9.2Combined Shear and Bending

9.2.1

No reduction in moment capacity of the section is necessary as long as the cross-section is not subjected to high shear force (factored value of applied shear force is less than or equal to 60 percent of the shear strength of the section as given in 8.4). The moment capacity may be taken as, $M_{\mathrm{d}}$ (see 8.2) without any reduction.

9.2.2

When the factored value of the applied shear force is high (exceeds the limit specified in 9.2.1), the factored moment of the section should be less than the moment capacity of the section under higher shear force, $M_{d v}$, calculated as given below:

• a) Plastic or Compact Section

$M_{\mathrm{dv}}=M_{\mathrm{d}}-\beta\left(M_{\mathrm{d}}-M_{\mathrm{fd}}\right) \leq 1.2 Z_{\mathrm{c}} f_{y} / \gamma_{\mathrm{m} 0}$

where

$\beta=(2 V / V_{\mathrm{d}}-1)^{2}$

• $M_{\mathrm{d}}=$ plastic design moment of the whole section disregarding high shear force effect (see 8.2.1.2) considering web buckling effects (see 8.2.1.1),
• $\begin{aligned} V & =\text { factored applied shear force as } \\ & \text { governed by web yielding or web } \\ & \text { buckling, }\end{aligned}$
• $\begin{aligned} V_{d} & =\text { design shear strength as governed } \\ & \text { by web yielding or web buckling } \\ & \text { (see } 8.4 .1 \text { or } 8.4 .2\end{aligned}$.
• $M_{\mathrm{fd}}=$ plastic design strength of the area of the cross-section excluding the shear area, considering partial safety factor $\gamma_{\mathrm{m} 0}$, and
• $\begin{aligned} Z_{\mathrm{e}} & =\text { elastic section modulus of the } \\ & \text { whole section. }\end{aligned}$
• b) Semi-compact Section

$M_{\mathrm{dv}}=Z_{\mathrm{e}} f_{y} / \gamma_{\mathrm{m} 0}$