TABLE OF CONTENTS 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 kip), of flexural members may be computed from the following:
where <i class="emphasis">F</i><sub<i class="emphasis">yw</i></sub> = specified minimum yield stress of web,ksi (MPa = 6.894 ksi)<i class="emphasis"> A</i><sub<i class="emphasis">w</i></sub> = web area, in<sup2</sup> (mm<sup2</sup>) = <i class="emphasis">dt</i><sub<i class="emphasis">w</i></sub><span class="unicode">?</span> = <span class="inlinequation"> xmlns:mml="http://www.w3.org/1998/Math/MathML"><span class="inlinemediaobject"><img alt="Image from book"> border="0"> height="33"> id="IMG_694"> src="https://images.books24x7.com/bookimages/id_15147/p30001c22g2840004vpp.png"> title=""> width="90"></span></span><i class="emphasis"> k</i> = 5 if <i class="emphasis">a</i>/<i class="emphasis">h</i> exceeds 3.0 or 67,600/(<i class="emphasis">h</i>/<i class="emphasis">t</i><sub<i class="emphasis">w</i></sub>)<sup2</sup>, or if stiffeners are not required= 5 + 5/(<i class="emphasis">a</i>/<i class="emphasis">h</i>)<sup2</sup>, otherwise
Stiffeners 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 
for a/h ? 1.5 or 
for a/h > 1.5, where F yf is the specified minimum yield stress, ksi, of the flange. For shear capacity with tension-field action, see the AISC specification for LRFD.
The AISC specification for allowable-stress design (ASD) for buildings provides two formulas for...
