D8.A.2.5 Shear
The design capacities of the section against shear force in major- and minor-axis directions are evaluated as per section 8.4 of the code, taking care of the following phenomena:
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Nominal Plastic Shear Resistance
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Resistance to Shear Buckling
Shear area of the sections are calculated as per sec. 8.4.1.1. The full cross-sectional 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 post-critical 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:
The permissible shear stress is determined as:
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When subjected to pure shear:
τab = 0.40 · Fy -
When subjected to shear buckling:
τab = 0.70 · Vn · AvShear buckling must be checked when (d/ tw) > 67 · ϵw for webs without stiffener or (d/tw) > 67 · ϵw · √(Kv/5.35) for webs with stiffeners.
τcr,e = (Kv · π2 · E) / (12 · (1 – μ2 ) · (d/tw)2 )
Slender Sections
Slender sections should be verified against shear buckling resistance if d/tw > 67 · ε for web without stiffeners or if it exceeds 67 · ε · √(Kv⁄5.35) for a web with stiffeners.
Design methods for resistance to shear buckling are described in clause 8.4.2.2 of IS:800-2007 code.