Mechanical Behavior Study Of Concrete-filled Square Steel Tubular Frame With Thin Steel Plate Shear Walls

In the frame steel plate shear walls with rigid beam-to-column connections,Compression side columns decide the failure mechanisms of multistory steel plate shearwalls(SPSW). Based on the ideal failure mechanism of steel plate shear walls, this papergives calculation formulas for the design of boundary elements of steel plate shearwalls.The formulas include strength relationships among steel plate wall, beam andcolumn. Three two-story one-bay full-scale concrete filled square steel tube (CFT)frames with steel plate walls are designed according to the given calculation formulas.the nonlinear numerical analysis on SPSW is conducted by using the nonlinearfinite element software ABAQUS6.10. Results obtained from this study are as follows:(1) The calculation method of top beam for unilateral tension field can provide enoughbending rigidity, prevent top beam from forming plastic hinge in the span.(2) Basicallythe same lateral shear of each story steel plate wall shows that boundary elementsdecided according to the calculation formulas mentioned can provide enough anchoragestrength for steel plate shear walls.(3)The strength calculation formulas of boundaryelements can effectively control the plastic hinge position of compression columns,prevent the formation of plastic hinge in the middle of column. Frame–thin steelplate shear walls can achieve ideal failure mechanism, namely all steel plate wallsalmost yield, plastic hinge are formed at the end of beams and bottom of column.In order to study the behavior of concrete filled square steel tube (CFT) frame withsteel plate shear walls, The stress mechanism, failure mechanism, stiffness, ultimate load carrying capacity, shear distribution, load carrying mechanism of columns areinvestigated by using the nonlinear finite element software ABAQUS6.10. Resultsobtained from this study are as follows:(1) Frame-steel plate shear walls can achieve ideal failure mechanism, namelyweak plate strong framework, strong column weak beam, achieve double aseismaticfortification purpose.(2) Although the ends of beams and the bottoms of column formthe plastic hinge, frame–steel plate shear wall has not been formed geometricallyunstable system, still can continue to bear the lateral load, the ultimate capacity declineslowly.(3)When the stiffness ratio of stiffeners to panels is32, the cross stiffeners canincrease the elastic buckling load, ultimate bearing capacity and initial stiffness of thesteel plate shear wall.(4)In the initial shear distribution, thin steel plate shear wall bearpercentage accounted for about78%, in the ultimate load shear distribution, thin steelplate shear wall bear percentage accounted for about60%.(5)The separation betweenthe tube wall and core concrete appears because of the action of the tensile field.