By P.R. Knowles


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If Mb≥M then the initial selection is adequate; otherwise further trials are made. Once a satisfactory section has been obtained checks can be made on the adequacy of the web in buckling, shear and bearing and of the beam in deflection. 7 Moment capacity at low shear load for sections of each class with either full or other lateral restraint Moment capacity at low shear load1 Lateral restraint Section class Full Other cases Plastic2 Compact Semi-compact PyZ Slender pyZ (Note 3) Notes 1. 6 times the shear capacity of the section.

The range of choice of rolled beams is large and by the nature of their mass production they tend to be relatively cheap and widely available. Thus some inefficiency in their cross-sectional layout can easily be tolerated. Welded plate girder profiles are under the designer’s control; he can, within reason, adjust the depth and flange to web thickness ratio to give as economical a solution as possible. 3 Stability The relatively slender profile of steel beams gives rise to a marked tendency to local or overall instability under certain conditions.

8d) and when the average stress is equal to the yield stress the squash load has been reached. 9. This reasoning assumes that elastic buckling will not intervene before the squash load is achieved. A stocky (Fcr Fp) strut can attain the squash load, albeit at an increased strain, compared with a member free of residual stress. A very slender strut will buckle elastically without being affected by any residual stress. Between these extremes of slenderness, however, the premature yielding produces loss of bending stiffness and leads to inelastic buckling at a load less than the elastic critical load.

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