Steel Design - Web Bearing Capacity - Additional Small Deflection - Engineering Assignment Help

Assignment Task :

REQUIREMENTS OF THIS EXERCISE & DESIGN DATA
I. Design of the secondary beams  
Determine a suitable size for the secondary beams, using UB or Welded Beam (WB) sections and Grade 300 steel. Note the following:
Apart from their self weight, each secondary beam carries two concentrated loads from the hopper at a distance of ‘E’ from each end. This load is due to the hopper self weight plus its contents.
Data necessary for determination of this loading is provided in the tabulation at the end of this document.
The secondary beams may be regarded as fully restrained (F) at their ends where they sit on the primary beams. However, since it is conceivable that these beams might buckle simultaneously, with their top flanges moving laterally in the same direction and the hopper moving with them, the load points should not be regarded as restraint points. Hence, these beams each comprise just one segment. In addition, a kl value of 1.4 would be appropriate in this case, in accordance with AS4100
 
The web bearing capacity of the secondary beams should be checked at the points where they sit on the primary beams. It may be assumed that the web bearing capacity elsewhere along the secondary beams is satisfactory.
Since the aesthetics of this support system is not a major issue, deflections are not an important design consideration, but it has been decided that, under maximum loading, beam deflection should not exceed Span length/200.

II. Design of the Primary beams  

• Determine a suitable size for the primary beams, using UB or WB sections and Grade 300 steel. Note the following:
• A 120mm-thick reinforced concrete slab will be cast on top of the primary beams as depicted. This slab will be ‘locked’ down onto the tops of the beams by the provision of shear connectors which will be welded onto the tops of the beams and cast into the slabs. The shear connectors will restrain any possible lateral buckling of the beam top flange wherever the slabs are located.

Allow for a live loading on the slabs of 2 kN/m2
. The slabs will be supported by additional steelwork not shown on the diagram and not relevant to this exercise.
Assume the cross-section of the primary beams at both ends is fully (F) restrained.

• Use the same deflection limitation as specified for the secondary beams, but only the deflection
• due to the beam self weight and hopper need be considered (i.e. the additional small deflection
• due to the slab loading may be neglected).
• The shear capacity of the primary beams should be checked.
• The web bearing capacity of the primary beams should be checked at the points where the secondary beams bear down on them. It may be assumed that the web bearing capacity elsewhere along the primary beams is satisfactory.
   

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