In the design of steel plate girders, the proportioning of the web panel to prevent shear buckling without tension field action requires the shear buckling coefficient k_v. For an unstiffened web with a/h to infty (no transverse stiffeners), the value of k_v used in calculating the critical shear stress is:

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Architecture Engineering QUESTION #2365

Question 1

In the design of steel plate girders, the proportioning of the web panel to prevent shear buckling without tension field action requires the shear buckling coefficient \(k_v\). For an unstiffened web with \(a/h \to \infty\) (no transverse stiffeners), the value of \(k_v\) used in calculating the critical shear stress is:

4.0
5.34✔️
6.34
2.0

Correct Answer Explanation

For a web plate with no transverse stiffeners (pure shear panel, \(a/h \to \infty\)), the shear buckling coefficient is \(k_v = 5.34\). When transverse stiffeners are present with aspect ratio \(a/h \leq 1\): \(k_v = 4.0 + \dfrac{5.34}{(a/h)^2}\). The critical shear stress is \(F_{cr} = \dfrac{k_v \pi^2 E}{12(1-\nu^2)(h/t_w)^2}\). AISC uses \(k_v = 5.34\) as the baseline for unstiffened webs.

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