| To study the buckling of the steel plate shear wall traditional concrete prevent buckling constraint component replacement method,avoid the construction of concrete constraint components assembly difficulty,easy to damage,additional weight is high,in combination with oblique stiffening steel plate shear wall with cross bracing steel plate shear wall with higher bearing capacity,the characteristics of the semi-rigid frame-on the basis of vertical and horizontal rib steel plate shear wall,the unbonded inclined multiple rib grid instead of concrete slab and vertical and horizontal rib component,put forward a new kind of semi-rigid frame-more than oblique rib steel plate shear wall structure.The oblique multi-ribbed restraint members are connected to the inner wall panel by high-strength bolts,and the floor plate is detachable.Unbonded constraint form can improve the energy consumption of steel plate shear wall,and not to participate in the lateral,stiffening rib buckling not easily,can provide noodles outside support for embedded steel plate continued,the installation process to avoid the welding is easy to cause adverse effects to wall bearing capacity and ductility,also can effectively prevent premature anchorage steel tension field produced by the buckling destruction.In this paper,by means of experiment,ABAQUS analysis and theoretical verification,the seismic performance of semi-rigid frame-oblique multi-ribbed steel plate shear wall structure is analyzed,and the anti-buckling and repair performance of traditional non-stiffened steel plate wall structure is designed.The main contents are as follows:(1)For a single span two layers of 1/3 scaled half rigid frame-diagonal rib more constraints on steel plate shear wall low reversed cyclic loading tests are carried out,the more oblique rib specimens under horizontal reciprocating load bearing capacity,stiffness,ductility and other indicators of change,at the same time consider the development analysis of the structure of the plastic deformation and destruction features,and compared with the traditional reinforced concrete prevent buckling of steel plate shear wall,the reinforced steel plate shear wall damage and seismic performance of the comparison.The inclined multi-ribbed restrained members can play the anti-buckling effect of concrete buckling members,and the seismic performance of specimens is better than that of non-stiffened specimens.(2)The finite element software ABAQUS was used to analyze the semi-rigid frame-inclined multi-ribbed steel plate shear wall.Combined with the test results,the stress development process of the structure was analyzed,and the failure mechanism and stress mechanism of the structure during the loading process were clarified.In order to optimize the frame column,the finite element method is used to optimize the frame column.(3)The research on the shear capacity of various stiffened shear walls is summarized and analyzed,and the necessary conditions for the shear wall with anti-buckling steel plate to satisfy the occurrence of shear yield before buckling are discussed.In order to prevent buckling,the requirements of zone height and thickness ratio and stiffness of longitudinal and transverse multi-ribbed steel plate shear wall and inclined multi-ribbed steel plate shear wall are comprehensively compared.Combined with the above design requirements,a variety of non-binding stiffeners are analyzed.(4)Based on the previous repair test research of steel plate shear wall repaired by section steel inclined stiffener,the finite element software was used to verify the correctness of the repair simulation method,and the difference of the repair effect between inclined multi-rib and section steel inclined stiffener was compared.Design project cases,using ABAQUS to 9 layer framework-steel plate shear wall structure on the original structure and repair of the structure of the Pushover analysis,inclined more ribs on the effects of steel plate shear wall structure and the stress and deformation of repaired structure development situation,research has shown that diagonal rib more constraints,when applied to repair and buckling,and high-rise ductility and so on all have influence on stiffness framework,structural stiffness increased but the ductility decreases,lateral angular distribution change significantly between the layers. |
