3D Effects of Continuous Primary & Secondary Beams Analysis

3D Effects of Continuous Primary & Secondary Beams Analysis

Introduction

  1. Traditionally, continuous beam lines are analyzed and designed in isolation. The modelling of the support conditions in such cases is often unsophisticated or simplified. For example, in the analysis of secondary beams supported by primary beams, the traditional method is to perform two analyses independently and separately:
    1. Firstly, the secondary beam frame line is analyzed as a simplified 2D frame, with the primary beam as knife edge support that cannot move (translation: all directions are restrained).
    2. The reaction of this knife edge support is obtained via simple 2D equilibrium equations.
    3. The primary beam frame is then analyzed, again as a 2D frame, with the reactions of the secondary beam applied as an external point load.
    4. In short, the deflection of primary beams as supports is not considered in the analysis of secondary beams.

  2. In a 3D analysis software such as ProtaStructure, the analysis method is different:
    1. The entire 3D model is analyzed and solved simultaneously as an indeterminate structure.
    2. Primary and secondary beams will act together in unison to support the slab loading simultaneously.
    3. The proportion of loading sustained by primary and secondary beams will depend on their size and relative layout.
    4. Deflections of primary beams affect secondary beams, and vice versa, as they are connected together. Thant is, there is compatibility in deflections of common joints.

3D Example Model

We will use a simple 1 storey model to illustrate this 3D behaviour, as shown below.



  1. Grid 1,2,3 :  Beam size 250x800
  1. Grid A,B,C,D : Beam size 250x500
  1. Grid 1A : Beam size 250x500
  1. Grid 2A : Beam size 150x400

3D Analysis Result Discussion

The structure is analysed in ProtaStructure.  The Analytical Model is shown in blue lines and the animated deflected shape is shown in red lines, due to ultimate load combination.  

<-- Click to enlarge the diagram

The major bending moment diagram (M33) due to ultimate load combination is as shown below.




It is evident that analysis is based on 3D connected wire frame and there is 3D deflection. This results in 3D bending moments which is reflective of the 3D deflection.  
When beams join together at a common node, there is a single common deflection. This means all the beams are acting together simultaneously to support the slab loads & each other. 

Analysis Results along Grid 1 (primary beam supported by columns)

Let us look at the result of the analysis along grid 1.  The filtered frame view is as shown below.


To thoroughly examine the result along each grid, we can access the Analysis Result Diagram (select a beam on plan, right-click).

The result along grid 1 with slab loads, major shear, major bending moment & absolute deflection turned on, is as shown below.

<--  Click to enlarge diagram
The result of this primary beam is expected & similar to a traditional 2D analysis.
  1. There are secondary beams connected at one-third & two-third position (grid C&D).
  2. Hence, there is a change in shear force diagram, due the reaction imposed by the secondary beams (change in value of shear = resultant reaction).
  3. In 3D analysis, this “reaction” is not an external load, as it is analyzed as 3D model & solved together will all connected members.
  4. As such, this “reaction” cannot be shown as external point load in the loading diagram. The loading diagram will only show slab loads decomposed onto the supporting beams. 

Analysis Results along Grid 2 (primary beam supported by columns)

Similarly, the filtered view & results of primary beam along grid 2 is as shown below.




The result of this primary beam is expected & similar to a traditional 2D analysis (similar to primary beam @ grid 1).

  1. Being the internal primary beam, both the bending moment and deflection are much higher, as it is carrying much larger secondary beams loads.
  2. The change in shear force diagram, equivalent to the secondary beams reactions, is also much larger compared to the beam @ grid 1. 

Analysis Results along Grid A (primary beams supported by columns, with incoming secondary beams)

Let us look at the result of the analysis along grid A.  The filtered frame view is as shown below.


The analysis result along grid A, with major shear, bending moment & absolute deflection turned on is as shown below.


The above result is as expected and comparable to a 2D frame analysis. 

  1. The middle supporting column is shortening more than the external column, due to higher axial load. However, since the shortening of the columns is small, it has negligible impact on the forces in the beams.
  2. The shear, bending moment diagrams & deflection is non-symmetrical due to different secondary beam sizes.
  3. The secondary beam on 1B1 is 250x500 (larger) while that on 1B2 is 150x400 (smaller).
  4. The larger secondary beam will attract more load in a 3D analysis. as compared to smaller beam (in additional to larger self-weight), giving rise to higher bending moment & deflection.

Analysis Results along Grid B (beams supported by primary beams, with incoming secondary beams)

Let us look at the result of the analysis along grid B.  The filtered frame view is as shown below.

All beams along this grid are supported by primary beams (250 x 800), with 2 incoming secondary beams at mid span (250x500 & 150x400).
The analysis result along grid B is as shown below.

The above result is different from traditional 2D analysis.

  1. These beams (1B3 & 1B4) are supported by 3 primary beams along Grid 1,2 & 3. 
  2. All the supporting primary beams are deflecting, with the middle deflecting the most, 67.9 mm.  The deflection value at this position matches exactly the deflection value of the primary beam 1B13 along grid 2, i.e. deflection at a common joint is exactly the same.
  3. The net effect is that the resultant hogging moment is not as high as a traditional analysis, where the supporting beam is fixed (prevented from deflecting). This means that whenever there is relative support deflection (moving downwards in this case), the bending moment will be reduced. The more the support movement (downwards), the larger the reduction.
  4. In this example, the maximum hogging moment is 652 kNm at the middle support, which is only slightly larger than external beams 1B1-1B2 along grid A (587 kNm), despite carrying double the loads.
  5. Notice that the mid span deflection of beam 1B3 & 1B4 is not symmetrical.  This is because the size of the secondary connected beams along GL 1A and 2A are different (250x500 & 150x400). This is further explained below. 

Analysis Results along Grid 2A (secondary beams supported by primary beams)

Let us look at the result of the analysis along grid 2A.  The filtered frame view is as shown below.


The result along grid 2A, with major shear, major bending moment & absolute deflection turned on, is as shown below.


The above results deviate significantly from traditional analysis. 

  1. In this case, the above beams are supported by 4 nos. of “primary” beams (250x500). 
  2. However, the deflection of these “primary” beams are so excessive in this case, there is sagging moment along the entire beam line & no hogging moment at the primary support, even though these beams are sized smaller (150x400). 
  3. The only indication there is a primary beam support is the small kink in the bending moment diagram.
  4. The deflection of the beams are consistent will the sagging bending moment diagram.
  5. To summarize, the traditional distinction of “primary” and “secondary” beam is irrelevant, due to 3D stiffness analysis.

Analysis Results along Grid 1A (primary & secondary beams of same sizes)

Let us look at the result of the analysis along symmetrical grid 1A.  The filtered frame view is as shown below.


The result along grid 1A, with major shear, major bending moment & absolute deflection turned on, is as shown below.

Similar to grid 2A, the above results deviate significantly from traditional analysis.

  1. The deflections of the support “primary” beams are also very large, as there is no longer noticeable distinction between primary & secondary beam behavior.
  2. This is because both the “primary” & “secondary” beams are the same size (250x500) & supporting similar slab loads.
  3. The result in a 3D grillage effect where loads are shared equally by all beams.
  4. This is evident as there is a very small change in shear force diagram at the common joints.
  5. Further, there is no noticeable kink in the bending moment diagram as compared with similar beams along grid 2A.
  6. To summarize, the traditional distinction of “primary” and “secondary” beams is irrelevant, due to 3D stiffness analysis.

Summary & Conclusion

The continuous beam analysis using ProtaStructure 3D stiffness analysis is different from a traditional 2D analysis.

  1. The key difference is in 3D analysis, the connected beams, both primary and secondary are analyzed & solved simultaneously as indeterminate structure.
  2. Bigger and hence stiffer beams will naturally behave like primary beams, vice versa. There is no way & no need to force a particular beam to be primary or secondary beam; just size beams appropriately.
  3. All connected beams must have the same deflection at the common joint.
  4. Traditional assumption where there must be hogging moment at the primary beam support is no longer valid.
  5. The 3D stiffness analysis result is not unique to ProtaStructure. Any 3D general analysis program will give similar results given the same model. You can export ProtaStructure model to SAP or ETABS for further verification if desired.
The resultant 3D moment is best viewed by accessing the 3D Analytical Model an reviewing the 3D deflection, as the deflections are direct reflection of the forces in the beams. 

    • Related Articles

    • RC Deflection Checks-Slabs (TS500)

      This document including concrete slab deflection design was explained for rectangular sections. The calculations were done based on the TS500 regulations. We present this design guide to your attention with the hope that it will be useful. You can ...

    • RC Deflection Checks (TS500)

      This document including concrete beam deflection design was explained for rectangular and flanged sections. The calculations were done based on the TS500 regulations. We present this design guide to your attention with the hope that it will be ...

    • 3D Sway Effects of Multi Storey Building

      Many structures will undergo a natural sway under purely vertical (gravity) loads. These sways can sometimes introduce significant changes to the expected moment diagrams in beams. The axial force & moment of the columns and walls can also be ...

    • How to Split Continuous Beams

      Beams which are created in a single axis will automatically become continuous beam in the beam design. A simple example model is created as below : However, in some conditions, users may want to split the beams continuity : 1. To split the above into ...

    • Rigid links automatically created inside columns to support offset beams

      Introduction During modelling structures, there may be situation where the beams insertion point is offset from columns insertion point. In other words, the beam end node may not coincide exactly with the column node. In ProtaStructure, as long as ...