Steel Beam Web Shear Capacity (AISC 360 Ch. G)
The web shear a steel beam carries at its ends, where the reaction is highest and the moment is zero: Vn = 0.6 x Fy x Aw x Cv1 with Aw = d x tw. For a rolled I-shape with a stocky web (h/tw under ~53.9 at Fy 50), Cv1 = 1.0 and the factors are Omega 1.50 / phi 1.00. A W18x50 carries 192 kips nominal, 128 allowable. Short heavily-loaded spans and coped ends are governed by the web, not the flange. Block shear at a coped end is a separate check. A design aid, not a substitute for the engineer of record.
Formula and source
Aw = d x tw; Vn = 0.6 x Fy x Aw x Cv1; Va = Vn / Omega_v; phi_v Vn (phi_v paired to Omega_v: 1.50/1.00 or 1.67/0.90); util = Vu / Va.
AISC 360-22 Chapter G (G2.1) and §B3.1 / §B3.2, by name; d and tw are read from the AISC Manual for the actual shape.
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