双钢板-混凝土组合剪力墙抗震性能试验研究

提出一种新型的配置L形拉结件的双钢板-混凝土组合剪力墙。通过两组共6个双钢板-混凝土组合剪力墙试件的拟静力试验，对此新型组合剪力墙的抗震性能进行了研究。试件改变参数主要为轴压比和连接件间距，在试验的基础上对试件的破坏形态、承载能力、滞回曲线、骨架曲线、刚度退化曲线等进行分析。试验研究表明：L形拉结件的配置既能增强外包钢板对核心内混凝土的约束作用又能抑制外包钢板的屈曲，充分保证了外包钢板和混凝土之间的协同工作，此新型组合剪力墙具有较高的承载力，较好的延性及耗能能力。在达到峰值荷载之前，墙体钢板未发生明显的局部屈曲变形，最终组合剪力墙均因端柱屈曲拉裂而开始破坏；破坏时极限位移角的平均值为1/58；随着距厚比减小，试件的水平承载力和延性系数均显著提高。

Experimental study on seismic behavior of double steel plates and concrete composite shear wall

A new type of double steel plates and concrete composite shear wall with L-shaped connector was proposed. 6 specimens of the double steel plates and concrete composite shear wall in two groups were tested under quasi-static loading to study their seismic behaviors. The varying parameters of the specimens are axial compression ratio and the spacing of tie connectors, and based on the tests, the failure pattern of specimens, load-displacement hysteretic curves, skeleton curves, stiffness degradation curves, etc., were analyzed. The test results show that the L-shaped connector not only can enhance the confining to the core concrete through the outer packaging steel plate, but it can also restrain the buckling of steel plates, and hence the cooperative work between the outer steel plate and concrete can be ensured. This novel composite shear wall possesses high bearing capacity, great ductility and energy dissipation capacity. Before approaching the maximum peak load, no remarkable local buckling occurred in the steel plate of the wall, and eventually, the composite shear wall failed due to the buckling and tensile fracture of the end columns; the mean value of the ultimate drift angles was 1/58 for all the test specimens when they failed; with the decrease of the spacing between L-shaped connectors, the ductility capacity and the lateral bearing capacity of the specimens could be improved greatly.