基于中美欧抗震规范的强震区高层钢结构住宅设计对比

对边框柱承受竖向荷载的加劲薄钢板剪力墙进行了试验研究，完成了2个矩形钢管混凝土柱-加劲薄钢板剪力墙足尺试件的拟静力试验，试件参数考虑了竖向加劲肋等间距和变间距布置2种情况。试验结果表明：在边框柱承受高轴压力的情况下，试件极限位移角达到了1/30，表现出良好的延性和耗能能力。试件的塑性变形主要表现为钢板墙的面外屈曲，满足“强框架弱墙板”的设计理念。竖向加劲肋布置方式对试件抗震性能无明显影响。进一步采用非线性有限元法研究了初始缺陷和轴压比对试件抗侧性能的影响，分析结果表明：墙体的初始缺陷分布模式和面外挠曲幅值对试件推覆曲线的影响很小。当边框柱轴压比大于0.7时，试件的承载力和变形能力有所降低。基于试件表现出的抗剪控制型破坏特点，给出了试件抗剪承载力计算方法，计算值与有限元模拟值符合较好，与试验值相比偏于安全。

Comparative analysis of high-rise steel structure residence in meizoseismal area based on seismic design codes of China,US and Europe

An experimental research was conducted on seismic behavior of stiffened thin steel plate shear walls (SPSWs) considering the effect of vertical load on frame column. Two full-scale rectangular concrete-filled steel tube columns-stiffened thin steel plate shear specimens were tested under low-cycle reverse load. The design of specimens considers two cases of vertical stiffeners with equal spacing and variable spacing. The test results show that the specimens have good ductility and energy consumption capacity when the frame columns are subjected to high axial pressure. The ultimate drift angle of the specimens reaches 1/30. The plastic deformation of the specimens is mainly manifested as the out-of-plane buckling, which satisfies the design concept of “strong column and weak beam”. The arrangement of the stiffeners has no obvious influence on the seismic performance of the specimens. The nonlinear finite element method is further used to study the influence of initial defects and axial compression ratio on the lateral resistance performance of the specimen. The analysis results show that the initial defect distribution mode of the wall and the out-of-plane deflection amplitude have little effect on the pushover curve of the specimens. When the axial compression ratio of the frame column is greater than 0.7, the bearing capacity and deformation capacity of the specimens are reduced. Based on the shear control failure characteristics of the specimens, the calculation method of the specimen’s shear capacity is given. The calculated value is in good agreement with the finite element simulation value, and it is conservative than the experimental value.