钢框架-密肋网格复合钢板剪力墙结构抗震性能研究

Seismic behavior of steel frame with multi-ribbed grid composite steel plate shear wall structures

对一榀单跨两层钢框架-密肋网格复合钢板剪力墙结构进行拟静力试验研究,系统分析结构的受力机制、破坏模式和耗能机理,得到承载力、刚度及耗能能力等指标,评价该种结构体系的抗震性能。基于稳定理论,推导保证墙板不发生整体面外剪切屈曲的肋条最小刚度限值计算公式。结果表明:结构在弹性阶段主要依靠墙板的剪切机制和钢框架共同承担水平荷载,非弹性阶段区格中钢板的对角拉力带为结构提供侧向承载能力;当肋条刚度满足一定条件时,能够有效地避免墙板的整体面外屈曲,提高结构的弹性刚度,克服滞回曲线的"捏缩"效应,减小钢板的噪音及震颤,显著增强结构的耗能能力,使结构具有更好的舒适性,便于推广应用;框架与钢板墙协同工作良好,结构塑性变形能力强,安全储备高,是一种优良的抗侧力体系;破坏模式为各区格中的钢板撕裂,拉力带效应明显,边框架柱脚及边框架梁端形成塑性铰。

The experimental study was conducted on a two-story single bay steel shear wall specimen under cyclic quasi- static loading to investigate the seismic performance of steel frame with multi-ribbed grid composite steel plate shear wall structures. The interaction between the wall plate and the surrounding frame and the failure mode were investigated with regard to the load-carrying capacity, stiffness and energy dissipation capacity. Based on the theory of elastic stability, the overall stiffness of the multi-ribbed grid plate which consists of a large number of parallel, equal and equidistant vertical and horizontal ribs was investigated systematically by the theoretical analysis. The formulae for determining the required minimum stiffness of the ribs was proposed. Experimental results indicate that the structure resisted the lateral loads by the shear action of the wall plate and the steel frame in the elastic stage, and when in the inelastic stage the resistance was provided by the tension zone which arises in the buckled wall plate. The multi-ribbed grids limited the out-plane deformation of the wall plate, increased the initial stiffness, avoided the pinch of the hysteresis loop and significantly improved the energy dissipation capacity. The surrounding frame cooperated with the wall plate in resisting the lateral loads, and the structure exhibited stable behavior at very large deformation. Primary inelastic failure mode was the yielding of the infill plates combined with the surrounding frame beam and column yielding.