WORLD FOR CIVIL

_{LOAD & RESISTANCE FACTOR DESIGN FOR SHEAR IN BUILDINGS}

_{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:
V u = 0.54 F yu A w when h / t w £ a}

_{V u = ( 0.54 F yu A w ) / (h / t w ) when a <> w} £ 1.25a

_{V u = ( 23,760 k A w ) / h / t w )2 when h / t w £ 1.25a}

_{where F yw = specified minimum yield stress of web, ksi (Mpa = 6.894 X ksi )}

_{A w = web area, in ² (mm ² ) = dt w}

_{a = 187 ( k/F&O yw ) ^½}

_{k = 5 if a/h exceeds 3.0 or 67,600 / ( h / t w ) ² , or if stiffeners are not required}

_{= 5 + 5/(a/h) ² , otherwise}

_{Stifferners are required when the shear exceeds V u . In unstiffened girders, h/t w may not exceed 260. In girders with stiffeners, maximum h/t w permitted is 2,000/( F yf ) ^½ for a/h £ 1.5 or 14,000/( F yf (F yf + 16.5) ) ^½ for a/h > 1.5, where F yf is the specified minimum yield stress of the flange.
For shear capacity with tension – field action, see the AISC specification for LRFD.}