Hysteretic Behavior Of Steel Plate Shear Walls And Composite Steel Plate Shear Walls

Steel plate shear wall (SPSW) and composite steel plate shear wall (CSPSW) have the advantages of high load-carrying capacity, good ductility and excellent energy dissipation ability etc. The use of SPSW and CSPSW is becoming increasingly popular in recent years in high-rise buildings. For SPSW, the primary mechanism for resisting storey shear arising from lateral loads comes from the post-buckling inclined tension field that forms for thin-walled steel plate. For CSPSW, the reinforced-concrete (RC) panels attached on both sides of steel plates are able to ensure the composite action by preventing the overall buckling of steel plate, thus the energy dissipation capacity increases evidently compared with SPSW. In this dissertation, the experimental study and theoretical analysis have been carried out to study the hysteretic behavior of SPSW and CSPSW. A more precise simplified model was proposed based on the analysis, which can be used to simulate the hysteretic behavior of SPSW and CSPSW. The main works are listed as follows:(1)Three specimens were tested, including concrete-filled steel tubular frame, frame with SPSW and frame with CSPSW. The experimental phenomena, including yielding of steel plate, forming and development of buckling waves, development and distribution of concrete cracks, etc., were studied through the experiment. Also, the experimental results of SPSW were compared with those of CSPSW. A new kind of connection detail was applied in the CSPSW specimen, whose efficiency was validated in the experiment.(2)The finite element software ANSYS was applied to study the hysteretic behavior of SPSW, whose accuracy was validated by comparing with experimental results. The SPSW with typical height-to-thickness ratio was analyzed to reveal its mechanism. The influence of height-to-thickness ratio, span-to-height ratio and flexural stiffness of frame column on the hysteretic behavior of SPSW was analyzed. The results indicated that height-to-thickness ratio and flexural stiffness of column were key parameters which play an important role on the hysteretic behavior of SPSW. Along with the decreasing of height-to-thickness ratio, the energy dissipation ability increased. The minimum flexural stiffness of frame column in Seismic Provisions for Structural Steel Buildings (ANSI/SISC 341-05) was revised. Based on the analysis results and Equivalent Strip Model, the Combined Strip Model was proposed which are suitable for analyzing the hysteretic behavior of SPSW and CSPSW, and the efficiency was validated by comparing with the experimental results. Due to the underestimation of initial stiffness for simplified model, an amplification factor for initial stiffness was proposed. The load-carrying capacity formula on SPSW was also deduced based on the Combined Strip Model.(3)The theoretical minimum thickness of concrete panel which could effectively prevent the steel plate against out-of-plane deformation was proposed using the elastic buckling theory. The finite element software ANSYS was used to study the hysteretic behavior of CSPSW. In this model the reciprocity of steel plate concrete panels was considered by the contact method. The influence of concrete panel thickness, gap between concrete panel and steel plate, height-to-thickness ratio and span-to-height ratio on the hysteretic behavior of CSPSW was studied. The results showed that the concrete panels were effective in preventing the out-of-plane buckling of steel plate and the energy dissipation ability was also increased. The influence of height-to-thickness ratio and span-to-height ratio decreased, the storey drift (drift ratio)-average shear stress curves and energy dissipation ratio were close to each other. Based on the analysis results, a simplified analysis model was proposed, the initial stiffness was revised and the load-carrying capacity formula on CSPSW was also deduced based on the Combined Strip Model.