Compute the shear buckling coefficient for a long, simply-supported, rectangular plate. As an approximation use
in conjunction with the Galerkin integral approach. Why must such a pattern be chosen, instead of the simpler forms we use for compressive loading? Why do we stipulate a long plate? An exact answer for the infinite plate, minimized with respect to an aspect ratio Λ = b/(a/m) = (plate width)(axial buckle length) is kcrit = 5.35.