Seismic Analysis and Design of Steel Plate Shear Walls
|Keywords:||鋼板剪力牆;拉力場;有限元素分析;分析模型;連接梁;容量設計;steel plate shear wall;tension field;finite element analysis;analytical model;coupling beam;capacity design||Issue Date:||2008||Abstract:||
Steel plate shear wall (SPSW) has evolved into an effective lateral force resisting system. After the shear buckling of the thin plate, tension field action can be developed. Thus, the lateral stiffness and strength can be maintained in the post-buckling range, the input energy can be effectively dissipated through the cyclic tension field actions. This research firstly conducts analytical investigations using finite element models for three test specimens. Using rather refined meshes, this paper demonstrates the structural performance of the boundary beams and columns when the steel panels buckled and the tension field action developed during the nonlinear stage. Then, this research investigates the lateral stiffness and strength between the test and the analytical results. Since detailed finite element models may be inconvenient to construct, it become a must to develop a simplified but accurate model for practical use. Thus, the two commonly used models: strip model and equivalent brace model are extensively studied in this research. It is found that these two models often underestimate the stiffness and strength, of a SPSW. This research further develops three refined models, entitled: refined strip model, refined EB model and refined PFI model. Analytical results show that refined models can effectively improve the accuracy. In addition, by varying the tension field angle in the analytical models, it is found that the changes of tension field angle have little effect on the responses of the SPSW especially when the boundary members are sufficiently stiff. Steel plate shear walls coupled with link beams (CSPSW) can be an effective structural configuration. The axial force demand on the inner columns can be reduced by effective coupling beams. Using extensive PISA3D and ABAQUS analyses, it is confirmed that the coupling beams can be designed as shear or flexural links. It can provide additional energy dissipation capacity. This research concludes that the design procedures for the SPSW can be conveniently modified before applications for CSPSWs.
|Appears in Collections:||土木工程學系|
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