Seismic performance of composite plate shear walls

Abstract

Seismic performance of Composite Plate Shear Walls Sandip Dey Composite plate shear wall (C-PSW) is a lateral resisting system primarily used to resist wind and earthquake loadings. A composite steel plate shear wall system consists of a steel plate shear wall with reinforced concrete panels attached to one side or both sides of the steel infill plates by bolts or shear studs. Research on composite plate shear walls is still in the initial stage and a significant amount of research is needed before it can be adopted by the Canadian steel design code, CAN/CSA S16-09. This study evaluates performances of one 6-storey and one 4-storey C-PSW under spectrum compatible seismic records for Vancouver. A nonlinear finite element model which includes both material and geometric nonlinearities is used for this study. The model is first validated using the results from a quasi-static test. The study describes details of the validation of the finite element model by comparing the results from quasi-static experimental program with finite element analysis results. Excellent correlation between the test results and the finite element analysis results is observed. With the validated finite element model, the performance of 4-storey and 6-storey C-PSWs were studied under spectrum-compatible seismic records. Nonlinear seismic analysis shows that C-PSWs, in high seismic region, behave in a stable and ductile manner. Dynamic analysis showed that major portion of the shear is taken by the steel infill plate, which confirms the intended design philosophy of C-PSWs. iv A series of C-PSWs with different geometry were designed and analysed to estimate the fundamental periods. It is observed that the current code formula predicts periods that are generally shorter than the periods obtained from finite element analysis. In addition, the effectiveness of a simple shear flexure cantilever formulation for determining fundamental periods of C-PSWs was studied. Shear studs spacing and concrete panel thickness are two important parameters that influence the performance of the composite plate shear wall. Currently there are no guidelines on what would be the minimum or maximum spacing of the shear studs. A rational method based on classical buckling theory of stiffened plate for determining shear stud spacing and thickness for the reinforced concrete panel is presented in this research. v ACKNOWLEDGEMENTS I would like to express my deep gratitude and sincere appreciation to Dr. Anjan Bhowmick for his guidance and encouragement throughout the course of my graduate studies.

Tensile Force and Bending Moment Demands on Headed Stud for the Design of Composite Steel Plate Shear Wall

“…Element types that include the infill steel plate, concrete panel, headed stud and reinforcing bar were reported in either prior finite element models of the C-SPW [8,9] or steel-plate composite shear wall [27][28][29], which has a similar construction to that of the C-SPW. Herein, a 4-node reduced integration shell element (S4R) is utilized to model the infill steel plate; an 8-node reduced integration solid element (C3D8R) is utilized to model the concrete panel; a 2-node linear beam element (B31) is utilized to model the headed stud; and a truss element (T3D2) is utilized to model the reinforcing bar.…”

“…According to the parameter analysis on stud bending moment and fitting βm by the variable dst 2 / tc 2 , formulas for βm in the stage before Increase Stage and Increase Stage are shown in Eqs. (8) and (9), respectively. Substituting Eqs.…”

“…Substituting Eqs. (8) and (9) into Eq. (2), the bending moment demands on the headed stud Mb in kN• mm in the stage before the Plateau Stage are yielded in Eqs.…”

“…of C-SPWs [6][7][8]. Dey and Bhowmick investigated the contributions of the infill steel plate, concrete panels and boundary columns to lateral resistance using nonlinear numerical analysis [9]. Using the Rayleigh-Ritz method, Smith et al [10] and Arabzade et al [11] proposed the local buckling coefficient for a unilaterally constrained rectangular plate under pure shear.…”

Concrete panel thickness demand for the design of composite steel plate shear wall

“…A tentative idea checking the overall buckling of C‐SPWs was presented by Astaneh‐Asl, where the elastic buckling theory of a stiffened plate was adopted after transforming a concrete panel to vertical and horizontal steel stiffeners following the equivalent bending stiffness rule. Dey and Bhowmick theoretically developed a formula for the minimum concrete thickness of C‐SPW, where the concrete panel was conservatively transformed into concrete stiffeners along the shear stud lines and the thickness of stiffeners was equal to the stud diameter. The elastic buckling of a unilaterally constrained rectangular plate under pure shear was theoretically analyzed by Smith et al using the Rayleigh–Ritz method .…”