Previously, the shear design of web and transverse stiffeners was based on the initial shear buck... more Previously, the shear design of web and transverse stiffeners was based on the initial shear buckling in the web without the tension field action. The American Institute of Steel Construction (AISC) adopted post-buckling tension field strength into its specifications for stiffened interior web panels but exclude the post-buckling tension field action for the end web panel. In this study, a finite element method (FEM) analysis on an isolated panel confirms the view that post-buckling strength of steel plate girders is attributed to a non-uniform shear stress distribution along the boundary of the plates, varying from the critical stress in one corner up to the shear-yield stress in the tension corner with no need for any diagonal tension. It was also shown that the presence of flanges with bending strength does rise the shear capacity in the panel. However; light flanges give a slight increase in shear resistance without diagonal tension, but heavy flanges are shown to be capable of developing true diagonal tension, leading to a significant gain in total shear capacity.
This study used the finite element method to analyse a single panel with stiffeners along all fou... more This study used the finite element method to analyse a single panel with stiffeners along all four edges subjected to imposed shear displacements. The analysis clarifies the stress distribution from initial buckling until the failure load, and shows that although the theories used in the design of plate girders under shear loading may give satisfactory values, the model used if very far from the real behaviour. For plate girders used in structural engineering the capacity is reached when first yield in shear in the tension corners occurs, without any of the diagonal tension assumed in most of the theories. The ultimate load capacity of shear webs in a plate girder is modelled as the sum of the shear strength of the web and the bending strength of the flanges. After initial buckling the web provides an increasing shear resistance, without any contribution from flange blending until the first shear yielding occurs in the tension corners. After this yielding occurs, the flanges bend an...
Previously, the shear design of web and transverse stiffeners was based on the initial shear buck... more Previously, the shear design of web and transverse stiffeners was based on the initial shear buckling in the web without the tension field action. The American Institute of Steel Construction (AISC) adopted post-buckling tension field strength into its specifications for stiffened interior web panels but exclude the post-buckling tension field action for the end web panel. In this study, a finite element method (FEM) analysis on an isolated panel confirms the view that post-buckling strength of steel plate girders is attributed to a non-uniform shear stress distribution along the boundary of the plates, varying from the critical stress in one corner up to the shear-yield stress in the tension corner with no need for any diagonal tension. It was also shown that the presence of flanges with bending strength does rise the shear capacity in the panel. However; light flanges give a slight increase in shear resistance without diagonal tension, but heavy flanges are shown to be capable of developing true diagonal tension, leading to a significant gain in total shear capacity.
This study used the finite element method to analyse a single panel with stiffeners along all fou... more This study used the finite element method to analyse a single panel with stiffeners along all four edges subjected to imposed shear displacements. The analysis clarifies the stress distribution from initial buckling until the failure load, and shows that although the theories used in the design of plate girders under shear loading may give satisfactory values, the model used if very far from the real behaviour. For plate girders used in structural engineering the capacity is reached when first yield in shear in the tension corners occurs, without any of the diagonal tension assumed in most of the theories. The ultimate load capacity of shear webs in a plate girder is modelled as the sum of the shear strength of the web and the bending strength of the flanges. After initial buckling the web provides an increasing shear resistance, without any contribution from flange blending until the first shear yielding occurs in the tension corners. After this yielding occurs, the flanges bend an...
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