三层钢框架-薄钢板剪力墙结构抗震性能试验

Experimental Study on Seismic Behavior of Three-Story Steel Frame-Thin Steel Plate Shear Walls

目的研究三层钢框架-薄钢板剪力墙结构的破坏模式、滞回性能、承载力和延性等性能,为该种结构体系的工程应用和理论分析提供了依据.方法基于墙板抗剪承载力设计的三层钢框架-薄钢板剪力墙结构在水平反复荷载作用下进行试验.结果在水平荷载作用下墙板先屈曲,后屈服;试件最终破坏时,顶点侧移角达到了1/31.钢框架柱发生整体失稳和严重的局部屈曲,柱脚处腹板向外鼓曲,且外翼缘扭曲,但试件的承载力基本保持不变.卸载后二层剪力墙板的平面外残余变形最大.中间层的层间位移比第一层和顶层大得多,达到了34.67 mm;结构具有良好的塑性变形能力,正向加载时的位移延性系数为5.85,反向加载时为3.51.结论钢板剪力墙结构的滞回环饱满,能量耗散良好,承载力退化缓慢,具有良好的延性.

The performances of failure mode, hysteretic performance ,bearing capacity and ductility index for three-story steel frame-thin steel plate shear walls were investigated in order to provide the basis on engineering application and theoretical analysis of this lateral resisting structural system. The three-story steel framethin steel plate shear wall dual system designed according to shear bearing capacity of plate was tested under the horizontal cyclic loading. The thin shear walls first buckle in shear at low horizontal load levels, and then yield at the more horizontal loads. At the end of test, the maximum drift rotation at the top is 1/31. The whole instability and serious local buckling occur at the steel frame column. The outward buckling appears in the web of column bases and the serious distortion deformation occurs at the flange, but the beating capacity of specimen remains about the same. The out-of-plane residual deformation of shear plate at the second floor after unloading is the largest. The inter-story drift of 34. 67 mm at the middle story is more than that at the first and top story. The displacement ductility coefficient reaches 5.85 under the positive loading and is 3.51 under the negative loading. This structural system of thin steel plate shear wall shows excellent seismic performances such as desirable hysteretic loop, large energy dissipation, slow strength degradation and good ductility.