| Steel plate shear wall as a new type of lateral resisting device has been widely used in many high-rise steel structures in recent years because of its light weight,high lateral stiffness,good energy consumption and high ductility.The traditional form of steel plate shear wall was mainly flat steel plate shear wall,however,the application and development of steel plate shear wall were limited by the factors of small out-of-plane stiffness and easy buckling under lateral load.As the out-of-plane stiffness and buckling load of the corrugated steel plate shear wall are several to dozens times of those of the flat steel plate of the same thickness,the common types of corrugated steel plate shear wall mainly included zigzag,rectangle,triangle,orthorhombic waveform,trapezoid and so on.All the above waveforms of the corrugated steel plate shear walls are inconvenient for its application and design due to the large number of design parameters.In recent years,with the concept of recoverable functional structure system proposed,the self-centering steel frame with self-centering ability had been gradually applied in building structures because of its small residual deformation and easy to repair after earthquake.In order to further promote the application of this new system,this dissertation is mainly focused on the following research contents:1.Considering the advantages of steel plate shear wall connected to beam only and corrugated steel plate,this dissertation proposes a novel semi-circular corrugated steel plate shear wall with edge stiffeners(CSPSW).Compared with flat steel plate shear wall,the CSPSW section design parameters only add one item r;its processing is simpler than other sections of corrugated steel plate wall.According to the simplified mechanical model of the CSPSW,the theoretical formulas of the initial elastic lateral stiffness,yield capacity and ultimate bearing capacity of the CSPSW were derived.2.The refined finite element model of the CSPSW was established within the environment of ABAQUS,and the elastic buckling analysis,monotonic loading and cyclic loading analysis were carried out.The results showed that under the lateral load,there were three failure modes of the CSPSW with different parameters: bending failure,bending shear failure and "fold" in the form of tensile band.The analysis verify the theoretical formulas of initial elastic lateral stiffness,yield capacity and ultimate capacity.By changing the parameters of the CSPSW,the influence and rules of the parameter changes on the seismic performance of the CSPSW were analyzed.The research results showed that with the increase in the span-to-height ratio as well as circular diameter,and the decrease of the height-to-thickness ratio,the elastic buckling critical load of the corrugated steel wall basically increased linearly;but the width and thickness of the edge stiffeners have little influence on the critical load of the elastic buckling of the CSPSW.Under the same amount of materials,the CSPSW with circular arc diameter of 60 mm can achieve the best energy dissipation performance.3.Two half scale the CSPSW specimens were designed,which were subjected to low-cycle repeated loading test to investigate the hysteretic behavious and failure process of the CSPSW.The hysteresis curve,the skeleton curve,initial lateral stiffness,energy dissipation performance of CSPSW were analyzed systematically and compared.The test results showed that for different diameter of CSPSW with height width ratio of 1 or so,the buckling form was between the local buckling and the overall buckling,causing higher initial stiffness,yield load and ultimate load,and its yield was prior to the buckling,which realized the idea that the yield was prior to the buckling of CSPSW and overcome the weakness of the buckling of flat steel plate shear wall.The yield displacement of the specimen was small and the plastic deformation ability was strong,which can make the specimen enter into the energy consumption quickly and protect the main structure.The hysteresis curve of the test specimen can be better modelled by using the finite element method,including pinching,rigidity degradation and material hardening,and the hysteresis curve of the test specimen obtained by the simulation analysis was consistent with the overall hysteresis curve of the test specimen.4.This dissertation puts forward a self-centering assembled steel frame steel plate shear wall structure,the structural construction and working mechanism were illustrated by taking a single-span single-layer of self-centering four-sided flat steel plate shear wall,and the interaction among the components and the calculation of internal forces were analyzed.The self-centering conditions of the self-centering steel plate shear wall were presented.Considering the advantages of the CSPSW,we applied the CSPSW to the self-centering steel frame(SC-CSPSW).The refined finite element model of SC-CSPSW was established by using the finite element software ABAQUS,the influence of the design parameters of self-centering steel frame and CSPSW on the hysteretic performance of SC-SPSW was studied through the cyclic loading analysis.The researches showed that the centering performance of the SC-CSPSW increased with the increase of the second to first stiffness ratio of the self-centering steel frame and the initial force of the prestressed steel strand,and decreased with the increase of the first stiffness ratio of the CSPSW to the self-centering steel frame and the arc diameter of the CSPSW.5.Two half scale SC-CSPSW specimens were designed and manufabricated.The low-cycle repeated loading tests of the SC-CSPSW specimens were conducted to investigate re-centering capacity and energy dissipation performance of the SC-CSPSW.The tests showed that the initial stiffness of the two specimens was basically the same.The bearing capacity of the specimen 1 with a diameter of 60 mm was significantly greater than that of the specimen 2 with a diameter of 90 mm.The residual deformation of the specimen 2 was obviously larger than that of the specimen 1 when loading ended.The results showed that the small-diameter CSPSW was more suitable for the SC-CSPSW on self-centering capacity.The main structure of the specimens and the steel strand still remained in the elastic state at the end of the test.6.According to the Code for seismic design of buildings and Seismic ground motion parameters zonation map of china,the performance-based design goal of self-centering steel plate shear wall was constructed.Furthermore,the design process and design formula of the self-centering steel plate shear wall were proposed.The SC-CSPSW structure was designed based on the proposed design procedure,and the rigid connected steel frame structure under the same conditions was also established.Both the modal analysis and dynamic time history analysis of the SC-CSPSW structure were carried out,respectively.The influence of different beam column joint forms on the recoverable performance of the structure after earthquake was analyzed by comparing the base shear and the interlayer displacement angle of the self-centering steel frame structure with CSPSW and the steel frame structure with CSPSW. |
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