| The buckling-restrained steel plate shear wall is known for its high initial stiffness,bearing capacity,stable hysteretic performance,and energy dissipation capacity.As a new type of anti-lateral force member,it has been continuously developed and applied in recent years.However,the requirements on the bending stiffness of the side frame columns of traditional four-side connection buckling-restrained steel plate shear wall and the fourcorner connection buckling-restrained steel plate shear wall are high,and the side frame columns are prone to buckling.In addition,steel plate shear wall also face difficulties in the layout of construction equipment such as pipelines in practical engineering applications.Therefore,under the condition of the bearing capacity and hysteretic performance of the steel plate shear wall,in order to reduce the additional bending moment of the side frame column,reduce structural weight,save costs of materials and increase the usability of buckling-restrained steel plate shear wall,cross-type buckling-restrained steel plate shear wall are proposed.The structural layout of cross-type buckling-restrained steel plate shear wall is that the steel plate is connected to the side frame by bolts at four corners,and the connection length is a quarter of the side frame length.The middle of the four sides of the steel plate is provided with semi-elliptical openings,and the oval sides are diagonal to the embedded steel plate.Finite element method are used in this paper.Displacement-bearing capacity curves,ultimate bearing capacity,initial stiffness,energy consumption performance and ductility are researched in both cross-type steel plate shear wall and cross-type buckling-restrained steel plate shear wall.Major contribution are as follows:(1)The validity of the model is verified by comparison with existing experimental data,research about shear resistance,shear stress,hysteresis behavior and stress contour were then carried out to research the effect of plate aspect ratio,slenderness ratio,stiffness of boundary frame.Analyses shows that the shear resistance and hysteresis behavior are improved as the aspect ratio and stiffness of boundary frame are increase and decrease as the slenderness ratio increase.(2)Parametric analyses such as plate slenderness ratio,aspect ratio,stiffness of boundary frame,concrete plate thickness,bolt spacing and initial gap between steel plate and concrete plate were studied.And detailed analysis of its displacement-shear resistance curves,shear stress,initial stiffness,ultimate bearing capacity,ductility and stress contour.Analyses on the proposed cross-type steel plate shear wall and cross-type bucklingrestrained steel plate shear wall shows that the shear resistance and hysteresis behavior are improved with the aspect ratio and stiffness of boundary frame are increase.Besides,the shear resistance and hysteresis behavior are decrease as slenderness ratio,initial gap,concrete plate thickness increase.(3)Analyses of stress process and mechanism of shear force distribution were carried out.The change of mechanism of shear force distribution under different parameters are studied in order to provide improved proposal to structural design.(4)Base on the buckling deformation analyses,an analytical method is proposed to derived formula of shear resistance and boundary frame stiffness. |
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