半刚性框架-密肋网格不同屈服点薄钢板剪力墙时程分析研究

Time history analysis on semi-rigid frame with multi-ribbed grid different yield point thin steel plate shear walls

采用有限元软件ABAQUS对内填墙板屈服强度分别为100 N/mm^2、160 N/mm^2和235 N/mm^2的半刚性框架-密肋网格钢板剪力墙进行动力时程分析。对三个模型在大震下的层间位移角、墙板面外变形、应力反应、加速度响应及层间剪力等进行了对比研究。结果表明:大震下屈服点越低的墙板越早进入塑性状态并开始屈服耗能,其层间位移角及相应的平面外塑性变形越大,刚度退化越明显。同时,内填墙板仅出现局部屈曲,且先于周边框架进入塑性阶段,梁、柱及节点未发生明显变形,结构未发生整体面外屈曲,受力模式符合"强框架、弱墙板"的设计理念,密肋网格的设置提高了墙板的面外约束刚度,限制了墙板的平面外变形。

Dynamic time-history analysis was conducted on the semi-rigid frame with multi-ribbed grid different steel plate shear walls, the yield strength of the wall is 100 N/mm2 ,160 N/mm2 and 235 N/mm2 respectively, via finite element software ABAQUS. The story drift angle, outside surface deformation of the shear wall, stress re- sponse, acceleration response and inter-story shear force were investigated of the three models under rare earth- quake. Results obtained from this study are as follows： the lower the yield point of the steel plate shear wall was, the earlier the wall enter the plastic state and begin to yield and energy dissipate, the story drift angle and the outer plastic deformation of plate was higher, and the stiffness degradation of the structure was obviously under the rare earthquake. At the same time, there only appear local buckling in the steel plate shear walls and which enter the plastic stage prior to the surrounding frame, the deformation of the beams, columns and joints are not significant, the out of plane buckling of the whole structure did not occur. It was illustrated that the stress mode is in accord- ance with the design concept of ＇ strong column-weak girder＇. The application of multi-stiffeners improved the out- side constraint stiffness and limited the out-of-plane deformation of the wall.