Plastic Analysis and Design of Steel Plate Shear Walls

Berman, Jeffrey W.; Bruneau, Michel

doi:10.1061/(asce)0733-9445(2003)129:11(1448)

Cited by 220 publications

(120 citation statements)

References 10 publications

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“…is angle between the vertical and the longitudinal axis of the equivalent tension brace; L is the distance between VBE centerlines; is the angle of inclination of the tension field in the shear panels, taken as 40 , see [7]; is the system overstrength factor, as defined by FEMA 356 [9], and taken as 1.2 for SPSW (Berman and Bruneau, 2003 [9] or NBCC 2015 [11]). …”

Section: Code-based Designmentioning

confidence: 99%

Dual Steel Frames With Re-Centering Capacity and Replaceable Steel Shear Panels

Neagu¹,

Dinu²,

Dubină³

2017

Proceedings of the 6th International Conference on Computational Methods in Structural Dynamics and Earthquake Engineering (COM

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Section: Code-based Designmentioning

confidence: 99%

Dual Steel Frames With Re-Centering Capacity and Replaceable Steel Shear Panels

Neagu¹,

Dinu²,

Dubină³

2017

Proceedings of the 6th International Conference on Computational Methods in Structural Dynamics and Earthquake Engineering (COM

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“…It also has higher costs for joining the stiffeners to the wall. (Astaneh-Asl, 2001;Behbahanifard, 2003;Berman et al, 2003).…”

Section: Evaluation and Comparison Of Behavior Of Corrugated Steel Plmentioning

confidence: 99%

“…It also has higher costs for joining the stiffeners to the wall. (Astaneh-Asl, 2001;Behbahanifard, 2003;Berman et al, 2003).Corrugated steel plates, due to their ductility and low cost, are an appropriate alternative system in these walls. On the other hand, in corrugate plates, the plate's wave function is similar to that of the stiffeners and it has appropriate stiffness too.…”

mentioning

confidence: 99%

Evaluation and comparison of behavior of corrugated steel plate shear walls

Yadollahi

Pakar

Bayat

2015

Lat. Am. j. solids struct.

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In this paper, the nonlinear behaviour of steel plate shear walls with corrugated plates under lateral pushover loading conditions in the models' top level has been analytically investigated by the finite element method. The one-storey frames have beams and columns as boundary elements. Steel plate shear walls are simulated using the finite element method, based on the available experimental models in the literature. After calibration of the analytical models, more parameters of steel shear walls with corrugated plates, such as the thickness of the corrugated plate, the stiffness of the boundary elements, the corrugation depth in the corrugated plates and the corrugation length of the infill of the corrugated plates, are investigated. The results of this study have demonstrated that in the wall with constant dimensions, the trapezoidal plates have higher energy dissipation, ductility and ultimate bearing than sinusoidal waves, while decreasing the steel material consumption. KeywordsSteel shear wall; sinusoidal corrugated plate; trapezoidal corrugated plate; energy dissipation; ductility; ultimate bearing. Evaluation and comparison of behavior of corrugated steel plate shear walls 1 INTRODUCTIONSteel shear walls have been used in the construction of high-rise structures in most advanced seismic countries, such as the United States, Japan and Canada, for almost three decades. This system has great advantages compared to other similar systems such as reinforced concrete shear wall and steel braces. The benefits of this system include high ultimate bearing, perfect plasticity, high energy absorption capacity, appropriate stiffness, reduced structural weight, lower foundation construction costs, better quality and high-speed construction. The overall structures of steel shear walls consist of boundary elements such as beams and columns, with infill steel plates in the spaces between them. Steel shear walls can be constructed in two types: unstiffened and stiffened. In unstiff- ened walls, a series of flat plates with light thickness is used for utilizing the post-buckling field under overall buckling. In the second type of wall, a belt series or steel profiles are utilized as stiffeners with different arrangements -horizontal, vertical and diagonal -on one side or both sides of the wall until the energy dissipation, stiffness and ultimate bearing are increased. The first method is completely uneconomical because to improve the hysteresis curve of the walls described it is necessary to increase the thickness of the steel plate until the plate does not buckle before yielding; this increase in thickness will be very significant and uneconomical. The second method, which involves strengthening the plate by a series of stiffeners, is economical and quite effective. By using this method, the hysteresis curves turn from an S-shape to a spindle shape and increase the hysteresis curve area. However, this method, primarily due to welding operations, causes weaknesses of the plate within. It also has higher costs for j...

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“…Until the 1980s, the design limit-state of steel plate shear walls, in North-America, was the out-of-plane buckling of the plate, resulting in the use of very robust walls [3]. Unquestionably, elastic buckling offers inferior performance as compared to plastic failure of the steel plate, especially in terms of dissipative capacity.…”

Section: Historical Development Of the Steel Shear Wallsmentioning

confidence: 99%

Design Method for Light-Gauge Steel Shear Walls Sheathed With Flat Steel Plates

Fülöp¹,

Hakola²

2007

Volume 3 Number 3

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Sheathed Light-Gauge Steel (LGS) shear walls are often used in structures as load bearing elements against wind and earthquake actions. The design of walls is often complicated by the lack of analytical methods for the evaluation of the strength and rigidity. Design by testing is a possibility if large numbers of identical walls are used; but in the usual case designers are limited by economic consideration to use configurations which were already tested. These limitations greatly reduce the potential of using LGS shear walls in practical applications. In this paper an analytical design procedure is presented for LGS shear walls sheathed with flat thin steel plates. The procedure, developed for the evaluation of the shear strength and rigidity of the walls, takes into account the fixing of the steel plate to the skeleton. The method is validated using both Finite Element Modelling (FEM) and experiments; comparisons show good accuracy when it comes to the evaluation of strength, but not satisfactory for the rigidity.

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Plastic Analysis and Design of Steel Plate Shear Walls

Cited by 220 publications

References 10 publications

Dual Steel Frames With Re-Centering Capacity and Replaceable Steel Shear Panels

Dual Steel Frames With Re-Centering Capacity and Replaceable Steel Shear Panels

Evaluation and comparison of behavior of corrugated steel plate shear walls

Design Method for Light-Gauge Steel Shear Walls Sheathed With Flat Steel Plates

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