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Abstract

This paper discusses the findings of an experimental program that was conducted to investigate the behaviour of extended shear tab beam-to-column and beam-to-girder connections that are commonly used in North America. The laboratory results showed that extended beam-to-column shear tab connections could reach resistance levels consistent with typical predicted failure modes and still maintain an adequate level of plastic rotation capacity. The beam-to-girder connection tests revealed that (a) plate local buckling for full-height connections; and (b) localized deformation of the supporting girder web and flange for partial-height connections should be explicitly considered as part of the design process of such connections.

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