The ends of the coped beam are commonly connected to the web of the girder by doubleclip angles. The clip angles may either be bolted or welded to the web of the coped beam. One of thepotential failure modes for the clip angles connection is the block shear of the beam web material.Relatively few tests have been conducted to examine the block shear capacity and behavior of copedsteel beams with welded clip angles connection. To investigate the block shear strength and behavior withwelded end connections, ten full-scale coped beam tests were conducted. The test parameters includedaspect ratio of the clip angles, web thickness, beam section depth, cope length, and connection position.The specimens failed with either tension fracture of the web or local web plate buckling near the end of thecope. No shear fracture was observed. The comparison between the test capacities and the predictions bydesign equations indicates that current standard is inconsistent to predict the block shear of coped beamswith welded end connection.
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