Failure loads of web panels loaded in pure shear

• Shear strength of web panels is determined by a non-linear finite element model.
• Both short and long web panels have substantial post local buckling capacity.
• Tensile principal stresses perpendicular to the plane of the web are developed.
• AASHTO, AISC, and Eurocode-3 are conservatively predicate the ultimate shear strength.
• Empirical equations are suggested to predict the ultimate shear strength.

The effect of tension field action on the ultimate shear strength of web panels has been considered using different approaches. These approaches lead to wide range of predicted shear capacities especially for slender web panels that have large web width–thickness ratios. Therefore, this study aims to investigate the actual behavior of web panels loaded in pure shear. Nonlinear analysis has been conducted using three-dimensional finite element model of plate girder web panels. The study covers a wide range of web width–thickness ratios, web-panel aspect ratios as well as flange bending stiffness. Results show that both short as well as long web panels have substantial post local buckling capacities. However, this additional capacity decreases by increasing the web panel aspect ratios. Moreover, the diagonal tension field is often formed off the web panel diagonal. In addition there is no remarkable effect of the flange bending stiffness on the ultimate shear strength. Based on the numerical results an empirical equation is proposed. Finally comparison has been done with AAHSTO, AISC, and Eurocode-3 as well as different theories.