| Beam-to-column connection with cantilever beam high-strength bolted-splicing in rigid steel frame has the combined advantage of shop welding and on-site high-strength bolting, which should have a better energy dissaption and plastic rotation capacity. But During the 1994 Northridge earthquake and 1995 Kobe earthquake, the typical beam-to-column moment connection (bolted-web-welded-flange) in steel moment-resisting frame suffered unexpected brittle failures.So the analyses of response and colapse mechanism of beam-to-column connections with cantilever beam splicing under seismic load is not only significant from theoretical aspect,but also important in practice.Then an thorough computer modeling using finite element program with material, geometry and state triple-nonlinear taken into account is carried out on a series of influencing factors,such as comparison of non-strengthen splice connection with strengthen in thickness on panel zone splice connection;comparison of opening on web plate splice connection with no opening on web plate splice connection;comparison of various of manners on length splice connection, comparison of various of manners on breadth splice connection.Lots of useful conclusions are drawn from computer modelling.Based on the results, it is obtained that there is high stress concentration zone in node field and root of frange near beam-colum section joints,so they need to be strengthened;The maximum beam plastich ingerotations of no strengthen wcb conection is about 0.024 rad,while for strengthened ones ranged from 0.041rad to 0.051rad;We can take action to broaden in top frange and lower frange to make it eaier for yielding joints to be formed away from beam-colum section joints, Therefore this new connection can meet the design requirement Strong Node Weak Members and improve seismic behaviors of structures greatly. It is economical and reasonable to employ this new connection.
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