型钢连接装配式低矮剪力墙抗震性能试验研究

采用带锚筋的锚板、腹板、端板以及加劲板作为连接件，能够通过干式连接方法将上下预制剪力墙构件连为整体。为研究该新型全装配式剪力墙的受力性能和抗震性能，设计了2个剪跨比为0.783的试件和1个相同剪跨比及配筋率的现浇整体墙体，并进行了低周往复拟静力试验，分析了该全装配式剪力墙的承载能力、刚度、延性性能和耗能能力等。研究结果表明:现浇整体墙体和全装配式剪力墙的破坏形式均为受剪破坏，全装配式剪力墙的极限位移角大于现浇整体墙体极限位移角，分别为1/77和1/133，轴压比为0.3时平均延性系数3.47，低于现浇整体墙体平均延性系数4.62；但该全装配式剪力墙具有较高的承载能力和耗能能力。型钢与剪力墙的锚筋需采用穿孔塞焊的形式连接，避免锚筋与锚板焊接的位置发生剪断的现象。

Experimental study on seismic performance of steel connection precast low-rise concrete shear wall

Using anchor plates with anchor bars,webs,end plates and stiffening plates as connectors,the dry-type upper and lower prefabricated shear wall components can be connected as a whole by the dry-type connection method. In order to study the mechanical performance and seismic performance of the new fully assembled shear wall, low-cycle reciprocating pseudo-static tests of two specimens with shear span ratio of 0.783 and one cast-in-place monolithic wall with the same shear span ratio and reinforcement ratio were conducted. The load-bearing capacity, stiffness,ductility,and energy dissipation capacity of the fully assembled shear wall are analyzed. The research results show that:The failure mode of cast-in-place monolithic wall and fully assembled shear wall is shear failure. The ultimate displacement angle of fully assembled shear wall is greater than the ultimate displacement angle of cast-in-place monolithic wall,which is 1/77 and 1/133 respectively. The fully assembled shear wall has higher bearing capacity,energy dissipation capacity,when the axial compression ratio is 0.3,the average ductility coefficient 3.47 is lower than the average ductility coefficient 4.62 of cast-in-place integral wall;the anchor bars of the section steel and the shear wall must be connected in the form of perforated plug welding to avoid shearing at the welding position of the anchor bar and the anchor plate.