Cyclic performance of cold-formed steel shear walls sheathed with double-layer wallboards on both sides

Ye, Jihong; Wang, Xingxing; Jia, Huiling; Zhao, Meng

doi:10.1016/j.tws.2015.03.005

Cited by 103 publications

(38 citation statements)

References 14 publications

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“…A simplified method for calculating the elastic lateral stiffness of the wall sheathed with doublelayer wallboards on both sides was proposed by the Ye et al [20] based on the equivalent-bracing model. The method, which avoids the high cost and time-consuming shortcomings of full-scale shear wall tests, can predict elastic lateral stiffness accurately according to sheathing material, sheathing thickness, and the shear performance of screw connections only.…”

Section: Determination Of Elastic Lateral Stiffness Kementioning

confidence: 99%

“…Traditional CFS shear walls with coupled C section end studs are apparently not applicable to mid-rise CFS structures, for both shear strength and fire resistance of the wall cannot satisfy the requirements of mid-rise residential structures [20]. Hence, Wang and Ye [21] proposed a CFS shear wall with continuous concrete-filled rectangular steel tube (CFRST) columns as end studs (see Figure 1), in which double-layer wallboards were arranged on both sides with a staggered configuration in order to enhance the vertical bearing capacity, anti-overturning ability, shear strength, and fire resistance of the wall, thereby allowing it to be applied to mid-rise CFS structures.…”

Section: Introductionmentioning

confidence: 99%

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Piecewise Function Hysteretic Model for Cold-Formed Steel Shear Walls with Reinforced End Studs

Wang

2017

Applied Sciences

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Cold-formed steel (CFS) shear walls with concrete-filled rectangular steel tube (CFRST) columns as end studs can upgrade the performance of mid-rise CFS structures, such as the vertical bearing capacity, anti-overturning ability, shear strength, and fire resistance properties, thereby enhancing the safety of structures. A theoretical hysteretic model is established according to a previous experimental study. This model is described in a simple mathematical form and takes nonlinearity, pinching, strength, and stiffness deterioration into consideration. It was established in two steps: (1) a discrete coordinate method was proposed to determine the load-displacement skeleton curve of the wall, by which governing deformations and their corresponding loads of the hysteretic loops under different loading cases can be obtained; afterwards; (2) a piecewise function was adopted to capture the hysteretic loop relative to each governing deformation, the hysteretic model of the wall was further established, and additional criteria for the dominant parameters of the model were stated. Finally, the hysteretic model was validated by experimental results from other studies. The results show that elastic lateral stiffness K e and shear capacity F p are key factors determining the load-displacement skeleton curve of the wall; hysteretic characteristics of the wall with reinforced end studs can be fully reflected by piecewise function hysteretic model, moreover, the model has intuitional expressions with clear physical interpretations for each parameter, paving the way for predicting the nonlinear dynamic responses of mid-rise CFS structures.

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Section: Determination Of Elastic Lateral Stiffness Kementioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Piecewise Function Hysteretic Model for Cold-Formed Steel Shear Walls with Reinforced End Studs

Wang

2017

Applied Sciences

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“…The actual shear displacements Δ consisted of slip displacement, overturning displacement and actual shear displacement [8]. The expression is summarized in the following equations: d1 to d8 are readings of the LVDT transducers D1 to D8, respectively.…”

Section: Load and Displacement Diagrammentioning

confidence: 99%

“…As illustrated by Nithyadharan [6], the screw shear strength could be used to calculate the wall panel strength, and the calculated strength was close to the values obtained from the experiments. Pan [7] and Ye [8] also found out that the failure of sheathing-to-frame connections was the main reason to cause the degeneration of the in-plane behavior of a CFSSW. Seim [9] concluded that it was not the mechanical properties of the sheathings, but the strength of sheathing-to-frame connections that determines the in-plane lateral performance of CFSSW.…”

Section: Introductionmentioning

confidence: 96%

Composite Timber Panel Optimization for a New-type Cold-Formed Steel Shear Wall

He¹,

Li²,

Xin³

et al. 2017

TOBCTJ

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Background and Methods:This paper illustrates a research on the behavior of the composite timber panels used in a new-type cold-formed steel shear wall, when subjected to monotonic and reversed cyclic in-plane loading. The framing members of this new-type cold-formed steel shear wall are made of cold-formed steels. The inner timber frameworks, sheathed with veneer plywood, form the composite timber panels. Objective:In order to improve the lateral performance of the new-type cold-formed steel shear wall, two different optimized composite timber panels were proposed and tested, namely, increasing the thickness of the sheathings and the addition of steel X-bracings. The main objective of the study is to determine the quantification of the improvement in lateral performance of these two optimized composite timber panels. Results and Conclusion:Observed failure modes, structural performance parameters and the data of the strain gauges were given for each specimen, which indicates two optimized panels both have better lateral performance. But larger deformation and damage of the sheathings happened on the panels with steel X-bracings, so the panels with thick sheathings are more suitable and practical for normal use.

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“…According to the previous study conducted by Ye et al [1], the role of the sheathing wall is the critical part for lateral resistance of CFSF buildings. us, to improve the seismic performance of CFSF structures, various types of wall sheathing were introduced and investigated [2][3][4][5][6], and the steel-sheathed CFSF wall is one of them. Yu and his colleagues [7,8] conducted experimental investigations on steel-sheathed CFSF walls in different thicknesses of steel sheathing with 4 : 3 aspect ratio.…”

Section: Introductionmentioning

confidence: 99%

Impact of Wall Configurations on Seismic Fragility of Steel‐Sheathed Cold‐Formed Steel‐Framed Buildings

Jiang

2018

Advances in Civil Engineering

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Seismic fragility of steel-sheathed cold-formed steel-framed (CFSF) structures is scarcely investigated; thus, the information for estimation of seismic losses of the steel-sheathed CFSF buildings is insufficient. is study aims to investigate the seismic fragility of steel-sheathed CFSF buildings with different wall configurations. Analytic models for four 2-story steel-sheathed CFSF buildings are established based on shaking table tests on steel-sheathed CFS walls. en, a group of fragility curves for these buildings are generated. e results show that the thickness of steel sheathing and the fastener spacing of the wall have significant impact on seismic fragility of steel-sheathed CFSF buildings. e seismic fragility of the CFSF building can be reduced by increasing the thickness of steel sheathing or decreasing the fastener spacing. By increasing the thickness of steel sheathing, the reduction on probability is more obvious for the CP limit. It is also found that the exceeding probability is approximately linear with fastener spacing, with a slope in the range from 0.25%/mm to 0.50%/mm.

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Cyclic performance of cold-formed steel shear walls sheathed with double-layer wallboards on both sides

Cited by 103 publications

References 14 publications

Piecewise Function Hysteretic Model for Cold-Formed Steel Shear Walls with Reinforced End Studs

Piecewise Function Hysteretic Model for Cold-Formed Steel Shear Walls with Reinforced End Studs

Composite Timber Panel Optimization for a New-type Cold-Formed Steel Shear Wall

Impact of Wall Configurations on Seismic Fragility of Steel‐Sheathed Cold‐Formed Steel‐Framed Buildings

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