| Shear wall is one of the effective lateral force resistant members in high-rise building.The experience of earthquake disaster in the past shows that concrete at the toes of shear wall is easy to be destroyed,the repair after earthquake is difficult and the cost is high.In this paper,a corrugated steel plate composite shear wall with a replaceable wall toe(RCSW)was proposed: a horizontal or vertical corrugated steel plate was embedded in the wall,and square steel columns were used on both sides of the shear wall as the restrain edge members,a steel plate damper is used to replace the toes of the shear wall.The combination of experimental research and finite element analysis was used to study the replaceability of the shear wall and the seismic performance of the RCSW before and after the replacement of the replaceable toe members.The main research results are as follows:(1)A steel plate damper was designed as a replaceable member for the shear wall toe,and two stage of low-cycle loading test for replaceable horizontal corrugated steel plate concrete composite shear wall(HRCSW)and replaceable vertical corrugated steel concrete composite shear wall(VRCSW)were conducted.By comparing the seismic performance of HRCSW and VRCSW before and after replacing the damper,such as bearing capacity,lateral stiffness,ductile hysteretic performance and energy dissipation capacity,the mechanical mechanism of RCSW and the influence of replacing the damper and the placement form of corrugated steel plate on the seismic performance of RCSW were studied.(2)The test reults show that the damage of RCSW is that the steel plate damper is destroyed before the main wall.The weak part of the main wall is the joint between the upper plate of the damper and the main wall and the bottom of the main wall.Thedamaged position of RCSW is concentrated on the replaceable member,and the damaged replaceable member is easily removed and replaced.The initial stiffness,energy dissipation capacity and bearing capacity of RCSW decrease slightly after replacing damper,the initial stiffness of HRCSW and VRCSW decreased by 36% and35% respectively,but the yield load increased by 7.3% and 12.2%,respectively.Damper failure has a greater impact on the subsequent stiffness and ductility of HRCSW than VRCSW.The initial stiffness,bearing capacity,ductility and energy dissipation capacity of VRCSW were higher than that of HRCSW.After replacing the damper,the peak load of VRCSW is 22.12% higher than that of HRCSW.(3)The finite element analysis software ABAQUS was used to simulate the stress process and bearing capacity of RCSW,and the reliability of ABAQUS was verified.The mechanical behavior of steel plate concrete composite shear wall(CSW)without replaceable toes was simulated,and the seismic performance of CSW and RCSW was compared.The parameters of RCSW were analyzed to study the influence of thickness of embedded steel plate and damper web on seismic performance of RCSW.(4)The finite element reults show that compared with horizontal steel plate concrete composite shear wall(HCSW)and vertical steel plate concrete composite shear wall(VCSW),the initial stiffness of HRCSW and VRCSW decreased,and the peak load decreased by 19.4% and 17.4% respectively,but the ductility increased by20% and 23% respectively.The initial stiffness,energy dissipation capacity and bearing capacity of RCSW increased with the increase of the thickness of steel plate embedded in RCSW and the web of the damper.The thickness of damper web had little influence on the bearing capacity of RCSW.The ductility of RCSW increases first and then decreases with the increase of the thickness of embedded steel plate,and decreases with the increase of the thickness of damper web.The key to realize the ductile yield of RCSW is to properly match the strength and stiffness between the damper and the shear wall.It is suggested that the value range of the thickness of the embedded steel plate is3mm~5mm and the thickness of the steel plate damper web is 3mm~4mm. |
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