屈曲约束钢板剪力墙受力性能分析及盖板简化计算方法

内嵌钢板与混凝土盖板之间相互作用机理较为复杂,难以通过简单方法确定屈曲约束钢板墙连接螺栓拉力与混凝土盖板弯矩.为此,采用有限元软件ABAQUS建立屈曲约束钢板剪力墙计算模型,并通过与模型试验对比验证其可靠性.通过非线性有限元数值模拟,分析钢板高厚比、盖板与钢板厚度比以及盖板与钢板间隙等参数对应力分布、屈曲变形和滞回性能...

Mechanical behavior of buckling restrained steel plate shear wall and simplified calculation method of cover plate

The interaction mechanism between the embedded steel plate and the concrete cover is complicated, and it is difficult to determine the tension force of connecting bolts and the bending moment of concrete covers by a concise method. In this paper, a finite element model for BRSPW was established using the ABAQUS software, and its reliability was verified by comparison with the model tests. Through non-linear finite element numerical simulation, the effects of parameters, including the height-to-thickness ratio of steel plate, the ratio of the cover plate thickness to the steel plate thickness, and the gap between cover plate and steel plate, on the stress distribution, buckling deformation and hysteretic performance were investigated. On this basis, the simplified calculation method of bolts and concrete cover plates was investigated, and an analytical model for the interaction between the steel plate and the cover plate was established based on the characteristics of stress and deformation of BRSPW. The results indicate that when the horizontal deformation angle reaches 1/50, all the embedded steel plates enter plastic state, the principal tensile stress is inclined at 45°, and the principal compressive stress is roughly equal to the principal tensile stress. The buckling waveform distribution of the embedded steel plate is relatively uniform, and the ratio of the buckling half-wave length to the steel plate thickness remains basically unchanged. When the thickness of the cover plate is greater than the thickness of the steel plate by about 7 times, the out-of-plane deformation of the steel plate can be effectively restrained. The proposed simplified calculation method can reasonably determine the extruding stress between the steel plate and the cover plate, so that the tensile force of the connecting bolt and the bending moment of the concrete cover plate can be obtained. The bending moment distribution of the cover plate obtained by the simplified method is exactly the same as the result of the finite element analysis, and the peak bending moments of the horizontal strips are generally close to the results of the finite element analysis. The peak bending moments of the vertical strips are slightly larger than the results of the finite element analysis, verifies that the calculation results of the simplified method are conservative.