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.
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i want the design of PEB for a span of 15-m and to a length of 25-m with 30-TON EOT @
5-m. clear ht of building 7-m bay spacing 5-m in end & side wall. 3-m concrete block
wall with windows and sheeting on top. Can you design the building pls.
Very good knowledge we got, keep it up.composite structure design require with structure materials
detail.
Please needful do.
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