em>k</em><sub>1</sub> = 8.0, for uncracked concrete <em>k</em><sub>1</sub> = 11.2</li>\n  <li><em>A</em><sub>h</sub> – area of the load-bearing head of the fastener; for circular washer plate \\( A_h = \\frac{\\pi}{4} \\left ( d_h^2 - d^2 \\right \\)$, for rectangular washer plate \\( A_h = a_{wp}^2 - \\frac{\\pi}{4} d^2 \\)</li>\n  <li><em>d</em><sub>h</sub> ≤ 6 <em>t</em><sub>h</sub> + <em>d</em> – diameter of head of fastener</li>\n  <li><em>t</em><sub>h</sub> – thickness of the head of the headed fastener</li>\n  <li><em>d</em> – diameter of the shank of the fastener</li>\n  <li><em>a</em><sub>wp</sub> – length of the edge of the rectangle washer plate</li>\n  <li><em>f'</em><sub>c</sub> – characteristic compressive strength of concrete</li>\n</ul>\n<p>The pull-out failure for other than cast-in headed anchors is not calculated and the resistance should be guaranteed by a manufacturer or determined by testing and assessment in accordance with Appendix&nbsp;A.</p>\n<p>Neither resistance to splitting failure during installation (Cl.&nbsp;6.2.6.1) nor due to loading (Cl.&nbsp;6.2.6.2) is provided and should be guaranteed by a manufacturer or determined by testing and assessment in accordance with Appendix&nbsp;A.</p>\n<h3>Blow-out failure</h3>\n<p>Blow-out failure is checked for headed anchors (Anchor type – washer) with edge distance <em>c</em> ≤ 0.5 <em>h</em><sub>ef</sub> according to Cl.&nbsp;6.2.7. Anchors are treated as a group if their spacing near the edge is <em>s</em> ≤ 4 <em>c</em><sub>1</sub>. Undercut anchors can be checked the same way but the value of <em>A</em><sub>h</sub> is unknown in the software. The blow-out failure of undercut anchors can be determined by selecting washer plate with the corresponding dimension.</p>\n<p>\\[ ϕ_{Mc} N_{Rk,cb} = ϕ_{Mc} N_{Rk,cb}^0 \\frac{A_{c,Nb}}{A_{c,Nb}^0} \\psi_{s,Nb} \\psi_{g,Nb} \\psi_{ec,Nb} \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em><sub>Mc</sub> – capacity factor for anchor failure modes connected to concrete editable in code setup; recommended value is 1/1.5 (Table&nbsp;3.2.4)</li>\n  <li>\\( N_{Rk,cb}^0 = k_5 c_1 \\sqrt{A_h} \\sqrt{f'_c} \\) – characteristic strength of a single fastener remote from the effects of adjacent fasteners and edges of the concrete member – Cl.&nbsp;6.2.7.2</li>\n  <li><em>A</em><sub>c,Nb</sub> – actual projected area for the fastener that is limited by the edges of the concrete member (<em>c</em><sub>2</sub> ≤ 2 <em>c</em><sub>1</sub>, the presence of adjacent fasteners (<em>s</em> ≤ 4 <em>c</em><sub>1</sub>) or the member thickness – Cl.&nbsp;6.2.7.3</li>\n  <li><em>A</em><sub>c,Nb</sub><sup>0</sup> = (4 <em>c</em><sub>1</sub>)<sup>2</sup> – reference projected area of a single fastener with an edge distance equal to <em>c</em><sub>1</sub> – Cl.&nbsp;6.2.7.3</li>\n  <li>\\( \\psi_{s,Nb} = 0.7+0.3 \\frac{c_2}{2 c_1} \\le 1 \\) – parameter accounting for the disturbance of stresses in the concrete due to the close proximity of the fastener to a corner of the concrete member – Cl.&nbsp;6.2.7.4</li>\n  <li>\\( \\psi_{g,Nb} = \\sqrt{n} + (1-\\sqrt{n}) \\frac{s_2}{4c_1} \\ge 1 \\) – parameter accounting for a group effect – Cl.&nbsp;6.2.7.5</li>\n  <li>\\( \\psi_{ec,Nb} = \\frac{1}{1+2 e_N / s_{cr,Nb}} \\le 1 \\) – parameter accounting for eccentricity of loading on a fastener group – Cl.&nbsp;6.2.7.6</li>\n  <li><em>k</em><sub>5</sub> – parameter related to the state of the concrete; for cracked concrete <em>k</em><sub>5</sub> = 8.7, for uncracked concrete <em>k</em><sub>5</sub> = 12.2</li>\n  <li><em>c</em><sub>1</sub> – edge distance of fastener in direction 1 towards the closest edge</li>\n  <li><em>c</em><sub>2</sub> – edge distance of fastener perpendicular to direction 1 that is the smallest edge distance in a narrow member with multiple edge distances</li>\n  <li><em>A</em><sub>h</sub> – area of the load-bearing head of the fastener; for circular washer plate \\( A_h = \\frac{\\pi}{4} \\left ( d_h^2 - d^2 \\right \\), for rectangular washer plate \\( A_h = a_{wp}^2 - \\frac{\\pi}{4} d^2 \\)</li>\n  <li><em>f'</em><sub>c</sub> – characteristic compressive strength of concrete</li>\n  <li><em>n</em> – number of fasteners in a row parallel to the edge of the concrete member</li>\n  <li><em>s</em><sub>2</sub> – spacing of fasteners in a group perpendicular to direction 1</li>\n  <li><em>s</em><sub>cr,Nb</sub> = 4 <em>c</em><sub>1</sub> – spacing that is required for a fastener to develop its characteristic tensile strength against blow-out failure</li>\n</ul>\n<h3>Steel failure in shear</h3>\n<p>Steel failure in shear is determined according to Cl.&nbsp;7.2.2. It is assumed that the anchor is made of threaded rod with the same material properties as bolts.</p>\n<h4>Shear force without lever arm</h4>\n<p>Shear force without lever arm is assumed if stand-off – direct is selected. It is assumed that fasteners are from ductile steel and factor <em>k</em><sub>7</sub> = 1. Each fastener is checked separately. The resistance is determined according to AS&nbsp;5216 – Cl.&nbsp;7.2.2.2 and AS&nbsp;4100 – Cl.&nbsp;9.2.2.1:</p>\n<p>\\[ ϕ_{Ms} V_{Rk,s} = ϕ_{Ms} 0.62 f_{uf} A \\]</p>\n<p>where:</p>\n<ul>\n  <li>\\( ϕ_{Ms} = f_{yf} / f_{uf} \\le 0.8 \\) when <em>f</em><sub>uf</sub> ≤ 800&nbsp;MPa and <em>f</em><sub>yf</sub> / <em>f</em><sub>uf</sub> ≤ 0.8; <em>ϕ</em><sub>Ms</sub> = 2/3 otherwise – capacity factor for steel failure in shear (Table&nbsp;3.2.4)</li>\n  <li><em>f</em><sub>uf</sub> – minimum tensile strength of the bolt as specified in AS&nbsp;4100 Table&nbsp;9.2.1</li>\n  <li><em>A</em> – area of a bolt equal either to <em>A</em><sub>c</sub> or <em>A</em><sub>o</sub> which are minor diameter area of the bolt as defined in AS&nbsp;1275 or nominal plain shank area of the bolt, respectively</li>\n</ul>\n<p>For fasteners with <em>h</em><sub>ef</sub> / d &lt; 5 in concrete having <em>f’</em><sub>c</sub> &lt; 20&nbsp;MPa, <em>V</em><sub>Rk,s</sub> is multiplied by a factor equal to 0.8.</p>\n<h4>Shear force with lever arm</h4>\n<p>Steel shear strength with lever arm is calculated according to Cl.&nbsp;7.2.2.3:</p>\n<p>\\[ ϕ_{Ms} V_{Rk,s,M} = ϕ_{Ms} \\frac{\\alpha_M M_{Rk,s}}{l_a} \\]</p>\n<p>where:</p>\n<ul>\n  <li>\\( ϕ_{Ms} = f_{yf} / f_{uf} \\le 0.8 \\) when <em>f</em><sub>uf</sub> ≤ 800&nbsp;MPa and <em>f</em><sub>yf</sub> / <em>f</em><sub>uf</sub> ≤ 0.8; <em>ϕ</em><sub>Ms</sub> = 2/3 otherwise – capacity factor for steel failure in shear (Table&nbsp;3.2.4)</li>\n  <li><em>α</em><sub>M</sub> = 2 – parameter accounting for the degree of restraint, fixture is assumed to be prevented from rotating – Cl.&nbsp;4.2.2.4</li>\n  <li>\\( M_{Rk,s} = M_{Rk,s}^0 \\left ( 1- \\frac{N^*}{ϕ_{Ms} N_{Rk,s}} \\right ) \\) – characteristic flexural strength of the fastener influenced by the axial load</li>\n  <li><em>l</em><sub>a</sub> = <em>a</em><sub>3</sub> + <em>e</em><sub>1</sub> – length of the lever arm</li>\n  <li><em>a</em><sub>3</sub> = 0.5 <em>d</em> – distance between the assumed point of restraint of the fastener loaded in shear and the surface of the concrete</li>\n  <li><em>e</em><sub>1</sub> = <em>t</em><sub>g</sub> + <em>t</em><sub>fix</sub> / 2 – eccentricity of the applied shear load relative to the concrete surface, neglecting the thickness of a levelling grout or mortar</li>\n  <li><em>t</em><sub>g</sub> – thickness of grout layer</li>\n  <li><em>t</em><sub>fix</sub> – thickness of base plate</li>\n  <li><em>d</em> – nominal diameter of the fastener</li>\n  <li><em>N</em>* – design tension load</li>\n  <li><em>ϕ</em><sub>Ms</sub> <em>N</em><sub>Rk,s</sub> – tensile strength of a fastener to steel failure</li>\n  <li><em>M</em><sub>Rk,s</sub><sup>0</sup> = 1.2 <em>W</em><sub>el</sub> <em>f</em><sub>uf</sub> – characteristic flexural strength of the fastener – ETAG&nbsp;001 – Annex&nbsp;C</li>\n  <li><em>W</em><sub>el</sub> = π <em>d</em><sup>3</sup> / 32 – elastic section modulus of the fastener, the diameter reduced by threads, \\( d_s = \\sqrt{\\frac{4 A_s}{\\pi}} \\), is used instead of nominal diameter, <em>d</em>, if Shear plane in thread is selected</li>\n</ul>\n<h3>Concrete edge failure</h3>\n<p>Concrete edge failure is checked according to Cl.&nbsp;7.2.3. If concrete cones of fasteners intersect, they are checked as a group. The edges in the direction of the shear load are checked. All load at a base plate is presumed to be transferred by a fastener near the checked edge.</p>\n<p>\\[ ϕ_{Mc} V_{Rk,c} = ϕ_{Mc} V_{Rk,c}^0 \\frac{A_{c,V}}{A_{c,V}^0} \\psi_{s,V} \\psi_{h,V} \\psi_{ec,V} \\psi_{\\alpha,V} \\psi_{re,V} \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em><sub>Mc</sub> – capacity factor for anchor failure modes connected to concrete editable in code setup; recommended value is 1/1.5 (Table&nbsp;3.2.4)</li>\n  <li>\\( V_{Rk,c}^0 = k_9 d^{\\alpha} l_f^{\\beta} \\sqrt{f'_c} c_1^{1.5} \\) – initial value of the characteristic shear strength of the fastener – Cl.&nbsp;7.2.3.2</li>\n  <li><em>A</em><sub>c,V</sub> – actual area of idealised concrete break-out body – Cl.&nbsp;7.2.3.3</li>\n  <li><em>A</em><sub>c,V</sub><sup>0</sup> = 4.5 <em>c</em><sub>1</sub><sup>2</sup> – reference projected area of failure cone – Cl.&nbsp;7.2.3.3</li>\n  <li>\\( psi_{s,V} = 0.7 + 0.3 \\frac{c_2}{1.5 c_1} \\le 1 \\) – parameter accounting for the disturbance to the distribution of stresses in the concrete member – Cl.&nbsp;7.2.3.4</li>\n  <li>\\( \\psi_{h,V} = \\left ( \\frac{1.5 c_1}{h} \\right ) ^{0.5} \\ge 1 \\) – parameter accounting for the influence of member thickness – Cl.&nbsp;7.2.3.5</li>\n  <li>\\( \\psi_{ec,V} = \\frac{1}{1+2 e_V / (3c_1)} \\le 1 \\) – parameter accounting for the eccentricity of the resultant load in a fastener group – Cl.&nbsp;7.2.3.6</li>\n  <li>\\( \\psi_{\\alpha,V} = \\sqrt{\\frac{1}{(\\cos \\alpha_V)^2 + (0.5 \\sin \\alpha_V)^2}} \\ge 1 \\) – parameter accounting for the angle of the applied load – Cl.&nbsp;7.2.3.7</li>\n  <li><em>ψ</em><sub>re,V</sub> = 1 – parameter accounting for the shell spalling effect – Cl.&nbsp;7.2.3.8, no edge reinforcement or stirrups are assumed</li>\n  <li><em>k</em><sub>9</sub> – parameter accounting for the state of the concrete; for cracked concrete <em>k</em><sub>9</sub> = 1.7, for uncracked concrete <em>k</em><sub>9</sub> = 2.4</li>\n  <li><em>d</em> – nominal diameter of the fastener</li>\n  <li>\\( \\alpha = 0.1 \\left ( \\frac{l_f}{c_1} \\right ) ^{0.5} \\)</li>\n  <li>\\( \\beta = 0.1 \\left ( \\frac{d}{c_1} \\right ) ^{0.2} \\)</li>\n  <li><em>l</em><sub>f</sub> = <em>h</em><sub>ef</sub> ≤ 12 <em>d</em> where <em>d</em> ≤ 24&nbsp;mm; <em>l</em><sub>f</sub> = <em>h</em><sub>ef</sub> ≤ max (8 <em>d</em>, 300&nbsp;mm) where <em>d</em> &gt; 24&nbsp;mm – parameter related to the length of the fastener</li>\n  <li><em>f'</em><sub>c</sub> – characteristic compressive cylinder strength of concrete at 28 days</li>\n  <li><em>c</em><sub>1</sub> – edge distance of fastener to the investigated edge; according to Cl.&nbsp;7.2.3.9, for a narrow member, <em>c</em><sub>2,max</sub> &lt; 1.5 <em>c</em><sub>1</sub> that is also deemed to be thin, <em>h</em> &lt; 1.5 <em>c</em><sub>1</sub>, <em>c'</em><sub>1</sub> is used in previous equations instead of <em>c</em><sub>1</sub>; the reduced <em>c'</em><sub>1</sub> = max (<em>c</em><sub>2,max</sub> / 1.5, <em>h</em>/ 1.5, <em>s</em><sub>c,max</sub> / 3)</li>\n  <li><em>c</em><sub>2</sub> – the smaller edge distance of fastener in the direction perpendicular to the investigated edge</li>\n  <li><em>h</em> – concrete member thickness</li>\n  <li><em>e</em><sub>V</sub> – eccentricity of the resultant shear force acting on a group of fasteners relative to the centre of gravity of the fasteners loaded in shear</li>\n  <li><em>α</em><sub>V</sub> – angle between the applied load to the fastener or fastener group and the direction perpendicular to the free edge under consideration, 0° &lt; <em>α</em><sub>V</sub> &lt; 90°</li>\n  <li><em>h</em><sub>ef</sub> – effective embedment depth of the fastener</li>\n</ul>\n<p>According to Cl.&nbsp;6.2.8, the supplementary reinforcement may be used to transfer forces causing concrete edge failure and/or concrete pryout failure. Such reinforcement should be designed in accordance with AS&nbsp;3600.</p>\n<h3>Concrete pry-out failure</h3>\n<p>Concrete pry-out failure is checked according to Cl.&nbsp;7.2.4. All anchors at one base plate are assumed to be loaded in shear and the concrete breakout resistance, <em>N</em><sub>Rk,c</sub>, used in the calculation, is calculated with the assumptions of all anchors loaded in tension without any eccentricity. No supplementary reinforcement is assumed.</p>\n<p>\\[ ϕ_{Mc} V_{Rk,cp} = ϕ_{Mc} k_8 N_{Rk,c} \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>ϕ</em><sub>Mc</sub> – capacity factor for anchor failure modes connected to concrete editable in code setup; recommended value is 1/1.5 (Table&nbsp;3.2.4)</li>\n  <li><em>k</em><sub>8</sub> – parameter published in the Report of Assessment, according to ETAG&nbsp;001 – Annex&nbsp;C, for <em>h</em><sub>ef</sub> &lt; 60&nbsp;mm, <em>k</em><sub>8</sub> = 1 and for <em>h</em><sub>ef</sub> ≥ 60&nbsp;mm, <em>k</em><sub>8</sub> = 2</li>\n  <li><em>N</em><sub>Rk,c</sub> – characteristic concrete cone strength for a single fastener or fastener in a group</li>\n</ul>\n<h3>Combined tension and shear loading</h3>\n<p>The resistance of a fastener loaded by combined tension and shear is determined according to Chapter 8.</p>\n<h4>Steel failure</h4>\n<p>An assessment of the performance under combined tension and shear loading of the fastener is based on AS&nbsp;4100:</p>\n<p>\\[ \\left ( \\frac{N^*}{ϕ_{Ms} N_{Rk,s}} \\right ) ^2 + \\left ( \\frac{V^*}{ϕ_{Ms} V_{Rk,s}} \\right ) ^2 \\le 1.0 \\]</p>\n<h4>Concrete failure</h4>\n<p>Failure modes other than steel are checked according to Cl.&nbsp;8.2.1:</p>\n<p>\\[ \\left ( \\frac{N^*}{ϕ_{Mc} N_{Rk,i}} \\right ) ^{1.5} + \\left ( \\frac{V^*}{ϕ_{Mc} V_{Rk,i}} \\right ) ^{1.5} \\le 1.0 \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>N*</em> – design tension force applied to a single fastener or group</li>\n  <li><em>V*</em> – design shear force applied to a single fastener or group</li>\n  <li><em>N</em><sub>Rk,i</sub> – characteristic tensile strength of fastener or group to failure mode ‘i’</li>\n  <li><em>V</em><sub>Rk,i</sub> – characteristic shear strength of fastener or group to failure mode ‘i’</li>\n  <li>\\( ϕ_{Ms} = \\frac{5 f_{yf}}{6 f_{uf}} \\) – capacity factor for steel failure in tension (Table&nbsp;3.2.4)</li>\n  <li><em>ϕ</em><sub>Ms</sub> = <em>f</em><sub>yf</sub> / <em>f</em><sub>uf</sub> ≤ 0.8 when <em>f</em><sub>uf</sub> ≤ 800&nbsp;MPa and <em>f</em><sub>yf</sub> / <em>f</em><sub>uf</sub> ≤ 0.8; <em>ϕ</em><sub>Ms</sub> = 2/3 otherwise – capacity factor for steel failure in shear (Table&nbsp;3.2.4)</li>\n  <li><em>ϕ</em><sub>Mc</sub> – capacity factor for anchor failure modes connected to concrete editable in code setup; recommended value is 1/1.5 (Table&nbsp;3.2.4)</li>\n</ul>\n<h2>Stand-off anchors</h2>\n<p>Anchors with stand-off are designed as beam member according to AS&nbsp;4100 with capacity factors of bolts. The assumed length of the member is the sum of the height of gap, half of nominal diameter thickness and half of the base plate thickness. Stand-off anchors are usually checked as a construction stage before grouting.</p>\n<h3>Bending capacity</h3>\n<p>Bending capacity is determined according to AS&nbsp;4100, Cl. 5.1.</p>\n<p><em>M*</em> ≤ <em>ϕ M</em><sub>s</sub></p>\n<p>where:</p>\n<ul>\n  <li><em>M*</em> – bending moment acting on anchor determined by finite element method</li>\n  <li><em>ϕ</em> = 0.8 – capacity factor for bolts</li>\n  <li><em>M</em><sub>s</sub> = <em>f</em><sub>y</sub> <em>Z</em><sub>e</sub> – section moment capacity for bending</li>\n  <li><em>f</em><sub>y</sub> – anchor yield strength</li>\n  <li><em>Z</em><sub>e</sub> = min {<em>S</em>, 1.5 · <em>Z</em>} – effective section modulus – Cl.&nbsp;5.2.3</li>\n  <li>\\( S = \\frac{d^3}{6} \\) – plastic section modulus; if Shear plane in thread is selected, nominal diameter <em>d</em> is replaced by diameter reduced by threads, <em>d</em><sub>s</sub></li>\n  <li>\\( Z = \\frac{1}{32} \\pi d^3 \\) – elastic section modulus; if Shear plane in thread is selected, nominal diameter <em>d</em> is replaced by diameter reduced by threads, <em>d</em><sub>s</sub></li>\n</ul>\n<h3>Shear capacity</h3>\n<p>Shear capacity is determined according to AS&nbsp;4100, Cl. 5.11.</p>\n<p><em>V*</em> ≤ <em>ϕ V</em><sub>w</sub></p>\n<p>where:</p>\n<ul>\n  <li><em>V*</em> – design shear force</li>\n  <li><em>ϕ</em> = 0.8 – capacity factor for bolts</li>\n  <li><em>V</em><sub>w</sub> = 0.6 <em>f</em><sub>y</sub> <em>A</em><sub>w</sub> – nominal shear yield capacity – Cl. 5.11.4</li>\n  <li><em>f</em><sub>y</sub> – anchor yield strength</li>\n  <li><em>A</em><sub>w</sub> = 0.844 <em>A</em><sub>s</sub> – shear area</li>\n  <li><em>A</em><sub>s</sub> – tensile stress area of a bolt as defined in AS 1275</li>\n</ul>\n<h3>Axial compression capacity</h3>\n<p>Axial compression capacity is determined according to AS&nbsp;4100, Cl. 6. Buckling is taken into account according to Cl. 6.3:</p>\n<p><em>N*</em> ≤ <em>ϕ N</em><sub>c</sub></p>\n<p>where:</p>\n<ul>\n  <li><em>N*</em> – design compressive force</li>\n  <li><em>ϕ</em> = 0.8 – capacity factor for bolts</li>\n  <li><em>N</em><sub>c</sub> = <em>α</em><sub>c</sub> <em>N</em><sub>s</sub> ≤ <em>N</em><sub>s</sub> – nominal member capacity – Cl. 6.3.3</li>\n  <li><em>N</em><sub>s</sub> = <em>k</em><sub>f</sub> <em>A</em><sub>s</sub> <em>f</em><sub>y</sub> – nominal section capacity – Cl. 6.2</li>\n  <li><em>f</em><sub>y</sub> – anchor yield strength</li>\n  <li><em>l</em><sub>e</sub> = <em>k</em><sub>e</sub> <em>l</em> – effective length – Cl. 6.3.2</li>\n  <li><em>k</em><sub>e</sub> = 2 – member effective length factor, it is assumed conservatively that the anchor is fixed and the bottom and pinned at the top as sway member</li>\n  <li><em>l</em> = <em>l</em><sub>gap</sub> + <em>d</em> / 2 + <em>t</em><sub>p</sub> / 2 – assumed length of the member</li>\n  <li><em>l</em><sub>gap</sub> – gap height</li>\n  <li><em>d</em> – nominal bolt diameter</li>\n  <li><em>t</em><sub>p</sub> – base plate thickness</li>\n  <li>\\( \\alpha_c = \\xi \\left \\{ 1 - \\sqrt{1- \\left ( \\frac{90}{\\xi \\lambda} \\right )^2 } \\right \\} \\) – compression member slenderness reduction factor – Cl. 6.3.3</li>\n  <li>\\( \\xi = \\frac{\\left( \\frac{\\lambda}{90} \\right)^2 + 1 + \\eta}{2 \\left( \\frac{\\lambda}{90} \\right)^2} \\) – compression member factor – Cl.&nbsp;6.3.3</li>\n  <li>\\( \\lambda = \\lambda_n + \\alpha_a \\alpha_b \\) – slenderness ratio – Cl.&nbsp;6.3.3</li>\n  <li>\\( \\eta = 0.00326 (\\lambda-13.5) \\) – compression member imperfection factor – Cl.&nbsp;6.3.3</li>\n  <li>\\( \\lambda_n = \\frac{l_e}{r} \\sqrt{k_f} \\sqrt{\\frac{f_y}{250}} \\) – modified compression member slenderness – Cl.&nbsp;6.3.3</li>\n  <li><em>k</em><sub>f</sub> = 1 – form factor – Cl.&nbsp;6.2.2</li>\n  <li>\\( r = \\sqrt{\\frac{I_s}{A_s}} \\) – radius of gyration</li>\n  <li>\\( I_s = \\frac{1}{64} \\pi d_s^4 \\) – moment of inertia</li>\n  <li><em>A</em><sub>s</sub> – tensile stress area of a bolt as defined in AS 1275</li>\n  <li>\\( d_s = \\sqrt{\\frac{4 A_s}{\\pi}} \\) – diameter reduced by threads</li>\n  <li>\\( \\alpha_a = \\frac{2100 (\\lambda_n - 13.5)}{\\lambda_n^2 - 15.3 \\lambda_n + 2050} \\) – compression member factor – Cl.&nbsp;6.3.3</li>\n  <li><em>α</em><sub>b</sub> = 0.5 – compression member section constant - Table 6.3.3</li>\n</ul>\n<h3>Axial tension capacity</h3>\n<p>Axial tension capacity is determined according to AS 4100, Cl. 7:</p>\n<p><em>N*</em> ≤ <em>ϕ N</em><sub>t</sub></p>\n<p>where:</p>\n<ul>\n  <li><em>N*</em> – design tensile force</li>\n  <li><em>ϕ</em> = 0.8 – capacity factor for bolts</li>\n  <li><em>N</em><sub>t</sub> = <em>A</em><sub>s</sub> <em>f</em><sub>y</sub> – nominal section capacity of a bolt in tension – Cl. 7.2</li>\n  <li><em>A</em><sub>s</sub> – tensile stress area of a bolt as specified in AS 1275</li>\n  <li><em>f</em><sub>y</sub> – anchor yield strength</li>\n</ul>\n<h3>Interaction of loading</h3>\n<p>If an anchor with stand-off is loaded by shear load and the compressive force, check of interaction of loading is performed:</p>\n<p>\\[ \\frac{N^*}{\\phi N_c} + \\frac{M^*}{\\phi M_s} \\le 1 \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>N*</em> – design compressive force</li>\n  <li><em>ϕ</em> = 0.8 – capacity factor for bolts</li>\n  <li><em>N</em><sub>c</sub> – compressive resistance</li>\n  <li><em>M*</em> – design bending moment due to shear on a lever arm</li>\n  <li><em>M</em><sub>s</sub> – bending resistance</li>\n</ul>\n<p>Additionally, the checks of steel shear failure and concrete shear failures (concrete edge failure, concrete pryout failure) are performed.</p>\n<p>If an anchor with stand-off is loaded by shear load and tensile force, check of interaction of loading is performed:</p>\n<p>\\[ \\frac{N_{tf}^*}{\\phi N_{t}} + \\frac{M^*}{\\phi M_s} \\le 1 \\]</p>\n<p>where:</p>\n<ul>\n  <li><em>N*</em><sub>tf</sub> – design tensile force</li>\n  <li><em>ϕ</em> = 0.8 – capacity factor for bolts</li>\n  <li><em>N</em><sub>t</sub> – tensile resistance</li>\n  <li><em>M*</em> – design bending moment due to shear on a lever arm</li>\n  <li><em>M</em><sub>s</sub> – bending resistance</li>\n</ul>\n<p>Additionally, the checks of steel shear failure and concrete failures due to tension and shear are performed.</p>"
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                                                                                                                                                    "value": "<p>Joints are classified according to joint stiffness to:</p>\n<ul>\n  <li>Rigid – joints with insignificant change of original angles between members,</li>\n  <li>Semirigid – joints which are assumed to have the capacity to furnish a dependable and known degree of flexural restraint,</li>\n  <li>Simple – joints which do not develop bending moments.</li>\n</ul>\n<p>Australian standard AS&nbsp;4100, Cl.&nbsp;4.2 does not provide exact boundaries so the joints are classified according to the commentary in AISC&nbsp;360-16, Cl.&nbsp;B3.4.</p>\n<ul>\n  <li>Rigid – \\( \\frac{S_{j,ini} L_b}{E I_b} \\ge 20 \\)</li>\n  <li>Semirigid – \\( 2 &lt; \\frac{S_{j,ini} L_b}{E I_b} &lt; 20 \\)</li>\n  <li>Simple – \\( \\frac{S_{j,ini} L_b}{E I_b} \\le 2 \\)</li>\n</ul>\n<p>where:</p>\n<ul>\n  <li><em>S</em><sub>j,ini</sub> – initial stiffness of the joint; the joint stiffness is assumed linear up to the 2/3 of <em>M</em><sub>j,Rd</sub></li>\n  <li><em>L</em><sub>b</sub> – theoretical length of the analyzed member</li>\n  <li><em>E</em> – Young's modulus of elasticity</li>\n  <li><em>I</em><sub>b</sub> – moment of inertia of the analyzed member</li>\n  <li><em>M</em><sub>j,Rd</sub> – joint design moment resistance</li>\n</ul>"
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                                                                                                                                                            "value": "<p>Capacity design is a part of <a data-item-id=\"6e3266dc-9a87-43ba-963e-c835b1616942\" href=\"\">seismic</a> check and ensures that the joint has sufficient deformation capacity.</p>\n<p>The objective of capacity design is to confirm a building undergoes controlled ductile behavior in order to avoid collapse in a design-level earthquake. Capacity design is missing in Australian standard so New Zealand standard is used instead. Plastic hinge is expected to appear in dissipative item and all non-dissipative items of the joint must be able to safely transfer forces due to the yielding in the dissipative item. The dissipative item is usually a beam in moment resisting frame but it may also be e.g. an end plate. The safety factor is not used for dissipative items. The yield strength of the dissipative item is calculated as <em>F</em><sub>y,max</sub> = 0.9 <em>ϕ</em><sub>os</sub> <em>ϕ</em><sub>om</sub><em>f</em><sub>y</sub>, where:</p>\n<ul>\n  <li><em>ϕ</em><sub>os</sub> – strain-hardening factor; the recommended values are <em>ϕ</em><sub>os</sub> = 1.15 for beam in moment resisting frame, <em>γ</em><sub>sh</sub> = 1.0 otherwise; editable in operation</li>\n  <li><em>ϕ</em><sub>om</sub> – overstrength factor – EN 1998-1, Cl.&nbsp;6.2; the recommended value is <em>ϕ</em><sub>om</sub> = 1.3; editable in materials</li>\n</ul>\n<p>The material diagram is modified according to the following figure:</p>\n<figure data-asset-id=\"5933ab0d-9c8a-4f8c-920c-6f38f68ccea8\" data-image-id=\"5933ab0d-9c8a-4f8c-920c-6f38f68ccea8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c2d1b270-d2f2-46fd-ad58-dbd8122b9c17/Capacity_design.PNG\" data-asset-id=\"5933ab0d-9c8a-4f8c-920c-6f38f68ccea8\" data-image-id=\"5933ab0d-9c8a-4f8c-920c-6f38f68ccea8\" alt=\"\"></figure>\n<p>The increased strength of the dissipative item allows for the input of loads that cause the plastic hinge to appear in dissipative item. In the case of moment resisting frame and beam as the dissipative item, the beam should be loaded by <em>M</em><em><sub>y</sub></em> = <em>f</em><sub>y,max</sub><em>W</em><sub>pl,</sub><em><sub>y</sub></em> and corresponding shear force<em>V</em><em><sub>z</sub></em> = –2 <em>M</em><em><sub>y</sub></em> / <em>L</em><sub>h</sub>, where:</p>\n<ul>\n  <li><em>f</em><sub>y</sub> – characteristic yield strength</li>\n  <li><em>W</em><sub>pl,</sub><em><sub>y</sub></em> – plastic section modulus</li>\n  <li><em>L</em><sub>h</sub> – distance between plastic hinges on the beam</li>\n</ul>\n<p>In case of asymmetric joint, the beam should be loaded by both sagging and hogging bending moments and their corresponding shear forces.</p>\n<p>The plates of dissipative items are excluded from check.</p>"
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                                                                                                            "value": "<h3>Butt welds</h3>\n<p>The verification of full penetration butt welds is not carried out, as it is assumed to have the same resistance as that of profile, as long as the parent material for the butt weld is superior to that of the profile (IS 800:2007, 10.5.7.1.2).</p>\n<h3>Fillet welds</h3>\n<p>Fillet welds are checked according to IS 800, Cl. 10.5.10.1.1:</p>\n<p>\\[ f_e = \\sqrt{f_a^2 + 3q^2} \\le f_{wd} = \\frac{f_u}{\\sqrt{3} \\gamma_{mw}} \\]</p>\n<p>where:</p>\n<ul>\n  <li>\t\\( f_e \\) – equivalent stress in weld</li>\n  <li>\t\\( f_a&nbsp;\\) – normal stresses, compression or tension, due to axial force or bending moment</li>\n  <li>\t\\( q&nbsp;\\) – shear stress due to shear force or tension</li>\n  <li>\t\\(&nbsp;f_{wd}&nbsp;\\) – design strength of a fillet weld</li>\n  <li>\t\\(&nbsp;f_u&nbsp;\\) – smaller of the ultimate stress of the weld or of the parent metal; the ultimate strength of the weld electrode is assumed better than of the parent metal</li>\n  <li>\t\\(&nbsp;\\gamma_{mw}&nbsp;\\) – partial safety factor for welds – IS 800, Table 5; editable in Code setup</li>\n</ul>\n<p>The weld diagrams show stress according to the following formula:</p>\n<p>\\[ \\sigma = \\sqrt{\\sigma_{\\perp}^2 + \\tau_{\\perp}^2 + 3 \\tau_{\\parallel}^2 } \\]</p>\n<figure data-asset-id=\"ffed132b-d4b9-4dd3-a7f0-980232559f11\" data-image-id=\"ffed132b-d4b9-4dd3-a7f0-980232559f11\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a1a3ce82-7d5c-4c7f-8b04-bfd8b9be0390/weld.png\" data-asset-id=\"ffed132b-d4b9-4dd3-a7f0-980232559f11\" data-image-id=\"ffed132b-d4b9-4dd3-a7f0-980232559f11\" alt=\"\"></figure>"
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                                                                                                                    "value": "<h3>Shear capacity of bolts</h3>\n<p>The design strength of the bolt, \\(V_{dsb}\\), as governed shear strength is given by IS 800, Cl. 10.3.3:</p>\n<p>\\[ V_{sb} \\le V_{dsb} \\]</p>\n<p>where:</p>\n<ul>\n  <li>\t\\(V_{dsb} = V_{nsb}/\\gamma_{mb}\\) – design shear capacity of a bolt</li>\n  <li>\t\\(V_{nsb} = \\frac{f_{ub}}{\\sqrt{3}} A_e\\) – nominal shear capacity of a bolt</li>\n  <li>\t\\(f_{ub}\\) – ultimate tensile strength of a bolt;</li>\n  <li>\t\\(A_e\\) – area for resisting shear; \\(A_e = A_n\\) for shear plane intercepted by the threads, \\(A_e = A_s\\) for the case where threads do not occur in shear plane</li>\n  <li>\t\\(A_n\\) – net tensile stress area of the bolt</li>\n  <li>\t\\(A_s\\) – cross-section area at the shank</li>\n  <li>\t\\(\\gamma_{mb} = 1.25\\) – partial safety factor for bolts – bearing type – IS 800, Table 5; editable in Code setup</li>\n</ul>\n<p>When the grip length of bolts \\(l_g\\) (equal to the total thickness of the connected plates) is higher than \\(5d\\), the design shear capacity \\(V_{dsb}\\) is reduced by a factor \\(\\beta_{lg}\\) – IS 800, Cl. 10.3.3.2:</p>\n<p>\\[ \\beta_{lg} = \\frac{8}{3+l_g/d} &nbsp;\\]</p>\n<p>According to IS 800, Cl. 10.3.3.3, the design shear capacity of bolts carrying shear through a packing plate with the thickness \\(t_{pk} \\ge 6\\) mm shall be decreased by a factor:</p>\n<p>\\[ \\beta_{pk} = (1-0.0125 t_{pk}) \\]</p>\n<p>Each shear plane is checked separately, and the worst result is shown.</p>\n<h3>Bearing capacity of bolts</h3>\n<p>The design bearing strength of a bolt on any plate, as governed by bearing is given by IS 800, Cl. 10.3.4:</p>\n<p>\\[ V_{sb} \\le V_{dpb} \\]</p>\n<p>where:</p>\n<ul>\n  <li>\\(V_{dpb} = V_{npb} / \\gamma_{mb}\\) – design bearing strength of a bolt</li>\n  <li>\\(V_{npb} = 2.5 k_b d t f_u\\) – nominal bearing strength of a bolt</li>\n  <li>\\(k_b = \\min \\left \\{ \\frac{e}{3d_0}, \\, \\frac{p}{3d_0}-0.25, \\, \\frac{f_{ub}}{f_u}, \\, 1.0 \\right \\}\\) – factor for joint geometry and material strength</li>\n  <li>\\(e\\) – end distance of the fastener along bearing direction</li>\n  <li>\\(p\\) – pitch distance of the fastener along bearing direction</li>\n  <li>\\(f_{ub}\\) – ultimate tensile strength of the bolt</li>\n  <li>\\(f_u\\) – ultimate tensile strength of the plate</li>\n  <li>\\(d\\) – nominal diameter of the bolt</li>\n  <li>\\(d_0\\) – diameter of bolt hole</li>\n  <li>\\(t\\) – plate thickness</li>\n  <li>\\(\\gamma_{mb} = 1.25\\) – partial safety factor for bolts – bearing type – IS 800, Table 5; editable in Code setup\t</li>\n</ul>\n<p>Bearing on each plate is checked separately and the worst result is shown.</p>\n<p><br></p>\n<p>The bearing resistance is reduced for oversized and slotted holes by a factor:</p>\n<ul>\n  <li>0.7 – for oversized and short slotted holes</li>\n  <li>0.5 – for long slotted holes</li>\n</ul>\n<p>Sizes of oversized, short slotted, and long slotted holes are determined according to IS 800, Table 19.</p>\n<h3>Tension capacity of bolts</h3>\n<p>A bolt subjected to a factored tensile force is checked according to IS 800, Cl. 10.3.5:</p>\n<p>\\[ T_b \\le T_{db} \\]</p>\n<p>where:</p>\n<ul>\n  <li>\\(T_{db} = T_{nb} / \\gamma_{mb}\\) – design tensile capacity of the bolt</li>\n  <li>\\(T_{nb} = \\min \\{ 0.9 f_{ub} A_n, \\, f_{yb} A_s (\\gamma_{mb} / \\gamma_{m0}) \\}\\) – nominal tensile capacity of the bolt</li>\n  <li>\\(f_{ub}\\) – ultimate tensile strength of the bolt</li>\n  <li>\\(f_{yb}\\) – yield strength of the bolt</li>\n  <li>\\(A_n\\) – net tensile stress area of the bolt</li>\n  <li>\\(A_s\\) – cross-section area at the shank</li>\n  <li>\\(\\gamma_{mb} = 1.25\\) – partial safety factor for bolts – bearing type – IS 800, Table 5; editable in Code setup</li>\n  <li>\\(\\gamma_{m0} = 1.1\\) – partial safety factor for resistance governed by yielding – IS 800, Table 5; editable in Code setup</li>\n</ul>\n<h3>Bolt subjected to combined shear and tension</h3>\n<p>A bolt required to resist both design shear force and design tensile force at the same time shall according to IS 800, Cl. 10.3.6 satisfy:</p>\n<p>\\[ \\left( \\frac{V_{sb}}{V_{db}} \\right)^2 + \\left( \\frac{T_{b}}{T_{db}} \\right)^2 \\le 1.0 \\]</p>\n<p>where:</p>\n<ul>\n  <li>\\(V_{sb}\\) – factored shear force</li>\n  <li>\\(V_{db} = \\min \\{ V_{dsb}, \\, V_{dpb} \\}\\) – design shear resistance of the bolt – IS 800, Cl. 10.3.2</li>\n  <li>\\(V_{dsb}\\) – design shear resistance</li>\n  <li>\\(V_{dpb}\\) – design bearing resistance</li>\n  <li>\\(T_b\\) – factored tensile force</li>\n  <li>\\(T_{db}\\) – design tensile capacity of the bolt</li>\n</ul>"
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                                                                                                                            "value": "<h3>Slip resistance</h3>\n<p>Slip resistance of preloaded bolt is checked according to IS 800, Cl. 10.4.3:</p>\n<p>\\[ V_{sf} \\le V_{dsf} \\]</p>\n<p>where:</p>\n<ul>\n  <li>\\(V_{dsf} = V_{nsf} / \\gamma_{mf}\\) – design shear capacity of a bolt as governed by slip for friction type connection</li>\n  <li>\\(V_{nsf} = \\mu_f n_e K_h F_0\\) – nominal shear capacity of a bolt as governed by slip for friction type connection</li>\n  <li>\\(\\mu_f\\) – coefficient of friction (slip factor) as specified in IS 800, Table 20; editable in Code setup</li>\n  <li>\\(n_e = 1\\) – number of effective interfaces offering frictional resistance to slip; each shear plane is checked separately</li>\n  <li>\\(K_h\\) – factor for bolt holes; \\(K_h = 1.0\\) for fasteners in standard holes, \\(K_h = 0.85\\) for fasteners in oversized and short slotted holes, \\(K_h = 0.7\\) for fasteners in long slotted holes</li>\n  <li>\\(\\gamma_{mf}\\) – partial safety factor for bolts – friction type – IS 800, Table 5, \\(\\gamma_{mf}=1.10\\) if slip resistance is designed at service load, \\(\\gamma_{mf}= 1.25\\) if slip resistance is designed at ultimate load; editable in Code setup</li>\n  <li>\\(F_0 = A_n f_0\\) – minimum bolt tension (proof load) at installation</li>\n  <li>\\(A_n\\) – net tensile stress area of the bolt</li>\n  <li>\\(f_0 = 0.7 f_{ub}\\) – proof stress</li>\n</ul>\n<p>Capacity after slipping (IS 800, Cl. 10.4.4) should be checked by switching bolt type from friction to bearing – tension/shear interaction for design capacity at ultimate load.</p>\n<h3>Tension capacity of bolts</h3>\n<p>A bolt subjected to a factored tensile force is checked according to IS 800, Cl. 10.3.5:</p>\n<p>\\[ T_f \\le T_{df} \\]</p>\n<p>where:</p>\n<ul>\n  <li>\\(T_{df} = T_{nf} / \\gamma_{mf}\\) – design tensile capacity of the friction bolt</li>\n  <li>\\(T_{nf} = \\min \\{ 0.9 f_{ub} A_n, \\, f_{yb} A_s (\\gamma_{mf} / \\gamma_{m0}) \\}\\) – nominal tensile capacity of the friction bolt</li>\n  <li>\\(f_{ub}\\) – ultimate tensile strength of the bolt</li>\n  <li>\\(f_{yb}\\) – yield strength of the bolt</li>\n  <li>\\(A_n\\) – net tensile stress area of the bolt</li>\n  <li>\\(A_s\\) – cross-section area at the shank</li>\n  <li>\\(\\gamma_{mf}\\) – partial safety factor for bolts – friction type – IS 800, Table 5, \\(\\gamma_{mf}=1.10\\) if slip resistance is designed at service load, \\(\\gamma_{mf}= 1.25\\) if slip resistance is designed at ultimate load; editable in Code setup</li>\n  <li>\\(\\gamma_{m0} = 1.1\\) – partial safety factor for resistance governed by yielding – IS 800, Table 5; editable in Code setup</li>\n</ul>\n<p>Prying forces are determined by finite element analysis and are included in the tensile force.</p>\n<h3>Friction bolt subjected to combined shear and tension</h3>\n<p>A bolt required to resist both design shear force and design tensile force at the same time shall according to IS 800, Cl. 10.3.6 satisfy:</p>\n<p>\\[ \\left( \\frac{V_{sf}}{V_{df}} \\right)^2 + \\left( \\frac{T_{f}}{T_{df}} \\right)^2 \\le 1.0 \\]</p>\n<p>where:</p>\n<ul>\n  <li>\\(V_{sf}\\) – applied factored shear at design load</li>\n  <li>\\(V_{df}\\) – design shear strength</li>\n  <li>\\(T_f\\) – externally applied factored tension at design load</li>\n  <li>\\(T_{df}\\) – design tension strength</li>\n</ul>"
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                                                                                                                                    "value": "<h3>Concrete in bearing</h3>\n<p>Two options for checking of concrete in bearing are available:</p>\n<ol>\n  <li>&nbsp;According to IS 800, Cl. 7.4</li>\n  <li>&nbsp;According to IS 456, Cl. 34.4</li>\n</ol>\n<h4>Concrete in bearing checked according to IS 800, Cl. 7.4</h4>\n<p>The maximum bearing pressure should not exceed the bearing strength equal to \\(0.6 f_{ck}\\), where \\(f_{ck}\\) is the characteristic cube strength of concrete. The strength of grout is assumed to be higher than that of concrete foundation. Cl. 7.4.3.1 provides the formula for the minimum thickness of column bases:</p>\n<p>\\[ t_s = \\sqrt{2.5 w c^2 \\gamma_{m0} / f_y} &gt; t_f \\]</p>\n<p>where:</p>\n<ul>\n  <li>&nbsp;\\(w\\) – uniform pressure from below on the slab base under the factored load axial compression</li>\n  <li>&nbsp;\\(c\\) – overlap of the column base over the column</li>\n  <li>&nbsp;\\(f_y\\) – yield strength of the column base</li>\n  <li>&nbsp;\\(t_f\\) – column flange thickness</li>\n  <li>&nbsp;\\(\\gamma_{m0} = 1.1\\) – partial safety factor for resistance governed by yielding – IS 800, Table 5; editable in Code setup</li>\n</ul>\n<p>The formula can be rewritten to determine the overlap with the assumption that \\(w = 0.6 f_{ck}\\):</p>\n<p>\\[ c = t_s \\sqrt{\\frac{f_y}{1.5 f_{ck} \\gamma_{m0}}} \\]</p>\n<p>The area \\(A_{c,eff}\\) is determined by offsetting the column (with stiffeners) cross-sectional area intersecting the base plate by overlap \\(c\\). Another area, \\(A_{FEM,eff}\\) determining the area in contact between the base plate and concrete foundation (grout) by finite element analysis. The area resisting the compressive forces, \\(A_{eff}\\) is intersection of these two areas, \\(A_{c,eff}\\) and \\(A_{FEM,eff}\\). Bearing strength \\(0.6 f_{ck}\\) on this area \\(A_{eff}\\) is assumed at the ultimate limit state.</p>\n<p>The check of concrete in the bearing is performed in a form of stresses:</p>\n<p>\\[ \\sigma_c \\le w \\]</p>\n<p>where:</p>\n<ul>\n  <li>&nbsp;\\(\\sigma_c = \\frac{N_c}{A_{eff}}\\) – average bearing stress below the base plate</li>\n  <li>&nbsp;\\(N_c\\) – compressive force</li>\n  <li>&nbsp;\\(w = 0.6 f_{ck}\\) – bearing resistance of the concrete</li>\n</ul>\n<h4>Concrete in bearing checked according to IS 456, Cl. 34.4.</h4>\n<p>The maximum bearing pressure should not exceed the bearing strength equal to \\(0.45 f_{ck} \\cdot \\min \\left \\{ \\sqrt{\\frac{A_1}{A_2}}, \\, 2 \\right \\} \\), where:</p>\n<ul>\n  <li>&nbsp;\\(f_{ck}\\) – characteristic cube strength of concrete; strength of grout is assumed higher than that of concrete foundation</li>\n  <li>&nbsp;\\(A_1\\) – supporting area taken as the area of the lower base of the largest frustum of a pyramid or cone contained wholly within the footing and having for its upper base, the area actually loaded and having side slope of one vertical to two horizontal</li>\n  <li>&nbsp;\\(A_2\\) – bearing area determined by finite element analysis (equal to \\(A_{FEM,eff}\\))</li>\n</ul>\n<p>The check of concrete in the bearing is performed in a form of stresses:</p>\n<p>\\[ \\sigma_c \\le w \\]</p>\n<p>where:</p>\n<ul>\n  <li>&nbsp;\\(\\sigma_c = \\frac{N_c}{A_{2}}\\) – average bearing stress below the base plate</li>\n  <li>&nbsp;\\(N_c\\) – compressive force</li>\n  <li>&nbsp;\\(w = 0.45 f_{ck} \\cdot \\min \\left \\{ \\sqrt{\\frac{A_1}{A_2}}, \\, 2 \\right \\}\\) – bearing resistance of the concrete</li>\n</ul>\n<h2>Transfer of shear</h2>\n<p>The shear action at the base plate is assumed to be transferred from the column to the concrete foundation by:</p>\n<ol>\n  <li>Friction between base plate and concrete/grout</li>\n  <li>Shear lug</li>\n  <li>Anchor bolts</li>\n</ol>\n<h3>Anchors</h3>\n<p>The tensile forces in anchors include prying forces and are determined by finite element analysis.</p>\n<p>Anchors are not checked in the software.</p>"
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                                                                                                                                            "value": "<h3>Bolts</h3>\n<p>Bolt minimum spacing is according to IS 800, Cl. 10.2.2: Centre to centre of the bolt should be larger than \\(2.5 \\cdot d\\), where \\(d\\) is nominal bolt diameter.</p>\n<p>Minimum end and edge distances measured from the centreline of the bolt are taken according to IS 800, Cl. 10.2.4 as \\(1.5 \\cdot d_0\\), where \\(d_0\\) is the standard hole diameter according to IS 800, Table 19.</p>\n<p>The grip length of bolts should be limited to \\(8d\\) according to IS 800, Cl. 10.3.3.2.</p>\n<h3>Welds</h3>\n<p>Minimal size of welds is checked according to IS 800, Table 21:</p>\n<table><tbody>\n  <tr><td><strong>Thickness of thicker part [mm]</strong></td><td><strong>Minimal weld size [mm]</strong></td></tr>\n  <tr><td>\\(t \\le 10 \\)</td><td>3</td></tr>\n  <tr><td>\\( 10 &lt; t \\le 20 \\)</td><td>5</td></tr>\n  <tr><td>\\( 20 &lt; t \\le 32 \\)&nbsp;</td><td>6</td></tr>\n  <tr><td>\\( 32 &lt; t \\)</td><td>10</td></tr>\n</tbody></table>\n<p>Note that weld size is assumed as throat thickness multiplied by \\(\\sqrt{2}\\).</p>\n<h3>Column base</h3>\n<p>Column base thickness should be larger than the thickness of column flange according to IS 800, Cl. 7.4.3.1.</p>"
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                                                                                                                                                    "value": "<p>Plastic hinge is expected to appear in dissipative item and all non-dissipative items of the joint must be able to safely transfer forces due to the yielding in the dissipative item. The dissipative item is usually a beam in moment resisting frame.&nbsp;The safety factor is not used for dissipative items:</p>\n<p>Two factors are assigned to the dissipative item:</p>\n<ul>\n  <li>\\(\\gamma_{ov}\\) – overstrength factor – IS 800, Cl. 12; the recommended value is \\(\\gamma_{ov} = 1.2\\); editable in materials</li>\n  <li>\\(\\gamma_{sh}\\) – strain-hardening factor; the recommended value is \\(\\gamma_{sh} = 1.0\\); editable in operation</li>\n</ul>\n<figure data-asset-id=\"ddc1fc96-f9c5-4d2d-9ca5-5150ad9bce19\" data-image-id=\"ddc1fc96-f9c5-4d2d-9ca5-5150ad9bce19\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/278940a1-f39c-4dc3-baa9-ee0915804701/Steel%20connection%20capacity%20design.png\" data-asset-id=\"ddc1fc96-f9c5-4d2d-9ca5-5150ad9bce19\" data-image-id=\"ddc1fc96-f9c5-4d2d-9ca5-5150ad9bce19\" alt=\"The objective of capacity design is to confirm a building undergoes controlled ductile behavior in order to avoid a collapse in a design-level earthquake. Structural design of welded and bolted connections. \"></figure>\n<p>The increased strength of the dissipative item allows for the input of loads that cause the plastic hinge to appear in the dissipative item. In the case of moment resisting frame and beam as the dissipative item, the beam should be loaded by \\(M_{y,Ed} = \\gamma_{ov} \\gamma_{sh} f_y W_{pl,y}\\) and corresponding shear force \\(V_{z,Ed} = -2 M_{y,Ed} / L_h\\), where:</p>\n<ul>\n  <li>\\(f_y\\) – characteristic yield strength</li>\n  <li>\\(W_{pl,y}\\) – plastic section modulus</li>\n  <li>\\(L_h\\) – distance between plastic hinges on the beam</li>\n</ul>\n<p>In the case of an asymmetric joint, the beam should be loaded by both sagging and hogging bending moments and their corresponding shear forces.</p>\n<p>The plates of dissipative items are excluded from the check.</p>"
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                                                                                                                                                            "value": "<p>Joints are classified according to joint stiffness to:</p>\n<ul>\n  <li>Rigid – joints with insignificant change of original angles between members,</li>\n  <li>Semirigid – joints which are assumed to have the capacity to furnish a dependable and known degree of flexural restraint,</li>\n  <li>Pinned – joints that do not develop bending moments.</li>\n</ul>\n<p>Joints are classified according to the EN&nbsp;1993-1-8 – Cl.&nbsp;5.2.2.</p>\n<ul>\n  <li>Rigid – \\( \\frac{S_{j,ini} L_b}{E I_b} \\ge k_b \\)</li>\n  <li>Semirigid – \\( 0.5 &lt; \\frac{S_{j,ini} L_b}{E I_b} &lt; k_b \\)</li>\n  <li>Pinned – \\( \\frac{S_{j,ini} L_b}{E I_b} \\le 0.5 \\)</li>\n</ul>\n<p>where:</p>\n<ul>\n  <li><em>S</em><sub>j,ini</sub> – initial stiffness of the joint; the joint stiffness is assumed linear up to the 2/3 of <em>M</em><sub>j,Rd</sub></li>\n  <li><em>L</em><sub>b</sub> – theoretical length of the analyzed member; set in member properties</li>\n  <li><em>E</em> – Young's modulus of elasticity</li>\n  <li><em>I</em><sub>b</sub> – moment of inertia of the analyzed member</li>\n  <li><em>k</em><sub>b</sub> = 8 for frames where the bracing system reduces the horizontal displacement by at least 80 %; <em>k</em><sub>b</sub> = 25 for other frames, provided that in every storey <em>K</em><sub>b</sub>/<em>K</em><sub>c</sub> ≥ 0.1. The value of <em>k</em><sub>b</sub> = 25 is used unless the user sets \"braced system\" in Code setup.</li>\n  <li><em>M</em><sub>j,Rd</sub> – joint design moment resistance</li>\n  <li><em>K</em><sub>b</sub> = <em>I</em><sub>b</sub> / <em>L</em><sub>b</sub></li>\n  <li><em>K</em><sub>c</sub> = <em>I</em><sub>c</sub> / <em>L</em><sub>c</sub></li>\n</ul>"
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                                                            "value": "<p><strong>Steel-to-timber connection&nbsp;</strong>design is another step of enabling users to design and code-check various types of connections and members from multiple materials.</p>\n<figure data-asset-id=\"adafd49a-b073-4d37-827c-2550757e2c6c\" data-image-id=\"adafd49a-b073-4d37-827c-2550757e2c6c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/83b44b4b-4e4c-4f03-896c-e25d2de684d2/Timber2.PNG\" data-asset-id=\"adafd49a-b073-4d37-827c-2550757e2c6c\" data-image-id=\"adafd49a-b073-4d37-827c-2550757e2c6c\" alt=\"\"></figure>\n<p><em>Example of steel-to-timber connections</em></p>\n<p>Results on the <strong>connecting steel plates</strong> can be obtained. Code checks for the steel plates are available according to the chosen code. Code checks of timber members, bolts, and dowels are not delivered and must be performed by a third-party application. On the other hand, IDEA StatiCa Connection application delivers acting shear and tension forces on each bolt or dowel for the precise manual code-check.</p>\n<p>See also the <a data-item-id=\"c16f8cbb-a469-4c46-ac70-2090e054fcf1\" href=\"\">Theoretical Background article about Steel-to-timber joints</a>.</p>\n<figure data-asset-id=\"e784745b-8e33-461b-b15b-dad47606d614\" data-image-id=\"e784745b-8e33-461b-b15b-dad47606d614\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/843342b7-3dce-40ad-8626-fea6ec896f60/steel-to-timber%20code-check.png\" data-asset-id=\"e784745b-8e33-461b-b15b-dad47606d614\" data-image-id=\"e784745b-8e33-461b-b15b-dad47606d614\" alt=\"\"></figure>\n<h3>Templates and manufacturing operations</h3>\n<p>Two new manufacturing operations were implemented for timber members – Gusset plate and Connecting plate. Users can make the selection in the Manufacturing operations menu.</p>\n<figure data-asset-id=\"cf705dff-df2c-4766-90a1-d6f330fe493a\" data-image-id=\"cf705dff-df2c-4766-90a1-d6f330fe493a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5f495321-54ef-48b6-9e81-a2dcce7139b6/TimberManufacturingOperations.png\" data-asset-id=\"cf705dff-df2c-4766-90a1-d6f330fe493a\" data-image-id=\"cf705dff-df2c-4766-90a1-d6f330fe493a\" alt=\"\"></figure>\n<p><em>Gusset plate and Connecting plate for timber members manufacturing operations</em></p>\n<p><br></p>\n<p>To help you with designing of steel-to-timber connections, new templates were added to the application wizard.</p>\n<figure data-asset-id=\"397dd720-98b3-479a-abe2-537b55c884e6\" data-image-id=\"397dd720-98b3-479a-abe2-537b55c884e6\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/dc200967-1222-4d39-a79e-0471b11b62a0/Timber_wizard.png\" data-asset-id=\"397dd720-98b3-479a-abe2-537b55c884e6\" data-image-id=\"397dd720-98b3-479a-abe2-537b55c884e6\" alt=\"\"></figure>\n<p><em>Steel-to-timber connection templates</em></p>\n<h3>Updates of the feature</h3>\n<p>Timber connections check was implemented in&nbsp;IDEA StatiCa version 20.0.</p>\n<p>Since 22.0.1 patch, it has been possible to see the resultant grain angle for the bolt check. See the dedicated <a data-item-id=\"eed5a14c-0581-42b1-8a67-7181fb8d4fdf\" href=\"\">Release Notes 22.1 article</a>.</p>\n<figure data-asset-id=\"1639c709-2c90-40ae-9dc9-099c244779aa\" data-image-id=\"1639c709-2c90-40ae-9dc9-099c244779aa\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bcb389d3-f3bc-44ad-a7b5-da46852c5f0a/TimberAngles.png\" data-asset-id=\"1639c709-2c90-40ae-9dc9-099c244779aa\" data-image-id=\"1639c709-2c90-40ae-9dc9-099c244779aa\" alt=\"\"></figure>\n<p>Since 23.0.1 patch, the warning has been displayed to emphasize that the bolts going through the timber member are not checked (in the 3D scene and in Report).</p>\n<figure data-asset-id=\"944f89ff-6de2-4ddd-a880-e000e29c0474\" data-image-id=\"944f89ff-6de2-4ddd-a880-e000e29c0474\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0774a5ce-0efc-491c-9bd6-b5e8d0e2a229/Timber%20warning%2023-0.png\" data-asset-id=\"944f89ff-6de2-4ddd-a880-e000e29c0474\" data-image-id=\"944f89ff-6de2-4ddd-a880-e000e29c0474\" alt=\"Timber warning in 23.0.1\"></figure>\n<p>This feature is available for the <strong>Enhanced</strong> version of IDEA StatiCa Steel.</p>\n<h3>Webinars and other resources</h3>\n<p>Check out the possibilities of the timber connections check in practice in the recording of the <a data-item-id=\"b57ff28d-bfd1-40a5-bd3a-081042f90081\" href=\"\">Connection Wednesdays - Optimization of timber column anchoring</a> webinar.</p>\n<figure data-asset-id=\"02008f76-2a47-4cbc-9d36-4b452d9939f5\" data-image-id=\"02008f76-2a47-4cbc-9d36-4b452d9939f5\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bc92f8a6-c95d-4d5b-945a-4cad2c7f07c7/2020-09-09%20Connection%20Wednesdays%20-%20Optimization%20of%20timber%20column%20anchoring.png\" data-asset-id=\"02008f76-2a47-4cbc-9d36-4b452d9939f5\" data-image-id=\"02008f76-2a47-4cbc-9d36-4b452d9939f5\" alt=\"\"></figure>\n<p>In our blog, you can read an article about <a data-item-id=\"d8e3456b-1ac7-4a63-9eed-1a60eea8542e\" href=\"\">Designing steel-to-timber connections</a> from July 2020.</p>\n<p>Take a look at the case study of a <a data-item-id=\"b016f9ce-4868-4abd-be3e-8c94465267d0\" href=\"\">Family home in Massachusetts</a> done by our customer - the CRAFT Engineers.</p>\n<figure data-asset-id=\"65e75ec6-9518-4a30-bd03-0085c18b0f0f\" data-image-id=\"65e75ec6-9518-4a30-bd03-0085c18b0f0f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d77dda04-b786-40ad-8696-3b7b35eca684/Steel%20to%20timber%20connection.jpg\" data-asset-id=\"65e75ec6-9518-4a30-bd03-0085c18b0f0f\" data-image-id=\"65e75ec6-9518-4a30-bd03-0085c18b0f0f\" alt=\"Family home in Massachusetts\"></figure>\n<figure data-asset-id=\"d8a5ec60-001c-4cc5-85a4-a7a17f3fb457\" data-image-id=\"d8a5ec60-001c-4cc5-85a4-a7a17f3fb457\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/e5e277b9-b347-4bbd-9c3c-04ae623d796f/Family%20Home%20in%20Massachusetts%204.jpg\" data-asset-id=\"d8a5ec60-001c-4cc5-85a4-a7a17f3fb457\" data-image-id=\"d8a5ec60-001c-4cc5-85a4-a7a17f3fb457\" alt=\"\"></figure>\n<p><br></p>\n<object type=\"application/kenticocloud\" data-type=\"item\" data-rel=\"component\" data-codename=\"eef2a0e0_b878_01b2_1668_5489fe50626f\"></object>"
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                                                            "value": "<p>Cleat connections are popular among designers and engineers for their versatility. The improvements in Cleat manufacturing operations lead to new possibilities in the design of connections and joints. Any two perpendicular general plates cut&nbsp;each other can be connected by cleat and as well as any general plate and member plate.</p>\n<figure data-asset-id=\"be24884e-304a-41f0-ab9f-7ea85617df21\" data-image-id=\"be24884e-304a-41f0-ab9f-7ea85617df21\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/65bdc71a-bc5d-43dc-8c68-56aee88719ae/CleatPlate.PNG\" data-asset-id=\"be24884e-304a-41f0-ab9f-7ea85617df21\" data-image-id=\"be24884e-304a-41f0-ab9f-7ea85617df21\" alt=\"Cleat\"></figure>\n<p><em>Cleat examples: General plate connected by cleats to member.</em></p>\n<figure data-asset-id=\"6a89e1f7-758d-498e-abd0-d2de59871dee\" data-image-id=\"6a89e1f7-758d-498e-abd0-d2de59871dee\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/28725b89-366e-4590-b71a-1631c33b52fd/CleatPerpendicularPlates.PNG\" data-asset-id=\"6a89e1f7-758d-498e-abd0-d2de59871dee\" data-image-id=\"6a89e1f7-758d-498e-abd0-d2de59871dee\" alt=\"Cleat\"></figure>\n<p><em>Cleat examples: Two perpendicular plates connected by cleat.</em></p>\n<p>T-stub cross-section can be used to replace L-shapes in the Cleat manufacturing operation or to connect flanges and webs. Thanks to this, bolted connection types (used mainly in the US) can now be designed faster.</p>\n<figure data-asset-id=\"25a95f57-c607-48b6-9353-f659066ad2ae\" data-image-id=\"25a95f57-c607-48b6-9353-f659066ad2ae\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f4dd09c3-ea06-4588-bd14-6a0a50e60303/CleatT.PNG\" data-asset-id=\"25a95f57-c607-48b6-9353-f659066ad2ae\" data-image-id=\"25a95f57-c607-48b6-9353-f659066ad2ae\" alt=\"Cleat\"></figure>\n<p><em>T-stub defined to flanges of the member.</em></p>\n<p>This feature is available for the <strong>Expert</strong> and <strong>Enhanced</strong> version of IDEA StatiCa Steel.</p>"
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                                                            "value": "<p>In the previous version of IDEA StatiCa Connection, anchoring checks were performed according to the ETAG code. From version 20, the anchoring checks are compliant with the currently valid EN 1992-4. That leads to a more efficient design compared to the old ETAG.</p>\n<figure data-asset-id=\"fe165071-a511-42d7-9d1d-19b10b7d7ac2\" data-image-id=\"fe165071-a511-42d7-9d1d-19b10b7d7ac2\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/04e577c3-ba9b-467a-bc66-d0f231f18d71/anchoring.PNG\" data-asset-id=\"fe165071-a511-42d7-9d1d-19b10b7d7ac2\" data-image-id=\"fe165071-a511-42d7-9d1d-19b10b7d7ac2\" alt=\"\"></figure>\n<p><em>Detailed results of anchor code-check according to EN 1992-4.</em></p>\n<p>All formulas and values are provided in the detailed results tables.</p>\n<p>IDEA StatiCa Connection 20 anchoring check summary:</p>\n<table><tbody>\n  <tr><td><strong>National code</strong></td><td><strong>Anchoring check</strong></td></tr>\n  <tr><td>EN</td><td>1992-4</td></tr>\n  <tr><td>AISC</td><td>ACI 318-14</td></tr>\n  <tr><td>CISC</td><td>CSA A23.3-14</td></tr>\n  <tr><td>AS</td><td>AS 5216:2018</td></tr>\n  <tr><td>SP, GB, IS, HKG</td><td>Not performed</td></tr>\n</tbody></table>\n<p>This feature is available for the <strong>Expert</strong> and <strong>Enhanced</strong> version of IDEA StatiCa Steel product.</p>"
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Codes and standards supported in IDEA StatiCa Steel

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