Study On Mechanical Behavior Of Steel Frame Buckling Restrained Steel Plate Shear Wall

Steel frame-buckling restrained steel plate shear wall system is a new type of structural system,which has advantages of both steel frame and buckling restrained steel plate shear wall.It was proposed for defects of unstiffened steel plate shear wall by Guo Yanlin.Compared with the stiffened steel plate and the unstiffened thin steel plate,the new structure has better energy dissipation capacity and higher initial lateral stiffness.It can effectively overcome the pinch phenomenon of the hysteresis curve,avoid the noise and tremor of the steel plate,and also has the advantages of convenient construction and so on.The finite element software ABAQUS is used to analyze the mechanical behavior of the buckling restrained steel plate shear wall.The influence of concrete slab thickness,width thickness ratio,axial compression ratio,width height ratio and beam column connections on the bearing capacity is analyzed.Established A,B,C three groups of models,the first two groups is one-story one-bay,C group is two-story one-bay.Assuming that the beam and column stiffness of the A group is infinitely large and hinged,the axial deformation of the beam column is neglected.It is used to analysis the minimum concrete cover thickness required for shear capacity,different thickness ratio of the wall and the right bolt arrangement.B group and A group model is similar,the difference is that the stiffness of B Group Limited.B and C two groups are used to analyze the influence of different width thickness ratio,axial compression ratio,aspect ratio and beam column connection on the bearing capacity and stiffness.The study found that the buckling of steel plate shear wall stress is given priority to with shear mechanism,almost no additional bending moment of column,but there are some additional axial force,is not too high requirements for pillar stiffness.At the same time,it also obtains the minimum cover thickness and maximum bolt spacing to meet the requirements of different width thickness ratio.And in meeting the minimum thickness requirements,an increase of cover thickness and encryption bolt arrangement structure of bearing capacity and stiffness did not change.Compared to the unstiffened wall,the ultimate bearing capacity of the buckling restrained steelplate wall can be increased by 15%,and the upper limit of the elastic lateral displacement is about 25%.With the increase of the aspect ratio,the shear capacity is gradually increasing,and it shows a linear change.The initial stiffness of the structure is basically the same as the connection form of different nodes.In the aspect of carrying capacity,the rigid connection is the biggest,the hinge is the smallest,but the difference between the three bearing capacity is not very big.