Abstract
A modified form of the equation developed by Basler to predict the shear strength of plate girders is derived for the case of a plate girder panel with a concentric, unreinforced rectangular web opening. For the beam action contribution a modified form of the classical plate buckling equation is adopted to account for the web opening, and the Basler approach is used for the inelastic range. The Basler approach is also adopted for the tension field action contribution in that the contribution of the flanges is neglected, and the tension field is assumed to intersect the corners of the panel that lie on the tension diagonal. Although Basler's theory is the basis for current U.S. plate girder specifications, the modified theory developed in this paper grossly underestimates the strength of model test girders; therefore an alternate theory developed by Narayanan and Der-Avanessian is recommended for the design of plate girders with web openings.
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