Plastic analysis and performance-based design of coupled steel plate shear walls

Gorji, Meisam Safari; Cheng, Jianwei

doi:10.1016/j.engstruct.2018.03.048

Cited by 17 publications

(6 citation statements)

References 16 publications

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“…Using the same procedure described in this section, the authors derived the following expression for a single‐story C‐SPSW (R) system:

κ_{optimum ((), R)} = {[1 + \frac{(2 + λ)}{4} \frac{normalL}{normalH} cot α]}^{- 1} .

…”

Section: Plastic Analysis and Efficient Designmentioning

confidence: 99%

“…Assigning a percentage of the lateral design force (corresponding to the optimum design case—ie, κ optimum( P ) i F Di ) to the infill panels at each floor level, the steel plates within each SPSW pier are sized to resist half of the modified design story shears. Following the same procedures, Safari and Cheng derived the following expression for the multistory C‐SPSW (R) system:

κ_{optimum ((), R) i} = {[1 + \frac{(2 + λ_{i})}{4} \frac{L}{h_{i}} cot α_{i}]}^{- 1} .

…”

Section: Plastic Analysis and Efficient Designmentioning

confidence: 99%

“…The C‐SPSW systems were modeled in SAP2000 software using the commonly accepted strip modeling approach in which the infill panels are represented by a series of discrete strips inclined in the direction of the tension field . The accuracy of the strip model in predicting the nonlinear response of SPSWs has been extensively verified against experimental tests by many researchers, eg, Borello and Fahnestock, Safari Gorji and Cheng, Berman, Driver et al, and Shishkin, Driver, and Grondin . In the analytical models, the infill panels at every story were represented by 13 pin‐ended tension‐only bracing elements in each loading direction, where the compression strengths of these elements were set to 0.…”

Section: Seismic Performance Of C‐spswsmentioning

confidence: 99%

“…In order to use the prescaled SAC ground motions 31 for seismic performanceevaluation purposes, the spectral ordinates were matched with those used in Gupta and Krawinkler. 29 Instead of attempting to use the force-based design approach prescribed by the codes, the design-based shears were determined using a performance-based plastic design (PBPD) methodology 7,32 and were calculated as 15 600 and 18 960 kN for the eight-and 12-story buildings, respectively. The base shears were distributed over the height of the systems using a lateral force distribution proposed by Chao et al, 33 which was developed by explicitly considering nonlinear responses of a variety of structures.…”

Section: Case-study Designsmentioning

confidence: 99%

“…This is due primarily to the fact that while in RCSWs, the entire width of the wall contributes to the overturning resistance, the SPSW systems, just like braced frames, employ only their columns to resist overturning moments, which in turn result in large sections for these elements . To overcome this issue, researchers investigated alternative SPSW configurations such as coupled SPSW (C‐SPSW) systems and SPSWs with outrigger (SPSW‐O) systems, which also offer the flexibility to accommodate architectural demands for openings within the bay.…”

Section: Introductionmentioning

confidence: 99%

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Seismic behavior of coupled steel plate shear walls with simple boundary frame connections

Gorji

Cheng

2018

Earthq Engng Struct Dyn

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Summary The coupled steel plate shear wall (C‐SPSW) configuration has been investigated by researchers as a means of improving the overturning stiffness and architectural flexibility of SPSW structures. While C‐SPSWs have been shown to exhibit excellent seismic performance, the fabrication cost associated with the high number of moment‐resisting connections used in such systems is a potential detraction to their use as an economical solution. Past research has shown that the hysteresis response of SPSWs with simple frame connections is significantly pinched, and as such, most seismic codes prohibit their use in high seismic areas. However, when used in the C‐SPSW configuration, a dual system is formed in which the coupling beams not only improve resistance to overturning but also provide substantial lateral strength and energy dissipation capacity. This paper presents an exploration of the potential to improve the economy of C‐SPSWs by using the simple boundary frame connections. First, employing the principles of plastic analysis, an attempt is made to quantify the contribution of the coupling beams to the overall lateral load resistance of the system. Then, to evaluate the seismic performance of such C‐SPSW systems and allow for the comparison with that of the C‐SPSWs with rigid frames, several prototypes are designed and analyzed using a series of nonlinear response history and pushover analyses. The results indicated that the C‐SPSWs with simple boundary frames exhibited satisfactory seismic performance comparable with that of the C‐SPSWs with rigid frames under both the 10/50 and 2/50 hazard levels, while allowing for reduced fabrication costs.

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“…Using the same procedure described in this section, the authors derived the following expression for a single‐story C‐SPSW (R) system:

κ_{optimum ((), R)} = {[1 + \frac{(2 + λ)}{4} \frac{normalL}{normalH} cot α]}^{- 1} .

…”

Section: Plastic Analysis and Efficient Designmentioning

confidence: 99%

κ_{optimum ((), R) i} = {[1 + \frac{(2 + λ_{i})}{4} \frac{L}{h_{i}} cot α_{i}]}^{- 1} .

…”

Section: Plastic Analysis and Efficient Designmentioning

confidence: 99%

Section: Seismic Performance Of C‐spswsmentioning

confidence: 99%

Section: Case-study Designsmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

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Seismic behavior of coupled steel plate shear walls with simple boundary frame connections

Gorji

Cheng

2018

Earthq Engng Struct Dyn

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Novel outrigger element utilizing thin steel plates as infill to concrete frames in concrete high‐rise buildings

Habrah,

Batikha,

Vasdravellis

2024

Structural Design Tall Build

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Rapid population growth and the need for sustainable land use have led to a remarkable increase in the construction of tall buildings. To accommodate the increasing need for floor space, high‐rise structural systems are being developed aiming to improve building performance against lateral loads. This paper introduces a novel steel‐infilled Reinforced Concrete Frame (SP‐RCF) outrigger and compares its structural performance against other systems, such as the Concrete Wall‐infilled Reinforced Concrete Frame and the Steel Truss‐infilled Reinforced Concrete Frame. A geometrically and materially non‐linear analysis was applied to these systems and validated through existing experimental and analytical data. Subsequently, a case study on a prototype tall building was conducted. The results indicate that the SP‐RCF outrigger shows superior performance compared to the other systems in terms of ultimate strength, stiffness, and ductility; demonstrating its potential to enhance the structural integrity of high‐rise buildings.

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Development of Modified Ibarra–Krawinkler Deterioration Model for One-Story Steel Plate Shear Wall

Bamshad

Ghassemieh

2020

Int J Steel Struct

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Plastic analysis and performance-based design of coupled steel plate shear walls

Cited by 17 publications

References 16 publications

Seismic behavior of coupled steel plate shear walls with simple boundary frame connections

Seismic behavior of coupled steel plate shear walls with simple boundary frame connections

Novel outrigger element utilizing thin steel plates as infill to concrete frames in concrete high‐rise buildings

Development of Modified Ibarra–Krawinkler Deterioration Model for One-Story Steel Plate Shear Wall

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