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为了验证灌芯装配式混凝土剪力墙的抗震性能,按照1∶1比例设计制作了1个足尺现浇剪力墙构件和3个组合方式不同的装配式剪力墙构件。试验过程中按照轴压比0.3对构件施加竖向荷载,并同时施加水平方向低周反复荷载。试验研究表明,灌芯装配式混凝土剪力墙构件的破坏过程和破坏形态与现浇剪力墙构件相似,极限承载力基本相当。现浇剪力墙构件破坏的层间位移角为1/54,3个灌芯装配式混凝土剪力墙构件破坏的层间位移角为1/54,1/60,1/71,远大于《建筑抗震设计规范》(GB 50011—2010)中规定的弹塑性层间位移角限值。试验过程中,墙身竖向钢筋的连接未发生破坏,穿孔插筋方式的边缘构件配筋方式能够保证竖向装配单元间的有效连接。
In order to verify the seismic performance of CFRWS, a full-scale cast-in-situ shear wall element and three assembly-type shear wall elements with different combinations were designed and manufactured according to a 1: 1 ratio. During the test, the vertical load was applied to the members according to the axial compression ratio 0.3, and at the same time the horizontal low-cycle repeated load was applied. Experimental results show that the failure process and failure mode of CFRWR members are similar to that of cast-in-situ shear wall members, and the ultimate bearing capacity is basically the same. The displacement angle between layers of cast-in-situ shear wall members is 1/54, and the displacement angle between layers is 3/4, 1/60, 1/71, which is far greater than “ Building seismic design code ”(GB 50011-2010) provided in the elastic-plastic layer displacement angle limit. During the test, the connection of the vertical reinforcement of the wall was not damaged, and the way of the edge member reinforcement of the piercing reinforcement method ensured the effective connection between the vertical assembly units.