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Based on the American Institute of Steel Construction (AISC) specifications for load-and-resistance factor design (LRFD) for buildings, the shear capacity V u , kip (kN = 4.448 X kip), of flexural members may be computed from the following:
Stifferners are required when the shear exceeds Vu. In unstiffened girders, h/tw may not exceed 260. In girders with stiffeners, maximum h/tw permitted is 2,000/(Fyf)½ for a/h less than equal to 1.5 or 14,000/(Fyf(Fyf+16.5) )½ for a/h > 1.5, where Fyf is the specified minimum yield stress of the flange.
For shear capacity with tension – field action, see the AISC specification for LRFD.