D8.A.2.5 Shear
The design capacities of the section against shear force in major and minoraxis directions are evaluated as per section 8.4 of the code, taking care of the following phenomena:

Nominal Plastic Shear Resistance

Resistance to Shear Buckling
Shear area of the sections are calculated as per sec. 8.4.1.1. The full crosssectional area is considered as the shear area for a solid rod section.
Nominal plastic shear resistance is calculated as per sec. 8.4.1.
Among shear buckling design methods, Simple postcritical method is adopted as per sec. 8.4.2.2(a).
Working Stress Design
The actual shear stress is determined about the major and minor axes, respectively:
τ_{bY} = F_{Y} / A_{Y}
τ_{bZ} = F_{Z} / A_{Z}
The permissible shear stress is determined as:

When subjected to pure shear:
τ_{ab} = 0.40 · F_{y}

When subjected to shear buckling:
τ_{ab} = 0.70 · V_{n} · A_{v}
where V_{n}
=  Nominal Shear Strength as per Clause 8.4.2.2.(a)
= V_{cr} = τ_{b} · A_{v}
 A_{v}
=  AY or AZ, whichever is appropriate, with reference to Clause 8.4.1.1.
Shear buckling must be checked when (d/ t_{w}) > 67 · ϵ_{w} for webs without stiffener or (d/t_{w}) > 67 · ϵ_{w} · √(K_{v}/5.35) for webs with stiffeners.
where d
=  Clear Depth of Web between Flanges.
 t_{w}
=  Thickness of Web.
 ϵ_{w}
=  √ ( 250 / F_{y} )
 F_{y}
=  Yield Strength of Web, specified using the FYLD parameter.
 K_{v}
=  Shear Buckling Coefficient:
= 5.35, when transverse stiffeners are provided only at supports.
= 4.0 + 5.35 / (c/d)^{2} for (c/d) < 1.0
= 5.35 + 4.0 / (c/d)^{2} for (c/d) ≥ 1.0
 c
=  Spacing of Transverse Stiffeners
 μ
=  Poisson’s Ratio
 τ_{b}
=  Shear Stress corresponding to Webbuckling:
= F_{y} / √3, when, λ_{w} ≤ 0.8
= ( 1 – 0.8 · (λ_{w}  0.8) ) · (F_{y} / √3) when, 0.8 < λ_{w} < 1.2
= F_{y} / (√3 · λ_{w} ^{2} ) when, λ_{w} ≥ 1.2
 τ_{cr,e}
=  The Elastic Critical Shear Stress of the Web
τ_{cr,e} = (K_{v} · π^{2} · E) / (12 · (1 – μ^{2} ) · (d/t_{w})^{2} )
where λ_{w}
=  Nondimensional Web Slenderness Ratio for Shear Buckling Stress.
 λ_{w}
=  [F_{y} / (√3 · τ_{cr,e})]^{1/2}
Slender Sections
Slender sections should be verified against shear buckling resistance if d/t_{w} > 67 · ε for web without stiffeners or if it exceeds 67 · ε · √(K_{v}⁄5.35) for a web with stiffeners.
Design methods for resistance to shear buckling are described in clause 8.4.2.2 of IS:8002007 code.
V_{n} = V_{cr}
where