The ends of the coped beam are commonly connected to the web of the girder by double clip angles. The clip angles may either be bolted or welded to the web of the coped beam. One of the potential 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 of coped steel beams with welded clip angles connection. To investigate the block shear strength and behavior on coped beams with welded end connections, ten full-scale coped beam tests were conducted. The test parameters included aspect ratio of the clip angles, shear and tension area, web thickness, beam section depth, cope length and the connection position. The specimens failed with either tension fracture of the web or local web plate buckling near the end of the cope. No shear fracture was observed. The comparison between the test capacities and the predictions by the current design equations indicates that the current standards are inconsistent in predicting the block shear of coped beams with welded end connections. Following the full-scale tests, nonlinear finite element analyses for all the test specimens were carried out. The analytical results were calibrated by the test results and good agreement was obtained. A parametric study was therefore performed. It was found that the connection capacity increased with increasing aspect ratio. The influence of the shear area on the capacity was more pronounced than the tension area. The parametric study also revealed the stress distribution of the web block. Based on the analytical and test results, a proposed strength model for block shear of cope beam with welded clip angles connection was developed. The proposed design equation can provide good predictions in capacity with acceptable accuracy for both the test and analytical results.