联肢与非联肢柱弱轴连接钢板剪力墙结构抗震性能试验研究

Experimental study on seismic performance of uncoupled and coupled steel plate shear wall with weak-axis connections

为了研究梁柱弱轴连接的钢板剪力墙和联肢钢板剪力墙的抗震性能,开展钢板剪力墙联肢前后的拟静力循环加载试验。设计3个1/3缩尺的四层弱轴连接钢板剪力墙试件,其中1个为钢板剪力墙试件,另外2个为联肢钢板剪力墙试件,对其进行拟静力试验研究。从试件的破坏模式、承载力及刚度发展、延性、耗能、柱轴力和层间侧移等方面,对比分析联肢前后钢板剪力墙试件的破坏形态和性能特点。结果表明:无论是否联肢,墙板仍然通过拉力场抗剪,最终发生沿边缘撕开,继而引发中间横梁的跨中弯曲;钢板墙联肢后,其初始刚度、承载力、位移延性系数和耗能分别提高65%、10%、40%及14%以上;加强连梁的截面刚度,能减小层间刚度的差异,进而避免过早出现薄弱层,但连梁截面过大会使结构偏离理论预期的破坏机制,使构件利用不充分而降低经济性;由构件破坏顺序可知,钢板剪力墙联肢后,原本的墙板和框架2道防线转变为墙板、连梁和框架3道防线。

To study the seismic performance of uncoupled and coupled steel plate shear wall with weak-axis connections,three 1/3 scaled four-story specimens with weak-axis connections,including one uncoupled specimen and two coupled specimens,were designed.Then the quasi-static cyclic loading test was carried out.The failure mode,bearing capacity,stiffness degradation,ductility,energy consumption,column axial force and story drift,were compared and analyzed.The results show that regardless of whether it is coupled or not,the infill plate still resists shear through the tensile field,and finally tears along the edge,which leads to the in-span bending of the intermediate beam.Once the steel plates shear wall(SPSW) piers are coupled to be the coupled steel plate shear wall(CSPSW),the initial stiffness,bearing capacity,displacement ductility coefficient and energy consumption will be greatly improved by more than 65%,10%,40% and 14%,respectively.Strengthening the section stiffness of the coupling beam can reduce the stiffness difference of adjacent stories,thus avoiding the premature emergence of soft stories.However,if the cross-section of the coupling beam is set too large,the CSPSW will deviate from the theoretical expected failure mechanism,resulting in the underutilization of components.It is noted from the specimens' failure sequence that,the original two defense lines from infill plates to beam-column frame are transformed into three defense lines from infill plates to coupling beams then to beam-column frame,after the SPSWs are coupled to be the CSPSW.