Research On Seismic Performance Of Assembled Partially Connected Buckling-restrained Steel Plate Shear Wall With Arc Opening

Prefabricated buildings can effectively solve the problems of serious pollution and material waste in buildings,and are widely used in the construction industry.Steel plate shear wall is a typical structural lateral force resisting member,which often plays a key role in the seismic resistance of high-rise buildings.In order to reduce the influence of steel plate shear wall on the negative bending moment of the frame,this paper proposes a assembled partially connected buckling-restrained steel plate shear wall with arc opening(APBSW).It includes open arc steel plate,concrete cover plate on both sides of steel plate,connecting steel plate,connecting bolt and surrounding frame.In this paper,the energy dissipation capacity and shear bearing capacity of the APBSW are studied from three aspects: experimental test,finite element simulation and theoretical analysis.The following research contents have been completed:(1)Three groups of 1:3 scaled steel plate shear wall members were designed and manufactured.The similarities and differences between APBSW and APSW in energy dissipation capacity,bearing capacity and failure characteristics were analyzed through experiments.The influence of the reaming effect on the concrete cover plate on the component is studied.The results show that in the specimen APBSW,due to the restriction of the concrete cover plate on the embedded steel plate,the stress mode of the component changes from the low-order buckling tension band to the in-plane shear.Compared with the specimen APSW,the ultimate bearing capacity of the APBSW is increased by 53.42 %,the initial stiffness is increased by 41.01 %,and the energy consumption is 2.49 times that of the APSW when the drift ratio reaches 1/25.The measures to enlarge the reserved hole diameter of the concrete slab can ensure the mutual dislocation between the embedded steel plate and the concrete cover plate,and ensure that the compression deformation of the corner steel plate is smoothly transmitted to the central area,which can effectively alleviate the stress concentration of the corner steel plate.(2)Based on the simplified model of traditional thin steel plate shear wall,considering the prominence of the main tension band and the weakening of the secondary tension band in the steel plate,an equivalent brace model suitable for APBSW is proposed.The yield bearing capacity and ultimate bearing capacity of the APBSW are derived.Comparing the calculation results of bearing capacity with the test results,the maximum error of yield bearing capacity does not exceed 7.2 %,and the error of ultimate bearing capacity does not exceed 3.6 %.(3)ABAQUS finite element software was used to study the stress development and outof-plane deformation of APBSW embedded steel plate under cyclic loading.The bearing capacity and energy dissipation capacity of the component were analyzed,and the rationality of the model was verified by comparing the test results.Based on the finite element model,the effects of the length of the arc,the reinforcement ratio of the concrete cover plate and the arrangement position of the inner and outer bolts on the mechanical properties of the components were analyzed.When the length of the arc mouth is more than half of the side length of the embedded steel plate(L/2),the bearing capacity and energy dissipation capacity of the component decrease significantly.If the reinforcement ratio of concrete cover plate is too small,it is easy to cause insufficient out-of-plane stiffness of concrete constrained cover plate.Excessive reinforcement ratio will cause steel waste,which should be selected in the range of0.24 %-0.45 %.The lateral bolt offset from the minimum concrete cover thickness to the center in a small range can significantly improve the mechanical performance of the component,and the relative position should be m≤2.8.When the inner bolt moves from the center to the outside,the bearing capacity and energy dissipation capacity of the member are improved to a certain extent.When the relative position of the inner bolt n≥0.45,the bearing capacity of the member does not change.