{"id":32727,"date":"2026-04-27T12:25:38","date_gmt":"2026-04-27T12:25:38","guid":{"rendered":"https:\/\/protasoftware.com\/technical-manuals\/building-analysis\/model-options\/"},"modified":"2026-06-19T12:37:51","modified_gmt":"2026-06-19T12:37:51","slug":"model-options","status":"publish","type":"wiki","link":"https:\/\/protasoftware.com\/wiki\/model-options\/","title":{"rendered":"Model Options"},"content":{"rendered":"
Options to be used in analysis can be specified in \u201cModel Options\u201d page of \u201cBuilding Analysis\u201d form. \u201cModel Options\u201d comprises of four tab pages namely, Model, Shear Wall Model, Slab Model, and Settings.<\/span><\/div>\n
\n
<\/p>\n
\"Info\" <\/div>\n
Any modifications made in this page can be undone by pressing \u201cDefault Settings\u201d.<\/span><\/div>\n

<\/span><\/div>\n<\/div>\n

Model<\/span><\/b><\/span><\/span><\/span>
<\/span><\/h3>\n
\n
\n
Parameters related with the analytical model of the building can be adjusted on the \u201c<\/span><\/span><\/span><\/span>Model<\/span><\/span><\/span><\/span><\/i>\u201d tab.<\/span><\/span><\/span><\/span><\/span><\/div>\n<\/div>\n

Material and Section Effective Stiffness Factors<\/b> <\/span><\/span><\/h3>\n
<\/div>\n
    \n
  1. \u201cElasticity Modulus\u201d, "Axial Area", "Bending Stiffness", \u201cShear Area\u201d and \u201cTorsional Constant\u201d of member groups can be scaled by using the coefficients. <\/span><\/span><\/span>
    <\/span><\/li>\n
  2. Values less than \u201c1\u201d will reduce the related parameter whereas values greater than \u201c1\u201d will increase its value.<\/span><\/span><\/span>
    <\/span><\/li>\n
  3. Values in grey cannot be modified, there are auto-calculated. <\/span><\/li>\n<\/ol>\n<\/div>\n
    <\/p>\n
    \"Idea\"<\/div>\n
    For example, if you want to minimize the lateral load sharing of columns in a Wall-Frame structure, you can use a coefficient of 5% for column moment of inertia. This operation will globally multiply all column moment of inertias by 0.05 during the analysis data preparation and analysis will be conducted accordingly.<\/span><\/div>\n

    <\/span><\/div>\n

    <\/p>\n
    \"Alert\"<\/div>\n
    If any modification is made in this field, analysis must be repeated.<\/span><\/div>\n

    <\/span><\/div>\n

    <\/p>\n
    \"Notes\"<\/div>\n
    Please note that for most of template, the <\/span>\u201cTorsional Stiffness Factor\u201d <\/span><\/i>of Beams defaults to 0.01 (1%) to minimize torsional forces on main beams generated by secondary beams. This is because of feedback from many users who does not wish to see secondary beam generating torsion on the primary beam <\/span>(which they claim are not so in-line with traditional assumption & expectation since it may require torsional links in the primary beam)<\/span><\/i>. 
    <\/span><\/div>\n
    \n
    \n
    \n
    If there are situation such as curve beams that user want to utilize more of torsional stiffness, this setting can be increased. Section Properties can also be changed for individual members by selecting the member > right-click > Edit Section\/Material.<\/span><\/div>\n<\/div>\n<\/div>\n<\/div>\n

    <\/span><\/div>\n

    \n
    \n
    \n
    <\/div>\n<\/div>\n<\/div>\n<\/div>\n
    \n

    Storey Degrees of Freedom<\/span><\/span>
    <\/h3>\n

    There is a list for defining the degrees of freedom for each storey. Storey degrees of freedom options in ProtaStructure are:<\/span><\/span><\/span><\/span><\/span><\/p>\n

      \n
    1. X\/Y and Torsion Permitted:<\/span><\/span><\/span><\/span><\/b> Translations in X and Y directions and floor torsion about Z-axis are permitted.<\/span><\/span><\/span><\/span><\/span><\/li>\n
    2. X\/Y Permitted, Torsion Prevented:<\/span><\/span><\/span><\/span><\/b> Translations in X and Y directions are permitted. But torsion about Z-axis is prevented.<\/span><\/span><\/span><\/span><\/span><\/li>\n
    3. Only X Permitted:<\/span><\/span><\/span><\/span><\/b> Only translation in X direction is permitted. Translation in Y direction and rotation about Z-axis are prevented.<\/span><\/span><\/span><\/span><\/span><\/li>\n
    4. Only Y Permitted:<\/span><\/span><\/span><\/span><\/b> Only translation in Y direction is permitted. Translation in X direction and rotation about Z-axis are prevented.<\/span><\/span><\/span><\/span><\/span><\/li>\n<\/ol>\n

      The last two degrees of freedom options are useful for the analysis of a 2d-frame system defined along the unrestrained direction.<\/span><\/span><\/span><\/span><\/span><\/p>\n

      \"Idea\"You can select the  \u201cOnly X permitted\u201d or the \u201dOnly Y permitted\u201d options to define the degrees of freedom of a single frame system<\/span><\/span><\/div>\n
      <\/div>\n
      \n

      Storey Degrees of Freedom<\/span><\/span><\/span><\/span><\/i>
      <\/span><\/p>\n

      Rigid Zones (for concrete members)<\/span><\/b><\/span><\/span><\/span>
      <\/h3>\n

      Rigid zones formed at the \u201cColumn-beam\u201d intersections are taken into consideration automatically by the program in the analysis model. Rigid zones are important in determining the effective lengths of concrete members. Hence, for steel structures, always set no rigid zone (none). <\/span><\/span><\/span><\/span>
      <\/span><\/span><\/p>\n

      In order to consider concrete cracks that can be formed in the intersections, rigid zones may be reduced by a certain amount to calculate more realistic effects. ProtaStructure Analysis Model has the following rigid zone options:<\/span><\/span><\/span><\/span><\/span><\/p>\n

        \n
      1. \u201c<\/span><\/span><\/span><\/span><\/span>Maximum<\/span><\/span><\/span><\/span><\/b>\u201d <\/span><\/span><\/span><\/span><\/span><\/li>\n
      2. "<\/span><\/span><\/span><\/span><\/span>Reduce by 50%"<\/span><\/span><\/span><\/span><\/b><\/li>\n
      3. \u201c<\/span><\/span><\/span><\/span>Reduce by 25%<\/span><\/span><\/span><\/span><\/b>\u201d <\/span><\/span><\/span><\/span><\/span><\/li>\n
      4. \u201c<\/span><\/span><\/span><\/span>None<\/span><\/span><\/span><\/span><\/b>\u201d <\/span><\/span><\/span><\/span><\/span><\/li>\n<\/ol>\n
        \n
        <\/p>\n
        \"Notes\" <\/div>\n
        For a detail analytical comparison on the rigid zones options, refer to Rigid Zone Interpretations<\/a><\/span><\/div>\n

        <\/span><\/div>\n

        <\/div>\n
        Beam Section<\/span><\/b><\/div>\n<\/div>\n

        Using the radio buttons located in this section, flanges of the beam can be taken into account in the building model.<\/span><\/span><\/span><\/span>
        <\/span><\/p>\n

        <\/a>Merged Foundation Model \/ Soil-Structure Interaction<\/span><\/b><\/span><\/span><\/span>
        <\/h3>\n

        This feature enables foundations to be integrated into building analysis model for more accurate assessment of building behaviour.  For example, effects of how the settlement of foundation will influence the forces in the superstructure members can be investigated.
        <\/span><\/span><\/span><\/span><\/span><\/p>\n

        This feature can be accessed by selecting <\/span><\/span><\/span><\/span>Merged Foundation Model<\/span><\/span><\/span><\/span><\/b> under <\/span><\/span><\/span><\/span>Soil-Structure Interaction<\/span><\/span><\/span><\/span><\/b>.
        <\/span><\/span><\/span><\/span><\/span><\/p>\n

        The following are the steps to use Merged Foundation Model :<\/span><\/span><\/span><\/span><\/span><\/p>\n

          \n
        1. Model the superstructure and the foundation in ST00<\/span><\/span><\/span><\/span><\/span><\/li>\n
        2. Run Building Analysis<\/span><\/span><\/span><\/span><\/span><\/li>\n
        3. Go to ST00 (Foundation Level)<\/span><\/span><\/span><\/span><\/span><\/li>\n
        4. Run FE Raft Foundation Analysis<\/span><\/span><\/span><\/span><\/span><\/li>\n
        5. Re-run Building Analysis<\/span><\/span><\/span><\/span><\/span><\/li>\n
        6. Examine the behavior of the structures in Analytical Model and Result Display<\/b>.<\/span><\/span><\/span><\/span><\/span><\/li>\n<\/ol>\n<\/div>\n
          \n
          <\/p>\n
          \"Notes\" <\/div>\n
          Soil spring stiffness\/Soil Subgrade Coefficient can be adjusted locally in the properties of each raft foundation panel or globally in the FE Raft Foundation Analysis Parameters.<\/span><\/div>\n

          <\/span><\/div>\n<\/div>\n<\/div>\n

          \n

          ShearWall Model<\/span><\/span><\/span><\/span><\/span>
          <\/h2>\n<\/div>\n
          \n
          ProtaStructure can model the walls in the building in two different ways. One of them is <\/span>\u201cMid-pier Model\u201d<\/span><\/i><\/b> and the other is <\/span>\u201cFinite Element Shell Model\u201d<\/span><\/i><\/b>. In <\/span>\u201cWall Model\u201d <\/span><\/i><\/b>field, you can determine the wall model to be used in the building globally (By default). When a <\/span>"Wall Model"<\/span><\/i><\/b> of a wall set to<\/span> <\/span><\/i><\/b><\/span><\/span><\/span>\u201c<\/span><\/i><\/b><\/span><\/span><\/span>Mid-pier Model<\/span><\/i><\/b><\/span><\/span><\/span>\u201d <\/span><\/i><\/b>uses a single column at the mid-point of the wall panel to model the wall. Interaction with neighbouring elements such as columns, beams or other walls are established by rigid beams extending to two sides.<\/span><\/span><\/span><\/span>
          <\/span><\/div>\n
          \n


          <\/span><\/p>\n

          If <\/span>\u201cFinite Elements Shell Model\u201d<\/span><\/i><\/b> is selected, wall members will be modelled by quadrilateral shell elements (as shown below)<\/span><\/span><\/span><\/span>
          <\/span><\/p>\n


          <\/span><\/p>\n

          Maximum height and width of shell elements can be entered into <\/span>\u201cShell Width\u201d<\/span><\/i><\/b> and <\/span>\u201cShell Height\u201d<\/span><\/i><\/b> fields. Default value of 500 mm by 500 mm is adequate for most cases. Analysis time increases as the width and height values decrease.  <\/span><\/span><\/span><\/span>
          <\/span><\/span><\/p>\n

          The following are example of cases where FE Shell model maybe preferred:<\/span><\/span><\/span><\/span><\/span><\/p>\n

            \n
          1. If the building includes narrowing walls, or wide basement walls, it is recommended to use "Finite Element Shell Model"<\/i><\/b>.<\/span><\/span><\/span><\/span><\/span><\/li>\n
          2. If there are walls that are discontinuous (not extended to foundation) and supported by beams or slabs, FE Shell model will be more accurate as the variation in forces along the length of the wall can be captured.<\/span><\/span><\/span><\/span><\/span><\/li>\n<\/ol>\n
            \n
            <\/p>\n
            \"Idea\" <\/div>\n
            You are encouraged to use the Finite element (FE) shell if you are modelling the following cases (but not limited to):<\/span><\/span><\/span>
            <\/span><\/div>\n
              \n
            1. Beam intersecting the wall other than wall ends and midpoint<\/span><\/span><\/span>
              <\/span><\/li>\n
            2. Beam with delZ<\/span><\/span><\/span>
              <\/span><\/li>\n
            3. Wall with delZ<\/span><\/span><\/span>
              <\/span><\/li>\n
            4. Wall is supported by beam<\/span><\/span><\/span>
              <\/span><\/li>\n
            5. Wall with wall span load<\/span><\/span><\/span>
              <\/span><\/li>\n
            6. Inclined (inter-storey) wall<\/span><\/span><\/span><\/li>\n<\/ol>\n

              <\/span><\/div>\n<\/div>\n

              Walls modelled as <\/span>\u201cMid-pier Model\u201d<\/span><\/i><\/b> require less analysis time than the walls modelled as <\/span>\u201cFinite Elements Shell Model\u201d<\/span><\/i><\/b>.<\/span><\/span><\/span><\/span>
              <\/span><\/span><\/p>\n

              Each individual wall member in the system can be defined to use a different wall model in the analysis.<\/span><\/span><\/span><\/span><\/span>
              <\/span><\/p>\n

                \n
              1. This can be done via wall properties or wall table > "<\/span>Wall Model Type<\/span><\/i><\/b>". There are 3 options:<\/span><\/span><\/span><\/span><\/span>
                <\/span><\/li>\n
                  \n
                1. Default<\/span><\/b>: Use the global Wall Model Setting in Pre-analysis
                  <\/span><\/li>\n
                2. Mid-Pier<\/span><\/b>: Use Mid-Pier Model for this wall only
                  <\/span><\/li>\n
                3. FE Shell<\/span><\/b>: Use Finite Element Model for this wall only
                  <\/span><\/li>\n
                4. Basement Wall (Meshed)<\/span><\/b>: Use basement wall (Meshed) will consider for seismic analysis and design
                  <\/span><\/li>\n
                5. Retrofit Wall (Shell\/ Meshed)<\/span><\/b>: Similar to RC regular shear wall, except that additional "Anchor (Dowel Bar)" are added for seismic strengthening.  <\/span><\/li>\n<\/ol>\n
                6. For example, a wall can be modelled using "Mid-Pier Model" in first storey and "Finite Element Shell Model" in the second storey.
                  <\/span><\/li>\n
                7. This is especially useful for specific discontinuous walls where FE Shell may be required only for the transfer level while the rest of the walls can use "Mid-Pier"<\/span><\/li>\n<\/ol>\n<\/div>\n<\/div>\n
                  \n

                  Slab Model<\/span><\/b><\/span><\/span><\/span>
                  <\/h2>\n

                  Parameters related to slab model consideration such as rigid diaphragm and meshing can be changed in <\/span><\/span><\/span><\/span>Slab Model <\/span><\/span><\/span><\/span><\/b>tab.<\/span><\/span><\/span><\/span>
                  <\/span><\/p>\n

                  Storey Diaphragm Model
                  <\/span><\/h3>\n

                  Under the excitation of lateral loads, it must be specified whether the slabs in each storey level will behave infinitely rigid in their plane (i.e. rigid diaphragm action) or not. This behavior is generally modelled as \u201c<\/span><\/span><\/span><\/span>Rigid Diaphragm<\/span><\/span><\/span><\/span><\/i>\u201d.<\/span><\/span><\/span><\/span>
                  <\/span><\/span><\/p>\n

                  By assuming rigid diaphragm action in a storey level, degrees of freedom are reduced to translation X and Y directions and a torsion about Z axis normal to the plane of X and Y. There will be no axial deformation in the beams residing in rigid diaphragm.<\/span><\/span><\/span><\/span>
                  <\/span><\/span><\/p>\n

                  If \u201c<\/span><\/span><\/span><\/span>Slabs To Define Rigid Diaphragm<\/span><\/b><\/span><\/span><\/span><\/i>\u201d option is selected, rigid diaphragms will be created by examining the continuity and neighbourhood of slabs both in horizontal and vertical directions. If two or more slab groups do not touch each other directly or by means of other intermediate slabs, each of these groups will form a separate rigid diaphragm. There may be nodes that do not touch any of the slabs. These nodes, then, are defined as free nodes and they do not belong to any of the diaphragms.<\/span><\/span><\/span><\/span>
                  <\/span><\/span><\/p>\n

                  \u201c<\/span><\/span><\/span><\/span>Single Diaphragm per Floor Level <\/span><\/b><\/span><\/span><\/span><\/i>\u201d option forces the whole storey level to behave like a rigid diaphragm even if there is no slabs defined.<\/span><\/span><\/span><\/span>
                  <\/span><\/span><\/p>\n

                  If \u201c<\/span><\/span><\/span><\/span>No Rigid Diaphragm Floor Levels <\/span><\/b><\/span><\/span><\/span><\/i>\u201d option is selected, rigid diaphragm action is not utilised in the analysis. All nodes in the storey levels will be accepted as free nodes. If there are big openings in the floor (approximately greater than 1\/3 of total floor area), it will be difficult to expect a rigid diaphragm action. Then this option should be used in the analysis.<\/span><\/span><\/span><\/span>
                  <\/span><\/span><\/p>\n

                  By default <\/span><\/span><\/span><\/span>All Storeys<\/span><\/span><\/span><\/span><\/b> are checked to assume the slabs to define rigid diaphragm. If <\/span><\/span><\/span><\/span>All Storeys <\/span><\/span><\/span><\/span><\/b>is unchecked, then you have the choice to pick which storeys to consider diaphragm. Storeys which are unchecked will assume<\/span><\/span><\/span><\/span> No Rigid Diaphragm<\/span><\/span><\/span><\/span><\/b>.<\/span><\/span><\/span><\/span><\/span><\/p>\n

                  <\/p>\n
                  <\/p>\n
                  \"Notes\"<\/div>\n
                  Refer to this article for detail illustration : Diaphragm Modelling Example<\/a><\/div>\n

                  <\/span><\/div>\n

                  <\/span><\/span><\/span><\/span><\/div>\n

                  Include Slabs in Building Model – Finite Elements Mesh<\/span>
                  <\/h3>\n

                  This option can be found in a the tab \u201c<\/span><\/span><\/span><\/span>Slab Model<\/span><\/span><\/span><\/span><\/b>\u201d in the Building Analysis tab (as shown below) <\/span><\/span><\/span><\/span><\/p>\n

                  <\/div>\n
                  <\/div>\n
                  Checking Include Slabs in Building Model <\/b>means slab will be meshed as shell elements in building analysis. <\/span><\/span><\/span><\/span><\/span>Example of differences of "table top" model is shown below in <\/span><\/span>Analytical Model<\/a> :  <\/span><\/span><\/div>\n
                  \n
                  <\/div>\n<\/div>\n
                  <\/div>\n
                  Option unchecked (default) > Floor slab will not be meshed : <\/u><\/span><\/span><\/b>
                  <\/span><\/div>\n
                    \n
                  1. \n
                    For beam slab model, slab load will be calculated onto the beams using yield-line or FE Load Decomposition method ,and then applied as external frame load onto the beams during analysis. <\/span><\/span><\/div>\n<\/li>\n
                      \n
                    1. Refer to this article : Yield Line and FE Load Decomposition with Example<\/a><\/span><\/span><\/span><\/span> <\/li>\n<\/ol>\n
                    2. \n
                      Stiffness of slab is not considered as the physical slab is excluded in the analysis. 
                      <\/span><\/span><\/div>\n<\/li>\n
                    3. \n
                      Suitable for regular beam-slab system, where slab loads can be fully captured by supporting beams. 
                      <\/span><\/span><\/div>\n<\/li>\n
                    4. \n
                      Cannot be used for flat slab system, as all flat slab loads will be lost. <\/span><\/span><\/div>\n<\/li>\n
                    5. \n
                      Cannot be used for transfer slab, as discontinuous column & walls will be unsupported (hanging in the air). 
                      <\/span><\/span><\/div>\n<\/li>\n<\/ol>\n
                      Option checked > Floor slab will be meshed : <\/u><\/span><\/span><\/b>
                      <\/span><\/span><\/div>\n
                        \n
                      1. \n
                        For beam slab model, slab loads is always autonomically captured. <\/span><\/span> See below section for more explanation for option "<\/span><\/span><\/span><\/span>Use Decomposed Slab Loads…<\/b>" <\/span><\/div>\n<\/li>\n
                      2. \n
                        The stiffness of the slab is considered, as slab mesh will be acting together with connected frame elements (beams, columns and walls). <\/span><\/span><\/span><\/div>\n<\/li>\n
                      3. \n
                        Suitable in models where you <\/span><\/span><\/span>wish to look more closely at the interaction of the slab together with the frame, example a long cantilever slab or irregular shaped slab supported by beam. <\/span><\/span><\/div>\n<\/li>\n
                      4. \n
                      5. \n
                      6. \n
                        The meshing will also allow sloping slabs or ramps to be considered more accurately. Refer : How to model inclined \/ sloping slab<\/a><\/span><\/span><\/div>\n<\/li>\n<\/ol>\n
                        The following is the explanation of the settings in Slab Model <\/b>Tab :<\/span><\/span><\/div>\n
                          \n
                        1. Storey Diaphragm Model<\/span><\/span><\/span><\/span><\/b> options work as previous section. If <\/span><\/span><\/span><\/span><\/span>No Rigid Diaphragm<\/span><\/span><\/span><\/span><\/b> is chosen, then semi-rigid diaphragm will be considered based on the <\/span><\/span><\/span><\/span><\/span>In-plane (Membrane) Stiffness<\/span><\/span><\/span><\/span><\/b> value entered under <\/span><\/span><\/span><\/span><\/span>Slab Stiffness Coefficients<\/span><\/span><\/span><\/span><\/b>.<\/span><\/span><\/span><\/span><\/span><\/li>\n
                        2. If <\/span><\/span><\/span>Include Slabs in Building Model<\/span><\/span><\/span><\/span><\/b> is checked,  one can specify which storeys to include by clicking on <\/span><\/span><\/span><\/span><\/span>Storeys to be Meshed<\/span><\/span><\/span><\/span><\/b> button. <\/span><\/span><\/span><\/span><\/span><\/li>\n
                            \n
                          1. Example, if the roof is flat slab model, you can pick only the roof slab to be meshed, while other floors slabs with beam slab layout can be left "unmeshed", resulting in a smaller & less complex analytical model. <\/span><\/span><\/span><\/span><\/span><\/li>\n<\/ol>\n
                          2. The mesh uniformity can be controlled by specifying different<\/span><\/span><\/span> Min. <\/span><\/span><\/span><\/span><\/b>And<\/span><\/span><\/span><\/span><\/span> Max. Shell Size<\/span><\/span><\/span><\/span><\/b>.
                            <\/span><\/span><\/span><\/span><\/span><\/li>\n
                          3. Include Quah Elements in Floor Mesh<\/b>: By default triangular elements are used in slab. Once this option is checked, quadrilateral shell elements will be generated in slab. 
                            <\/span><\/span><\/span><\/span><\/span><\/li>\n
                          4. Use Decomposed Slab Loads in Meshed Storeys<\/b> :  Determines if slab loads is calculated & applied as external load onto beams, or not. <\/span><\/span><\/span><\/span><\/li>\n
                              \n
                            1. If checked, then slab loads will be calculated onto beams using yield-line or FE Load Decomposition & applied as external frame load in analysis (as shown below in Analytical Model<\/a>). <\/span><\/span><\/span><\/span><\/li>\n<\/ol>\n<\/ol>\n<\/div>\n
                              \n
                              \n
                              \n

                              <\/span><\/span><\/span><\/span><\/div>\n<\/div>\n<\/blockquote>\n<\/blockquote>\n
                              \n
                                \n
                                  \n
                                1. If unchecked<\/b>, yield-line or FE Load Decomposition is completely ignored & slab loads are considered automatically with slab mesh (as shown below in Analytical Model<\/a>)<\/span><\/span><\/span><\/li>\n<\/ol>\n<\/ol>\n<\/div>\n
                                  \n
                                  \n
                                  \n
                                  <\/div>\n<\/div>\n<\/blockquote>\n<\/blockquote>\n
                                  \n
                                    \n
                                      \n
                                        \n
                                      1. In this case, only self weight, beam wall loads & other user-defined load are applied on beams.
                                        <\/span><\/span><\/li>\n
                                      2. Slab self weight, live load and additional dead loads are applied on slab shells as \u201cShell Pressure\u201d
                                        <\/span><\/span><\/li>\n
                                      3. Patch Load, Line Load and Point Loads are auto-calculated and applied on the slab mesh.<\/span><\/span><\/li>\n<\/ol>\n
                                      4. Use Decomposed Slab Loads in Meshed Storeys <\/span><\/span><\/b>must be <\/span>unchecked<\/span><\/b> in analyzing the model which consist of flat slab system, transfer slab system and irregular slab system. <\/span><\/span><\/span><\/span><\/li>\n<\/ol>\n
                                      5.  <\/span><\/span><\/span>Include Column Sections in FE Model<\/span><\/span><\/span><\/span><\/b> allows rigid perimeter of the column to be considered. The slab  will be meshed to the perimeter of the column rather than its centerline node. <\/span><\/span><\/span><\/span><\/span>
                                        <\/span><\/span><\/li>\n
                                          \n
                                        1. This option is only applicable for beam slab<\/b> model, i.e. slab supported by beam. Difference in analytical model is shown below : <\/span><\/span><\/li>\n
                                        2. \n
                                          <\/div>\n<\/li>\n
                                        3. This option introduces meshing complexity. If there are meshing errors or unexpected results, kindly uncheck this option & re-run analysis. <\/span><\/span><\/li>\n
                                        4. For flat slab models, rigid perimeter of columns is always considered, i.e. column sections is always considered (no option to turn it off). 
                                          <\/span><\/span><\/li>\n
                                        5. There are 2 analytical options for column outline \/ perimeter which is chosen under Settings <\/b>tab (read Column Outline Model <\/a>section below). 
                                          <\/span><\/span><\/li>\n<\/ol>\n<\/ol>\n
                                          \n
                                            \n
                                          1. Slab Stiffness Coefficients > <\/span><\/span><\/span><\/span><\/span>In-plane (Membrane) <\/span><\/span><\/span><\/span><\/b>for slab shells can be changed :<\/span><\/span><\/span><\/span><\/span><\/li>\n
                                              \n
                                            1. This option can simulate semi-rigid floor diaphragms. To activate it, \u201cNo Rigid Diaphragm Floor Levels\u201d should be selected.
                                              <\/span><\/li>\n
                                            2. If \u201cStorey Diaphragm Model\u201d is considered (i.e. set to either \u201cSlabs to Define Rigid Diaphragm\u201d or \u201cSingle Diaphragm per Floor Level\u201d), the membrane stiffnesses will be ignored since the shells will be infinitely rigid in-plane.
                                              <\/span><\/li>\n
                                            3. If a value of \u201c0\u201d is entered for membrane stiffness, \u201cNo Rigid Diaphragm\u201d option should not be selected. Otherwise, there will be instability in the analysis.<\/span><\/li>\n<\/ol>\n
                                            4. Slab Stiffness Coefficients > <\/span><\/span><\/span>Bending Stiffness <\/span><\/span><\/span><\/span><\/b>(out of plane) for slab shells can be changed :<\/span><\/span><\/span><\/span><\/span><\/li>\n
                                                \n
                                              1. Minimum value for Bending Stiffness multiplier is \u201c0.01\u201d. In this case, the bending contribution is practically ignored.
                                                <\/span><\/li>\n
                                              2. This stiffness is applied only applied to <\/span>uncracked <\/span><\/b>load cases, not cracked load cases. <\/span><\/span>
                                                <\/span><\/li>\n
                                              3. If <\/span>cracked<\/span><\/b> load cases are used, then please modify the stiffness in <\/span><\/span>Material and Section Effective Stiffness Factors<\/span><\/b>. <\/span><\/span>
                                                <\/span><\/li>\n
                                              4. For more explanation on stiffness modifiers refer this article:<\/span> Effective Stiffness Modifiers <\/a><\/li>\n<\/ol>\n<\/ol>\n<\/div>\n
                                                <\/p>\n
                                                \"Idea\"<\/div>\n
                                                When you decrease the slab in plane and bending stiffness, the deflection of slab will be larger as the slab is more flexible or less stiff.<\/span><\/div>\n
                                                BENDING STIFFNESS<\/span><\/u>: If you set the bending stiffness to i.e. 0.01, the supporting beam design moment will be also larger as the restraint from the slab is smaller. In this case, the beam design moment shall be very close to the floor without meshing (with the slab load decomposed using the \u201cLoad decomposition by FE\u201d method).<\/span><\/div>\n
                                                IN-PLANE STIFFNESS<\/span><\/u>: If you set the in-plane membrane stiffness lower, the lateral stiffness of the slab will also be lower, i.e. the slab is more flexible in horizontal direction. In this case, you will expect higher lateral deflection.<\/span><\/div>\n

                                                <\/span><\/p>\n

                                                  \n
                                                1. Ribbed and Waffle slabs can be included. Only beams are considered; the plates are included as UDL. <\/span><\/li>\n<\/ol>\n
                                                  \n
                                                  <\/p>\n
                                                  \"Notes\"<\/div>\n
                                                  The result of the analysis can be viewed in detail in the Analysis tab> <\/span>Analytical Model<\/span><\/a> . You can use various icons in to view displacement, member or shell pressure \/ forces graphically.<\/span> <\/div>\n

                                                  <\/span><\/div>\n<\/div>\n<\/div>\n

                                                  \n

                                                  Settings<\/span><\/b>
                                                  <\/h2>\n<\/div>\n
                                                  \n

                                                  Additional options related to the analysis can be specified on the \u201c<\/span><\/span><\/span><\/span>Settings<\/span><\/span><\/span><\/span><\/i>\u201d tab.<\/span><\/span><\/span><\/span>
                                                  <\/span><\/p>\n<\/div>\n<\/div>\n

                                                  Issue Warnings For Cantilever Beams Not Marked<\/span>
                                                  <\/h3>\n
                                                  If free end of the beams are not specified in Graphic Editor, then program will display a warning to mark this free ends. If this option is unchecked, no warning will be displayed.<\/span><\/div>\n
                                                  <\/div>\n
                                                  If individual cantilever beams marking have been manually done (via \u201c<\/span>Mark Free End of Cantilerver Beam<\/span><\/i>\u201d), it\u2019s recommended to uncheck this option, otherwise this warning will always appear when Building Analysis is run.<\/span><\/div>\n

                                                  Issue Warnings For Unsupported Columns Before Analysis<\/span>
                                                  <\/h3>\n
                                                  If columns or walls in the system are left unsupported, warning messages will be displayed to alert the user. Column may not be sitting on another member or may not be assigned a support at the lower joint. In case of such a warning, you must go back to Graphic Editor and correct the model. This feature can be disabled by unchecking this option.<\/span><\/div>\n

                                                  Print Column, Wall and Beam Section Properties in Post-Analysis Report<\/span>
                                                  <\/h3>\n
                                                  Column, Wall and Beam section properties can be included in the Post-Analysis Report by checking this option.<\/span><\/div>\n

                                                  Use \u2018Sparse Solver\u2019 for Building Analysis<\/span>
                                                  <\/h3>\n
                                                  The purpose of the sparse solver is to reduce the time required for analysis. For certain model types a dramatic reduction in the analysis time can be achieved, (e.g. models utilizing the FE shell model for walls or very big models); for other models it may be less significant.
                                                  <\/span><\/div>\n
                                                  <\/div>\n
                                                  \n
                                                  <\/p>\n
                                                  \"Alert\" <\/div>\n
                                                  However, the sparse solver is more stringent and less forgiving on modelling errors such as unsupported members and instability. If the model does not run to completion, try switching this option off.<\/span><\/div>\n

                                                  <\/span><\/div>\n<\/div>\n

                                                  <\/p>\n
                                                  \"Info\" <\/div>\n
                                                  \n
                                                  Kindly refer the video in How to Detect Modeling Errors with Sparse Solver? | ProtaStructure<\/a> for detailed guidance to resolve "Factorization of Positive Definite Sparse Matrix Failed" <\/i>warning.
                                                  \"\"<\/div>\n<\/div>\n

                                                  <\/span><\/div>\n

                                                  Total\/Relative Horizontal Drift Limits<\/span>
                                                  <\/h3>\n
                                                  Building horizontal drift checking is carried out and included in the Post-Analysis Report. The limit values for the <\/span>"Total Horizontal Drift"<\/span><\/i> and <\/span>"Relative Horizontal Drift"<\/span><\/i> values defined here will be used in this report.<\/span><\/div>\n
                                                  <\/div>\n
                                                  <\/div>\n
                                                  Total Horizontal Drift is the ratio of floor horizontal displacement to the height to the level of the floor, and Relative Horizontal Drift is the ratio of relative floor horizontal displacement to the height of that particular storey. <\/span><\/div>\n
                                                  <\/div>\n
                                                  <\/p>\n
                                                  \"Notes\"\"Idea\" <\/div>\n
                                                  It is entirely the user’s decision what limit values to input based on his \/ her design philosophy and choice of reference. If there are failures, refer to the "<\/span>Post Analysis Checks Repor<\/span><\/b>t" under "Reports" tab for detail storey by storey calculation.  Common reason of failure for relative horizontal drift check is a change in lateral stiffness between 2 consecutive storeys, example  :
                                                  <\/span><\/div>\n
                                                    \n
                                                  1. Change in number of columns or walls 
                                                    <\/span><\/li>\n
                                                  2. Change in layout or material, example if there steel structure on the roof of a concrete building
                                                    <\/span><\/li>\n
                                                  3. Break in continuity of column or walls, example, a transfer storey with discontinuous columns or walls will have relatively higher lateral deflection than the "non-transfer" storey below it. 
                                                    <\/span><\/li>\n
                                                  4. Lack of lateral stiffness (example : too slender, lack of strong walls or columns, or indiscriminate hinging of columns)
                                                    <\/span><\/li>\n
                                                  5. Unstable & unsupported elements (example, pinned roof truss members with no proper restrain or bracing)<\/span><\/li>\n<\/ol>\n
                                                    It is recommended that user access the "Analytical model" and turn on the displacement plot (or even "Animate" the displacement) under a lateral load case,  to visualize & identify the source of the relatively higher displacement in that particular storey.
                                                    <\/span><\/div>\n
                                                    It is users’ decision or responsibility to verify these failures, after which the decision maybe to relax the limits or ignore the failure or to take corrective action.  Corrective action maybe to change structural framing and sizing to increase the lateral (sway) stiffness & to negate any of the causes of change in lateral stiffness of the storeys as mentioned above. <\/span><\/div>\n

                                                    <\/span><\/div>\n

                                                    <\/div>\n

                                                    Axial Load Comparison Tolerance
                                                    <\/span><\/h3>\n
                                                    ProtaStructure compares vertical loads on the building before transferred onto the beams and after decomposed onto the beams before building analysis. A third check is performed by summing the column axial loads after the analysis. These three group of values must be similar. A 5% tolerance in difference is adequate as a default value.
                                                    <\/span><\/span><\/div>\n
                                                    If there are problems related with slab yield lines or load transferring in the model, this difference may exceed 5%. A warning message is issued after the analysis if 5% tolerance is exceeded.  
                                                    <\/span><\/span><\/div>\n
                                                    Examine the <\/span><\/span>Axial Load Comparison Report<\/span><\/b><\/span><\/i> for more details; refer to Overview of Axial Load Comparison Report (Detail Example)<\/a>.<\/span><\/span><\/div>\n

                                                    Column Outline Modelling for Flat Sab Models
                                                    <\/span><\/h3>\n
                                                    For flat slab or transfer slab models, the slab will always be meshed to the perimeter outline of the column.  There are 2 options how the analytical outline is formed :<\/span><\/span><\/div>\n

                                                    <\/span><\/div>\n
                                                    1.  Use Finite Stiffness Rigid Links<\/span><\/span><\/u><\/b>
                                                    <\/span><\/span><\/div>\n
                                                    The rigid links can deflect depending on the loadings.  This option may reduce the spike in forces at column edges, resulting in lesser steel requirements. <\/span>
                                                    <\/span><\/span><\/div>\n
                                                    This option is suitable for lightly or moderately loaded flat slab model. <\/span><\/span>
                                                    <\/span><\/div>\n
                                                    This is the only option for ProtaStructure 2025 and prior versions.<\/span><\/span><\/span><\/span><\/span><\/div>\n

                                                    <\/span><\/div>\n
                                                    2. Use Body Constraint Model <\/span><\/span><\/u><\/b>
                                                    <\/span><\/span><\/div>\n
                                                    Body Constraints will interconnect a pair of nodes as a body, as if they are connected with an infinitely stiff link. Hence, it cannot deflect as compared to Rigid Link option. <\/span><\/span>This option should be used for heavily loaded flat slab or transfer slab model. <\/span><\/span>
                                                    <\/span><\/span><\/div>\n
                                                    This option is only introduced in ProtaStructure <\/span><\/span>2026<\/span><\/b>. <\/span><\/span>
                                                    <\/span><\/div>\n

                                                    <\/font><\/div>\n
                                                    For a detail explanation of the 2 options, kindly refer to this article : <\/span>Column Outline Modelling for Flat Slab and Transfer Slab Model<\/span><\/a><\/font><\/div>\n

                                                    Storey Weight and Center of Gravity Calculations<\/span>
                                                    <\/h3>\n
                                                    There are 2 options : <\/span>
                                                    <\/span><\/div>\n

                                                    <\/span><\/div>\n
                                                    1. Use Decomposed Beam Loads<\/span><\/b>
                                                    <\/span><\/span><\/div>\n
                                                    This option is only suitable for beam slab system, where slab loads can be correctly decomposed \/ calculated onto beams using Yield-Line or <\/span>FE Load Decomposition <\/span><\/b>method.
                                                    <\/span><\/span><\/div>\n
                                                      \n
                                                    1. The <\/span><\/span>reaction values are calculated at the beam end nodes & regarded as masses at the joints. 
                                                      <\/span><\/span><\/li>\n
                                                    2. If this option is selected, then masses in the joints are used in center of gravity and weight calculations.
                                                      <\/span><\/span><\/li>\n
                                                    3. This option should not be used for flat slab system (no beams), as flat slab loads will be lost in storey weight calculation. <\/span><\/span><\/span><\/li>\n<\/ol>\n

                                                      <\/span><\/div>\n
                                                      <\/p>\n
                                                      2. Use Undecomposed Slab Loads. 
                                                      <\/span><\/b><\/span><\/div>\n

                                                      <\/span><\/p>\n

                                                      This method does calculates the slab & beam loads separately, i.e. it does not require slab to be support by beams or for beams to exists : 
                                                      <\/span><\/span><\/div>\n
                                                        \n
                                                      1. Hence, this method can be used for both flat slab system as well as beam slab system. 
                                                        <\/span><\/span><\/li>\n
                                                      2. In short, if there are no beams in the system, like in flat slab, then \u201cUse Undecomposed Loads\u201d option should be used.  <\/span><\/span><\/span><\/span>
                                                        <\/span><\/span><\/span><\/span><\/li>\n
                                                      3. As such, this is the default method, as it can accurately calculate the storey weight for all types of system. <\/span><\/span><\/span><\/span><\/li>\n<\/ol>\n<\/div>\n

                                                        \n
                                                        The mass\/weight determined for the chosen option can be reviewed by hovering the cursor over the Center of Gravity indicated on the form plan after running a Building Analysis (example below) 
                                                        <\/span><\/span><\/span><\/span><\/span><\/div>\n

                                                        <\/span><\/span><\/span><\/span><\/span><\/div>\n

                                                        <\/span><\/span><\/span><\/span><\/span><\/div>\n

                                                        <\/span><\/span><\/span><\/span><\/span><\/div>\n
                                                        <\/div>\n<\/h3>\n
                                                        <\/div>\n","protected":false},"excerpt":{"rendered":"

                                                        Options to be used in analysis can be specified in \u201cModel Options\u201d page of \u201cBuilding Analysis\u201d form. \u201cModel Options\u201d comprises of four tab pages namely, Model, Shear…<\/p>\n","protected":false},"author":1,"featured_media":0,"parent":0,"menu_order":0,"template":"","meta":{"_whitepaper_youtube_videos":"","_whitepaper_youtube_url":"","_whitepaper_youtube_thumbnail":"","footnotes":""},"categories":[174],"whitepaper_topic":[],"whitepaper_product":[],"whitepaper_type":[],"class_list":["post-32727","wiki","type-wiki","status-publish","hentry","category-building-analysis"],"yoast_head":"\nModel Options - Prota Software<\/title>\n<meta name=\"description\" content=\"Options to be used in analysis can be specified in \u201cModel Options\u201d page of \u201cBuilding Analysis\u201d form. \u201cModel Options\u201d comprises of four tab pages\" \/>\n<meta name=\"robots\" content=\"index, follow, max-snippet:-1, max-image-preview:large, max-video-preview:-1\" \/>\n<link rel=\"canonical\" href=\"https:\/\/protasoftware.com\/wiki\/model-options\/\" \/>\n<meta property=\"og:locale\" content=\"en_US\" \/>\n<meta property=\"og:type\" content=\"article\" \/>\n<meta property=\"og:title\" content=\"Prota Software\" \/>\n<meta property=\"og:description\" content=\"Options to be used in analysis can be specified in \u201cModel Options\u201d page of \u201cBuilding Analysis\u201d form. \u201cModel Options\u201d comprises of four tab pages\" \/>\n<meta property=\"og:url\" content=\"https:\/\/protasoftware.com\/wiki\/model-options\/\" \/>\n<meta property=\"og:site_name\" content=\"Prota Software\" \/>\n<meta property=\"article:modified_time\" content=\"2026-06-19T12:37:51+00:00\" \/>\n<meta property=\"og:image\" content=\"https:\/\/protasoftware.com\/wp-content\/uploads\/2026\/04\/prota-doc-813b9464dc2a0971d33282f08b2c74ad.png\" \/>\n<meta name=\"twitter:card\" content=\"summary_large_image\" \/>\n<meta name=\"twitter:title\" content=\"Prota Software\" \/>\n<meta name=\"twitter:label1\" content=\"Est. reading time\" \/>\n\t<meta name=\"twitter:data1\" content=\"19 minutes\" \/>\n<script type=\"application\/ld+json\" class=\"yoast-schema-graph\">{\"@context\":\"https:\\\/\\\/schema.org\",\"@graph\":[{\"@type\":\"WebPage\",\"@id\":\"https:\\\/\\\/protasoftware.com\\\/wiki\\\/model-options\\\/\",\"url\":\"https:\\\/\\\/protasoftware.com\\\/wiki\\\/model-options\\\/\",\"name\":\"Model Options - 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