Formulas: Web Panel-Zone Shear

Formula 1

(1) For $\alpha P_{r} \leq 0.4 P_{y}$

\alpha P_{r} \leq 0.4 P_{y}

R_{n}=0.60 F_{y} d_{c} t_{w}

(2) For $\alpha P_{r}>0.4 P_{y}$

\alpha P_{r}>0.4 P_{y}

R_{n}=0.60 F_{y} d_{c t w}\left(1.4-\frac{\alpha P_{r}}{P_{y}}\right)

(1) For $\alpha P_{r} \leq 0.75 P_{y}$

\alpha P_{r} \leq 0.75 P_{y}

R_{n}=0.60 F_{y} d_{c} t_{w}\left(1+\frac{3 b_{c f} t_{c f}^{2}}{d_{b} d_{c} t_{w}}\right)

(2) For $\alpha P_{r}>0.75 P_{y}$

\alpha P_{r}>0.75 P_{y}

R_{n}=0.60 F_{y} d_{c} t_{w}\left(1+\frac{3 b_{c f} t_{c f}^{2}}{d_{b} d_{c} t_{w}}\right)\left(1.9-\frac{1.2 \alpha P_{r}}{P_{y}}\right)

where

$F_{y}=$ specified minimum yield stress of the column web, ksi (MPa)
$P_{r}=$ required axial strength using LRFD or ASD load combinations, kips (N)
$\begin{aligned} P_{y} & =\text { axial yield strength of the column, kips (N) } \\ & =F_{y} A_{g}\end{aligned}$
$A_{g}=$ gross area of member, in. ${ }^{2}\left(\mathrm{~mm}^{2}\right)$
$b_{c f}=$ width of column flange, in. (mm)

$d_{b}=$ depth of beam, in. (mm)