| Buckling-restrained steel plate shear wall(BRSPSW)is a lateral force-resisting member with good seismic performance.By attaching the buckling restraining members on both sides of the steel plate,the structural performance of BRSPSW on energy dissipation and load-carrying capacity is improved compared with the traditional unstiffened steel plate shear wall(SPSW).The premature buckling of thin steel plate due to shear is avoided at the same time.The buckling restraining members selection is a critical problem in the design of BRSPSW.If the sectional dimension of buckling restraining members is too small,the steel plate can not be restrained effectively,which will affect seismic behavior of BRSPSW;If the sectional dimension of buckling restraining members is too large,it will reduce the useable area of the building and increase the cost.Therefore,it is necessary to determine a reasonable method to calculate the design load for buckling restraining members.Although some kinds of buckling restraining members have been proposed and proved their effectiveness,the working mechanism between the steel plate and buckling restraining members is not yet precisely understood.The physical meaning of the prediction method for the out-of-plane interaction force of BRSPSW is not very clear.Meanwhile,the partially and fully buckling restraining members are analyzed and designed independently.These may limit the application of BRSPSWs.Therefore,the simplified models of BRSPSW are established to analyze interaction behavior between steel plate and buckling restraining members.The calculation methods of out-of-plane interaction force and in-plane shear resistance for fully and partially BRSPSWs are proposed.Simplified design method of out-of-plane buckling restraining members is also proposed.The main works are listed as follows:(1)To establish the simplified model of BRSPSWs,the parameter range of the model is determined,and the necessary simplified assumptions are made.Firstly,the out-of-plane constraints types are analyzed to find the corresponding buckling modes of steel plates.Then,simplified models of BRSPSWs are developed,which considering the effects of the buckling restraining members number,the high-order buckling deformation of steel plate,the out-of-plane gap width and so on.The interaction behavior between the steel plate and buckling restraining members is studied.Also,the interaction behavior between steel plate and boundary frame members is analyzed.Based on the theoretical analysis,the calculation methods of the out-of-plane interaction force and in-plane shear resistance are proposed,which are suitable for unstiffened SPSW,BRSPSWs with the partially and fully buckling restraining members.The unification of the design method of these lateral forceresisting members is achieved.(2)Seven BRSPSW specimens with a hinged boundary frame are tested.The seismic behavior of BRSPSW is studied.In the test,the main parameter is the continuous variation of out-of-plane constraints of the steel plate.The test specimens include unstiffened SPSW and BRSPSWs with the partially and fully buckling restraining members.The mechanical properties of BRSPSWs under the cyclic and monotonic load are studied.At the same time,the out-of-plane interaction force between the steel plate and buckling restraining members is measured and analyzed through the strain gauges on the bolt connectors,which can provide an experimental basis for theoretical research,finite element analysis and design method of BRSPSW.Test results show that,the new BRSPSWs with partially buckling restraining members have high load-carrying capacity,good ductility and excellent energy consumption ability.(3)The finite element(FE)analysis software Abaqus is applied to develop the FE model of BRSPSWs by considering the influence of bolt connector,friction between the steel plate and buckling restraining members,material nonlinearity and initial geometric imperfection.The test results are used to verify the accuracy of the FE results.Based on the verified finite element model,the interaction friction between steel plate and buckling restraining members will be analyzed in detail.The effects of design parameters on the out-of-plane interaction force and hysteretic behavior of the BRSPSWs are studied.The main parameters considered in the analysis include the out-of-plane gap width,the height-to-thickness ratio of unstiffened zone,the height-to-thickness ratio,span-to-height ratio and arrangement direction of the buckling restraining members.The results of FE model are used to modify the theoretical formulas and expand their application ranges.The modified formulas are validated by comparing them with the test results.The FE results show that the interaction force of BRSPSWs with partially buckling restraining members rises with the decrease of the height-to-thickness ratio of unstiffened zone;As the gap increases,the interaction force of BRSPSWs with fully buckling restraining members increases rapidly to its peak value and then reduces gradually.(4)Based on the analysis of the mechanical performance of buckling restraining members,the simplified design method for the out-of-plane restraining members in partially and fully buckling restrained steel shear plate walls is proposed.The influence of the stiffness of the buckling restraining members on hysteretic behavior of BRSPSWs is analyzed.The stiffness limitation of buckling restraining members is proposed.Based on the traditional equivalent model,a new equivalent model is proposed,which is suitable for unstiffened SPSW and BRSPSWs with the partially and fully buckling restraining members.The bearing capacity and the loading and unloading rules of the new equivalent model are determined.Finally,the rationality of the new equivalent model is verified by the test results,which can accurately simulate the load-carrying capacity and energy consumption ability of BRSPSWs.The unification of the equivalent model of unstiffened SPSW,BRSPSWs with the partially and fully buckling restraining members is achieved. |
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