Numerical study on important parameters of composite steel-concrete shear walls

Rahnavard, Rohola; Hassanipour, Akbar; Mounesi, Ali

doi:10.1016/j.jcsr.2016.03.017

Cited by 80 publications

(29 citation statements)

References 36 publications

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“…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.…”

Section: Finite Element Model Of C-spwmentioning

confidence: 99%

“…The bonding action between the steel plate and cast-in-place concrete is commonly assumed to have a coefficient of friction [8,[29][30][31]. To model this bond action more practically, nonlinear spring elements (SPRING2) are adopted.…”

Section: Finite Element Model Of C-spwmentioning

confidence: 99%

“…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.…”

Section: Formula For Stud Bending Moment Demandmentioning

confidence: 99%

“…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.…”

Section: Formula For Stud Bending Moment Demandmentioning

confidence: 99%

“…on the seismic behaviour (e.g., maximum lateral resistance, out-of-plane displacement of the steel plate, maximum interstory drift, energy dissipation, etc.) 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].…”

Section: Introductionmentioning

confidence: 99%

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

2019

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The composite steel plate shear wall (C-SPW), composed of infill steel plate and reinforced concrete encasements, is widely used as a lateral load resisting system in high-rise buildings. The reinforced concrete encasement is connected to one or both sides of the infill steel plate using headed studs. Previous in vestigations have mainly focused on the seismic behaviour of C-SPWs and the bending failure of the connector, as explored in some experimental studies , are found before C-SPW achieve its target drift ratio. However, the behaviour of the headed stud, which plays an important role in the performance of C-SPWs, has been largely neglected. In this paper, a study of the tensile force and bending moment demands on headed studs in the design of C-SPWs is performed by using the finite element method. As the theoretical basis, the development, distribution and formation mechanisms of stud tension and bending moment are analysed. The effects of the headed stud diameter, number of headed studs, infill steel plate thickness, concrete panel thickness and panel aspect ratio on the stud performance are investigated. Based on this, available formulas for the tension and bending moment demands on headed studs in the design of C-SPWs are proposed.

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Section: Finite Element Model Of C-spwmentioning

confidence: 99%

Section: Finite Element Model Of C-spwmentioning

confidence: 99%

Section: Formula For Stud Bending Moment Demandmentioning

confidence: 99%

“…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.…”

Section: Formula For Stud Bending Moment Demandmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

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

2019

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Seismic performance of the enlarged beam section connection

et al. 2023

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Enlarged beam section (EBS) connection is a new moment connection developed to eliminate the shortcomings of conventional reduced beam section connections and fulfill desired performance. In EBS, the width of the flanges increases in specific locations between the desired plastic hinge and the column face of the beam to let the plastic hinge occur in a favorable region. Hence, the plastic hinge location can be controlled by manipulation of EBS parameters. In this study, the seismic performance of EBS connections under cyclic loading in the standard frameworks is investigated using finite‐element modeling. Before implementation the finite‐element model is verified by an experimental study on conventional connection. Utilizing optimum EBS parameters in the finite‐element modeling, no significant damage is predicted in weld lines and their vicinity, the column, and the connection zone. Also, no remarkable deformation or buckling instability is detected in the results. This indicates appropriate performance of the connection and formation of the plastic hinge in the desirable region. The requirements of various regulatory standards are achieved in terms on number of cycles and the total rotation. In addition, due to the ease of implementation, this connection type can be an excellent alternative to other moment connection types.

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

Sun

et al. 2019

Structural Design Tall Build

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Summary Composite steel plate shear walls (C‐SPWs) are composed of an infill steel plate and reinforced concrete encasements. With an adequate thickness, the concrete encasement can effectively prevent the premature buckling of the infill steel plate. Researchers have provided nonconservative concrete thickness demands through analyses of approximate elastic buckling, for which the analytical model is too simplistic to simulate C‐SPW buckling. In this paper, the buckling of C‐SPW is addressed using a nonlinear finite element method. To assist this method, a formula for the buckling strength of C‐SPW is theoretically developed. Utilizing the results of nonlinear finite element analysis on C‐SPW, the effects of concrete panel thickness, concrete elastic modulus, infill steel plate thickness, panel aspect ratio, and stud spacing on the infill steel plate buckling are analyzed, and the critical drift ratio corresponding to the buckling of the infill steel plate is obtained. According to the criterion that the C‐SPW will not buckle until its drift ratio achieves the drift limit (0.4%), the minimum concrete panel thicknesses demands are captured from finite element analysis. Fitting these predicted minimum concrete thicknesses, an available formula is proposed for the concrete thickness demand in the design of C‐SPW.

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Numerical study on important parameters of composite steel-concrete shear walls

Cited by 80 publications

References 36 publications

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

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

Seismic performance of the enlarged beam section connection

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

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