Influence Of Horizontal Member Rigidity Of Frame-shear Wall Structure On The Performance Of The Structure

Reinforced concrete frame-shear wall structure is a structure form that used widelyin high-rise building. Because the framework and shear wall are two different structureforms in the side of bearing ability and deformation performance, but they workcooperatively in horizontal load. There are large differences of the vertical stiffnessbetween frame column and shear wall, so easy to produce axial deformation difference.The axial deformation difference also influences the behaviors of level component.Our Research Group undertaken a project of structure detection and aseismaticappraisal of the22layer reinforced concrete frame-shear wall structure, built in the1980s,and is different from the general frame-shear structure. This structure set up two wayssection size for240x1200beam in longitudinal at layer two. This paper takes thestructure design special software SATWE and finite element analysis software ETABS tomake modeling, analysis and calculation, and compares the two calculation results. Bychanging the structure related design parameters, to build different calculation models,we study the structure’s performance with changes of level component itself stiffness,shear wall thickness, the size of shear wall at the end of column, the elevation of thebeam.Through established fiber model based on Perform-3D software, the research showsthe yield of mechanism and the seismic performance parameters under the strongearthquakes by Pushover static elasto-plastic analysis. By comparing with seismic designresponse spectrum in present, structure seismic performance is evaluated reasonably.Through the change of the beam section height of fiber model, the seismic performanceof the structure is analyzed of the big beam’s existence.Static analysis results show that the main reason of internal force mutations of bigbeam is the vertical stiffness of Shear wall, the difference of frame column verticalstiffness and the line stiffness of beam.Thus, attention should be paid to section heightsize selection of beam between the lower floor shear wall and frame column of shear walloutside the plane for this frame-shear wall structure, prevent great mutations of this parts’ beam section height relative to other layers’ beam size. Pushover static elastic-plasticanalysis results show that: the structure have larger stiffness, the integral structureseismic performance can satisfy the requirements of seismic code in China. The strengthof bottom layer8shaft W3Y shear wall is low, ductility is poorer, should beappropriately increased the vertical steel reinforcement ratio and the volume of the stirrupratio for the edges of the component. The existence of the beam structure can’t meet thestrong vertical component of the weak level component yield mechanism, and thereforeshould try to weaken the influence of the beam to the structure performance, incompliance with the security, economic principles.