Seismic performance of cold formed steel walls sheathed by fibre-cement board panels

Zeynalian, Mehran; Ronagh, Hamid Reza

doi:10.1016/j.jcsr.2015.01.003

Cited by 70 publications

(19 citation statements)

References 17 publications

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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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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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“…At present, full-scale cyclic loading tests are the main way to investigate the shear performance of CFS shear wall, and the definition of the walls' hysteretic characteristics depends largely on test results [1][2][3][4][5][6][7][8], because those walls have complex configurations and their load-displacement curves exhibit high nonlinearity and pinching together with strength and stiffness deterioration. However, cyclic loading tests fall short with high costs and long experimental periods, amongst other shortcomings; furthermore, the test curves are too complicated to be directly applied in nonlinear analyses of the structures.…”

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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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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“…In this vein the studies of Gad et al [5], Fulop and Dubina [6], Tian et al [7], Serrette and Ogunfunmi [8], Kim et al [9], Yu [10], Al-Kharat and Rogers [11], Hatami et al [12], Zeynalian and Ronagh [13], Liu et al [14], Javaheri-Tafti et al [15], Mohebbi et al [16] and Zeynalian and Ronagh [17] are of note. However, few studies have been carried out in the field of steel sheet CFS shear walls.…”

Section: Introductionmentioning

confidence: 99%

A Numerical Study on Response Modification Factor of CFS Walls Sheathed with Steel Sheets

Hatami¹,

Gholikhani²,

Farahbod³

et al. 2017

JESTR

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In the recent years, steel sheet CFS shear wall has been used as a ductile lateral load bearing system for light steel frames. In this study, lateral behavior of this shear wall system is evaluated by finite element modelling of the frame, steel sheet and their connections. The lateral response of the reference wall has been compared to the available experimental data to validate the model. The extended models includes a wide range of the wall parameters such as wall height, steel sheet thickness, spacing of screws, and thickness of the frame members. Also, the influence of these properties of the walls on seismic response modification factor (R) have been investigated. An equal energy concept considering post yielding energy absorption capacity is utilized to evaluate R factor and compare with those calculated according to Newmark and Hall method. This study also aims to realize the failure modes of the steel sheet CFS shear walls and suggest the methods to achieve an appropriate seismic performance. At the end, calculated R factors is compared to those prescribed values in the relevant codes.

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Seismic performance of cold formed steel walls sheathed by fibre-cement board panels

Cited by 70 publications

References 17 publications

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

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

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

A Numerical Study on Response Modification Factor of CFS Walls Sheathed with Steel Sheets

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