Behaviour of cold-formed steel shear wall panels under monotonic and reversed cyclic loading

Nithyadharan, M.; Kalyanaraman, V.

doi:10.1016/j.tws.2012.05.017

Cited by 63 publications

(16 citation statements)

References 10 publications

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“…Tian [5] presented an analytical model to predict the axial failure load of CFS studs with sheathing materials, finding out the influence of the screw spacing, the stud spacing and the characteristics (thickness, Poisson ratio, elastic modulus) of the sheathing materials. 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.…”

Section: Introductionsupporting

confidence: 71%

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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Section: Introductionsupporting

confidence: 71%

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

He¹,

Li²,

Xin³

et al. 2017

TOBCTJ

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show abstract

“…Most of these studies are mainly focused on commonly used sheathing material such as GB (Lange and Naujoks, 2006; Pan and Shan, 2011; Vieira and Schafer, 2012; Ye et al, 2015), OSB (Baran and Alica, 2012; Buonopane et al, 2015; Fülöp and Dubina, 2004; Liu et al, 2014), and steel (DaBreo et al, 2014; Yu and Chen 2011). Fewer studies cover other not-commonly used sheathing material such as calcium silicate boards (Lin et al, 2014; Nithyadharan and Kalyanaraman, 2012) and cement-based boards (Baldassino et al, 2014; Khaliq and Moghis, 2017).…”

Section: Introductionmentioning

confidence: 99%

Experimental study on screw connections in cold-formed steel walls with cement sheathing

Abu-Hamd

2019

Advances in Structural Engineering

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This article presents an experimental study on the screw connections between cold-formed steel walls and cement-based boards such as fibercement boards and ferrocement boards. The effect of loading direction, type of sheathing, board thickness, and screw number and spacing were investigated. Tests were performed under shear which is perpendicular to the free edge and also under shear which is parallel to the free edge of the board to simulate the actual behavior of sheathed shear walls. In each case, the peak load and displacement, elastic load and displacement, elastic stiffness and ductility were found and compared to other cases. The results of the 20 test reported in the paper showed that connection strength obtained under parallel loading was much higher than those obtained under perpendicular loading while as the displacements obtained under parallel loading were much larger than those obtained under perpendicular loading. Consequently, the elastic stiffness values were found to be smaller under parallel loading than under perpendicular loading. The results also showed that fibercement boards had much higher strength than ferrocement board, and that the screw strength increased nearly linearly with the board thickness.

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“…Cold-formed steel (CFS) shear walls are the prime lateral load-resisting members of CFS structures. Owing to complex configurations, including CFS steel members, sheathing wallboards, and screw connections, the shear performance of CFS shear walls was mainly investigated through full-scale cyclic loading tests [1][2][3][4][5][6]. e test results indicated that a failure of the fastener connections between the CFS framing members and the sheathings is the main reason that CFS shear walls fail in terms of shear [7][8][9][10], and this type of failure is especially common near the edges of the walls and at the seams, and the failure of fastener connections is often expressed as a bearing failure of the wallboards [11][12][13].…”

Section: Introductionmentioning

confidence: 99%

Improved Fastener‐Based Modelling Method for Reinforced Cold‐Formed Steel Shear Walls

Wang

et al. 2019

Advances in Civil Engineering

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The fastener-based computational model is improved and extended to predict the shear performance of reinforced cold-formed steel (RCFS) shear walls. The failure mechanism of sheathing-to-stud connections with double-layer wallboards is first analysed, and a method for determining those connections’ shear properties is proposed. Numerical models of RCFS shear walls are then established and analysed. Based on simulated results that have been fully validated by previous test results, an equivalent method for perforated RCFS shear walls is proposed. Finally, the application of the improved fastener-based modelling method to mid-rise RCFS shear walls is verified. The following results were obtained. (1) The simulated load-displacement curves can fully reflect shear wall hysteretic characteristics; moreover, the relative errors between the simulated and test results are within 14.2%. (2) The equivalent method that simplifies the wall segment over an opening as a linear elastic beam is applicable in the case of 1.5 < b/d (i.e., the ratio of the opening width to the depth of the wall segment over the opening) ≤5.0. (3) The improved fastener-based modelling method can be used to effectively predict the lateral performance of mid-rise RCFS shear walls.

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Behaviour of cold-formed steel shear wall panels under monotonic and reversed cyclic loading

Cited by 63 publications

References 10 publications

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

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

Experimental study on screw connections in cold-formed steel walls with cement sheathing

Improved Fastener‐Based Modelling Method for Reinforced Cold‐Formed Steel Shear Walls

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