{"id":33599,"date":"2026-04-27T12:57:31","date_gmt":"2026-04-27T12:57:31","guid":{"rendered":"https:\/\/protasoftware.com\/technical-manuals\/structural-modelling\/yield-line-and-fe-load-decomposition-with-example\/"},"modified":"2026-06-19T12:37:45","modified_gmt":"2026-06-19T12:37:45","slug":"yield-line-and-fe-load-decomposition-with-example","status":"publish","type":"wiki","link":"https:\/\/protasoftware.com\/wiki\/yield-line-and-fe-load-decomposition-with-example\/","title":{"rendered":"Yield Line And Fe Load Decomposition With Example"},"content":{"rendered":"
\n
<\/p>\n
For your best understanding to this topic, it is best to refer and relate to  <\/span>Modelling, Analysis & Design Flowchart<\/span><\/a> <\/b>before proceeding with this article.<\/span><\/div>\n

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

There are two methods to calculate concrete slab loads onto supporting reinforced concrete beams : <\/span><\/div>\n
<\/div>\n
1. Derive Beam Loads using default \u201cYield Line\u201d<\/span><\/b> <\/div>\n
    \n
  1. When slab and beams are modelled, the slab load is automatically calculated by default using yield-line tributary area method<\/i>.<\/span><\/span><\/li>\n
  2. All the slab line \/ point load will be converted to equivalent area load. Hence, although the total load is captured by the beam, the localized effect of these loads cannot be evaluated.   <\/span><\/span><\/li>\n
  3. All slab openings are ignored. Hence if there are large slab openings, the loadings on the beams will be conservative.<\/span><\/span><\/li>\n
  4. Suitable for regular rectangular or squarish slabs. May not be sufficient for irregular shaped slabs.<\/span><\/span><\/li>\n<\/ol>\n
    2. Derive Beam Loads using "FE Load Decomposition" <\/span><\/span><\/span><\/span><\/b> <\/div>\n
      \n
    1. Run by going to <\/span><\/span>Loading<\/span><\/span><\/b> (top menu) or<\/span> Analysis<\/span><\/b> (top menu) > <\/span><\/span>Load Decomposition by FE<\/span><\/span><\/b> <\/span><\/span>
      <\/span><\/li>\n
    2. This is an alternative to the default \u201cYield Line\u201d slab load calculation onto beams<\/span><\/span><\/span><\/span>
      <\/span><\/li>\n
    3. The localized effect of concentrated slab loads can be considered because the slabs are meshed<\/span><\/span><\/span><\/span>
      <\/span><\/li>\n
    4. Slab opening is considered, i.e. slab loads decomposed onto beam with slab openings will be different.  <\/span><\/span><\/span><\/span>
      <\/span><\/li>\n
    5. Should be used when there are many irregular shaped slabs (non rectangular or squarish slab)<\/span><\/span><\/span><\/span>
      <\/span><\/li>\n
    6. This method consumes more time in analysis compare to yield line tributary area method, in order to mesh slabs into plates and shells especially large number of slabs to be meshed in the model.<\/span><\/span><\/span><\/span><\/li>\n<\/ol>\n<\/div>\n
      \n
      <\/p>\n
      For <\/b>concrete slabs<\/b> supported by <\/b><\/span>steel beams<\/span><\/b>, user must run "Load Decomposition by FE"<\/b>.  Default yield line will not work. <\/span>
      <\/span><\/div>\n
      Alternatively, you can consider composite beam where steel beam acts compositely with concrete slab :<\/span> Composite Beam Design General Principles<\/a> <\/span><\/div>\n

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

      What is Load Decomposition?<\/span><\/span>
      <\/span><\/b><\/h1>\n
      Slabs are not modelled as part of the general building analysis. To do this would require a fully meshed up FE model at every floor level in a multi\u2010storey 3D model. For realistic structures, such models remain beyond the reasonable capacity of current computer hardware\/processors.<\/span><\/span>
      <\/span><\/div>\n
      Therefore, when you define slabs and loads on slabs, <\/span><\/span>ProtaStructure<\/span><\/span><\/i><\/b> has to work out what loading should be applied to the supporting beams. By default this is done in a traditional method based on tributary areas.<\/span><\/span><\/span><\/div>\n
      <\/span><\/div>\n

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

      The boundaries of the tributary areas loading each beam can be viewed graphically as shown above. These look similar to potential <\/span><\/span>Yield Lines<\/span><\/span><\/i>, hence the name given to this default method.<\/span><\/span>
      <\/span><\/p>\n

      In this, as in many other areas, <\/span><\/span>ProtaStructure<\/span><\/span><\/i><\/b> effectively applies the sort of engineering methodology that has been used in <\/span><\/span>hand calculations <\/span><\/span><\/i>for many years.<\/span><\/span>
      <\/span><\/p>\n

      Why switch to a FE method?<\/span><\/span>
      <\/span><\/b><\/h1>\n

      Yield Lines<\/span><\/span><\/i> method has limitations in circumstances such as:<\/span><\/span>
      <\/span><\/p>\n

        \n
      1. When the slab boundaries are highly irregular and particularly where some edges of a complex boundary are unsupported.<\/span><\/span><\/span>
        <\/span><\/li>\n
      2. When there are significant holes defined in the slab.<\/span><\/span>
        <\/span><\/li>\n
      3. When there are eccentric concentrated point, patch, or line loads.<\/span><\/span>
        <\/span><\/li>\n<\/ol>\n
        In such circumstances beam loads are more accurately calculated by using a <\/span><\/span> <\/span>Finite Elements Model<\/span><\/span><\/i> <\/span>.<\/span><\/span><\/div>\n

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

        <\/p>\n


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

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

        Consider the simple 6 m by 4 m slab shown above. Eccentric concentrated point loads are applied and a large void also has been defined.<\/span><\/span>
        <\/span><\/div>\n

        <\/span><\/div>\n
        The traditional (Yield Line) method of load transfer would ignore the hole, and it would average out the point load by calculating an equivalent UDL to apply over the whole area of the slab. Although the load is not lost, its effect is independent of its proximity to any of the surrounding beams. This is all reasonably apparent when you examine the beam loads in "<\/span>Edit Loads<\/span><\/a>" tab.<\/span><\/span><\/div>\n

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

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

        The loading on beam 1B3 is a simple trapezoidal profile where the peak UDL is adjusted to account for the point loads. Based on this method, Beam 1B1 sees an identical loading profile.<\/span><\/span><\/span><\/div>\n

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

        <\/div>\n

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

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

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

        <\/div>\n

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

        When you run a building analysis, a completely symmetrical set of column loads is determined as shown below.<\/span><\/span><\/div>\n

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

        <\/div>\n

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

        <\/div>\n

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

        <\/div>\n

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

        \n

        Example of FE Method for Slab Load Decomposition<\/span><\/span><\/b>
        <\/span><\/h2>\n

        By using the optional Finite Elements Model, the point loads will be much more accurately distributed. The slab load will also be more accurately distributed, including the deductions and effects associated with the void.<\/span><\/span><\/span>
        <\/span><\/p>\n

        The procedure for generating optional beam loads based on an FE model is as follows:<\/span><\/span><\/span> <\/span>
        <\/span><\/div>\n<\/div>\n<\/div>\n
        \n
        \n
        1.      Select the <\/span><\/span> <\/span><\/span>Load Decomposition by FE<\/span><\/span><\/b><\/i> <\/span><\/span> command from the <\/span><\/span> <\/span><\/span>Loading<\/span><\/span><\/b><\/i> <\/span><\/span> menu as shown below.<\/span><\/span><\/div>\n<\/div>\n<\/blockquote>\n

        <\/p>\n

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

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

        <\/p>\n

        \n
        \n
        On the left panel, select the storey first, then click on the button "Calculate Slab Load<\/b>s" to perform FE Load Decomposition analysis.<\/span><\/span><\/span><\/div>\n<\/div>\n<\/div>\n

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

        <\/p>\n

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

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

        <\/p>\n

        \n
        \n
        2. <\/span>     Minimum of 500 mm and Maximum of 1000 mm for Slab Shell Element Size are suggested by default, however you can adjust these values.<\/span>
        <\/span><\/span><\/div>\n<\/div>\n<\/div>\n

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

        <\/p>\n

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

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

        <\/p>\n

        \n
        \n
        3.    Click the <\/span><\/span><\/span> "Calculate Slab Loads"<\/span><\/b><\/span><\/span><\/i> button and the slab is meshed automatically for the selected\/ all storeys.<\/span><\/span><\/span> <\/div>\n
        4.    <\/span><\/span><\/span>Check for "Display Analytical Model Before Analysis\u201d<\/i><\/b> to view at the generated mesh for each floor.<\/span><\/span><\/span><\/div>\n

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

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

        <\/p>\n

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

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

        \n
        <\/p>\n
        <\/div>\n
        The analytical model meshes the slab into triangular shell elements. <\/span><\/span>The slab mesh nodes will sub-divide the supporting beam into numerous segment frame nodes. <\/span><\/span><\/div>\n
          \n
        1. A dummy support is auto inserted at each beam segment node. This means the beam cannot deflect. Hence, the beam stiffness has no effect on the slab load transfer. <\/span><\/span>
          <\/span><\/li>\n
        2. Slab load is decomposed or calculated only at the beam segment nodes :  <\/span><\/span>
          <\/span><\/li>\n
            \n
          1. Too few slab meshes will mean lower accuracy, as loading are assumed to be linear between nodes.  <\/span><\/span>
            <\/span><\/li>\n
          2. Too many meshes means analysis time is unnecessarily long, especially when the slab layout area is large.  <\/span><\/span>
            <\/span><\/li>\n
          3. The general guideline is 6 to 8 meshes along each supporting beam. <\/span><\/span>
            <\/span><\/li>\n<\/ol>\n
          4. In this case, the suggested slab shell element size results in minimum 8 nodes along each beam; and although not well meshed around the opening this is probably sufficient in this simple example for the intended purpose. <\/span><\/span><\/li>\n<\/ol>\n

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

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

            \n
                      <\/span><\/span>  5. Having completed the above process, FE Load Decomposition analysis results will be automatically applied to all beams in the model.<\/span><\/span><\/div>\n
                  <\/span><\/span><\/span><\/span><\/span>            <\/span><\/div>\n
            You can review this on a beam\u2010by\u2010beam basis. Highlight any beam and select "Edit Loads", the option in "Slab Loads Calculation Method" will have swapped to the<\/span> <\/span><\/b><\/span> <\/span>"Finite Element" <\/b><\/i>method<\/span><\/span> <\/span>. The new loading for beam 1B1 is shown below<\/span>.<\/span><\/span><\/span><\/div>\n
            <\/div>\n
            <\/span><\/span><\/span><\/div>\n
            <\/div>\n<\/div>\n

            <\/p>\n

            As expected the load intensity is peaking towards the ends where the point loads are applied.<\/span><\/span> <\/div>\n
            \n

            To utilise these new loadings it is necessary to reperform the building analysis. On completion we can see a very different distribution of column loads.<\/span><\/span><\/p>\n<\/div>\n

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

            <\/div>\n
            \n

            The total Imposed Load using the Yield Line method was approximately 266.4 kN. Using the <\/span><\/span>FE<\/span><\/span><\/i><\/b> method, it has dropped to 258.4 kN, this is slightly lower because no load is applied to the hole.<\/span><\/span><\/span><\/p>\n

            \n
            If you change any slab loads or beam layouts, you must remember to reperform the <\/span><\/span><\/span>Load Decomposition by FE <\/span><\/span><\/span>command before reperforming the building analysis.<\/span><\/span><\/span><\/span> <\/div>\n
            \n
            Axial load comparisons are performed at the end of each analysis. This is a comparison of applied loads vs. analysis reactions. Since you can choose decomposition methods on a beam\u2010by\u2010beam basis you can cause this comparison to show discrepancies. In the example above, if you choose finite element decomposition for beam 1B1 only, the comparison will be displayed as shown below.<\/span><\/span><\/span> <\/div>\n
            <\/div>\n
            <\/div>\n<\/div>\n<\/div>\n<\/div>\n
            The first applied loads table shows the totals for the loads applied to each slab, beam, etc. The second applied loads table shows the loading totals after decomposition. Since the decomposition methods have been mixed so that a worst case is used for every beam, the total loading after decomposition is higher. You can then see that this higher loading is maintained in the building analysis<\/span>.<\/span> <\/div>\n
            \n

            Why retain the traditional yield line method?<\/span><\/span><\/b>
            <\/h1>\n
            Having reviewed the example above this is a question you might ask. The main point to bear in mind is that the example is unusual\/extreme. Concentrated loads and dominant openings are not the norm.<\/span><\/span><\/div>\n
            <\/div>\n
            The main disadvantage of the FE method is speed. When there are a large number of slabs, there are a correspondingly large number of shells required and the analytical models (even though it is one floor at a time) get big and hence slow.<\/span><\/span><\/div>\n
            <\/div>\n
            Comparisons of uniformly loaded slabs have shown excellent correlation between the traditional yield line and FE methods, so you may find it easier to continue using the traditional method for much of your work.<\/span><\/span><\/div>\n
            <\/div>\n
            If you think about the differences the FE method makes, you will be able to decide when it might be more appropriate \u2010 clearly the FE method is better if you have to deal with significant holes and\/or isolated loading.<\/span><\/span><\/div>\n
            <\/div>\n
            Ultimately, neither method is going to suit everybody all the time. For this reason, you can pick and choose on a beam by beam basis if you wish, or you can design all the beams using one method and then check them using the other. When checking you can use the option to <\/span><\/span>select new steel when previous bars are insufficient<\/span><\/span><\/i> so that you end up with all beams designed for the worst case from either load decomposition method.<\/span><\/span> <\/span> <\/div>\n
            <\/div>\n
            \n
            In the FE method beams are replaced by a line of fully fixed supports. As a consequence, in ordinary regular slabs both the yield line and FE method will share loads equally to internal and edge beams. In other words continuity is not being considered. This is a simplification that has long been accepted in hand calculations.
            A more extreme example of the above would be a cantilever slab. The beam adjacent to the cantilever takes the entire cantilever slab load, plus half of the internal slab load, for long cantilevers that can be a significant under estimate.
            The only way to account for continuity in such a case would be to include the floor slabs by meshing with Building Analysis, by checking option Include Slabs in Building Model<\/a> in Building Analysis > Slab Model dialog. This method deals with the continuity, a higher load is put on the beam adjacent to the cantilever and correspondingly less load is put on the next internal beam \u2010 some engineers may prefer this. <\/span><\/span><\/span><\/span><\/div>\n
            <\/div>\n<\/div>\n

            How to switch back to the traditional (yield line) method from FE Load Decomposition method?<\/span><\/span><\/span><\/b>
            <\/h1>\n
            If you have already run before the <\/span><\/span> <\/span>Load Decomposition by FE<\/span><\/span><\/b> <\/span> under <\/span><\/span> <\/span>Loading<\/span><\/span><\/b> <\/span> tab, and you wish to change the <\/span><\/span> <\/span>Slab Load Calculation Method<\/span><\/span><\/b> <\/span> back to <\/span><\/span> <\/span>Yield Line Method<\/span><\/span><\/i> <\/span>, steps as follows:<\/span><\/span>
            <\/span><\/div>\n
              \n
            1. Right click any beam (regardless of 2D view or 3D view)<\/span>
              <\/span><\/span><\/li>\n
            2. Click <\/span><\/span>Slab Load Calculation Method<\/span><\/span><\/i><\/b>
              <\/span><\/span><\/li>\n
            3. Select <\/span><\/span>Yield Line Method<\/span><\/span><\/i><\/b><\/li>\n
            4. \u200b<\/span><\/span>
              <\/i><\/b><\/li>\n
            5. This option can be applied to all beams in the storey or all beams in the model. <\/span>
              <\/li>\n<\/ol>\n<\/div>\n
              <\/div>\n","protected":false},"excerpt":{"rendered":"

              For your best understanding to this topic, it is best to refer and relate to  Modelling, Analysis & Design Flowchart before proceeding with this article. There…<\/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":[185],"whitepaper_topic":[],"whitepaper_product":[],"whitepaper_type":[],"class_list":["post-33599","wiki","type-wiki","status-publish","hentry","category-structural-modelling"],"yoast_head":"\nYield Line And Fe Load Decomposition With Example - Prota Software<\/title>\n<meta name=\"description\" content=\"For your best understanding to this topic, it is best to refer and relate to  Modelling, Analysis & Design Flowchart before proceeding with\" \/>\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\/yield-line-and-fe-load-decomposition-with-example\/\" \/>\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=\"For your best understanding to this topic, it is best to refer and relate to  Modelling, Analysis & Design Flowchart before proceeding with\" \/>\n<meta property=\"og:url\" content=\"https:\/\/protasoftware.com\/wiki\/yield-line-and-fe-load-decomposition-with-example\/\" \/>\n<meta property=\"og:site_name\" content=\"Prota Software\" \/>\n<meta property=\"article:modified_time\" content=\"2026-06-19T12:37:45+00:00\" \/>\n<meta property=\"og:image\" content=\"https:\/\/protasoftware.com\/wp-content\/uploads\/2026\/04\/prota-doc-5bbb9659f8fcc50e30f7c52f38a4cd0b.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=\"9 minutes\" \/>\n<script type=\"application\/ld+json\" class=\"yoast-schema-graph\">{\"@context\":\"https:\\\/\\\/schema.org\",\"@graph\":[{\"@type\":\"WebPage\",\"@id\":\"https:\\\/\\\/protasoftware.com\\\/wiki\\\/yield-line-and-fe-load-decomposition-with-example\\\/\",\"url\":\"https:\\\/\\\/protasoftware.com\\\/wiki\\\/yield-line-and-fe-load-decomposition-with-example\\\/\",\"name\":\"Yield Line And Fe Load Decomposition With Example - 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