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CIVL3235 Structural Analysis

Question

Answered

Question:

Loads on Portal Frames

This exercise involves the calculation of loads on an industrial portal frame structure shown in the diagram at the end of this part.

Configuration of Portal Frame:

Other details concerning the building are as follows:

  • Assume the building is located within a residential suburb.
  • For determination of wind loading, assume the building is of Importance Level 3.

Requirements

Consider the loads applied to the structure (dead loads, live loads and wind loads) and calculate the external UDL forces applied on the FIrst Internal Portal frame in from the end of the building for each loading case. Please note that all loads are derived individually in this assignment so no load factors are required for this submission. We will investigate load factors and load combinations in the next assignment.

The following is to be included in the submission:

  • All calculations involved in determining the loadings and cross-referencing to tables;
  • Fully detailed diagrams of the portal frame showing the UDL (kN/m) for each of the cases (a)to (d) individually.

a) Dead Loads

Calculate the dead loads applied to the portal frame. This includes self-weight of members and additional structural elements. The weight of additional structural elements including the roof and wall sheeting, insulation, and purlins/girts may be allowed for by assuming an equivalent UDL of 0.15 kN/m2. This obviously needs to be converted into a UDL (kN/m).

  1. b) Live Loads

c) Wind Blowing from Direction ‘A’

Note the following points:

  • Since the portal frame being considered is at a constant distance from the windward wall, there will be a constant upwards pressure and hence UDL right across the rafter, and also up the columns (though a different value).
  • Don’t forget to allow for the wind loading on the walls as well as on the roof.
  • You will find that part of the roof and wall width being supported by the first internal portal frameis within the range 0 to 1h from the windward edge, and part is within the range 1h to 2h. From 2 Tables 5.2(C) and 5.3(A), it would be apparent that this means two different external pressures apply within the loaded width. You can easily work out what part of the loaded width carries the larger pressure and what part carries the lesser pressure and then, for each, just calculate:

 External UDL (kN/m) = pressure (kN/m2) × loaded width (m)

The two external UDL’s are then just added to obtain the total external UDL for each of the column or rafter  

d) Wind Blowing from direction ‘B’

  • In this case, the external wind pressure will vary across the length of the rafter, from a maximum near the windward edge to a minimum towards the leeward edge. Thus, the rafter members will carry wind UDL’s which suddenly change value at certain points along their lengths.

Note: For both wind cases ‘A’ and ‘B’:

  • The shielding multiplier Msand the topographic multiplier Mt may be taken as 1.0.
  • The ‘area reduction factor’ Kaand the ‘combination factor’ Kc may be taken as 1.0. Note however, that in practice these factors may be used to achieve significant reductions in design wind loadings.

CIVL3235 Structural Analysis

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