Experimental Fragility Analysis of Cold-Formed Steel-Framed Partition Wall Systems

Jenkins, Craig; Soroushian, Siavash; Rahmanishamsi, Esmaeel; Maragakis, Emmanuel M.

doi:10.1061/9780784479117.152

Cited by 12 publications

(14 citation statements)

References 7 publications

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“…In particular, the seismic response of lightweight steel drywall partitions tested in isolated configuration was evaluated under dynamic and/or in-plane or out-of-plane quasi-static loading conditions (Freeman, 1 Lee et al, 2 Memari et al, 3 Restrepo and Bersofsky, 4 Peck et al, 5 Araya-Letelier and Miranda, 6 Retamales et al, 7 Tasligedik et al, 8 Petrone et al, 9 and Swensen et al 10 ). Furthermore, the interaction between lightweight steel drywall partitions and structural elements and/or other nonstructural building components, ie, outdoor façades and suspended ceilings, was investigated by means of shake table tests on full-scale one/multistorey structures completed with ceiling-partition systems (Rihal, 11 Filiatrault et al, 12 McCormick et al, 13 Matsuoka et al, 14 Magliulo et al, 15 Wang et al, 16 Jenkins et al, 17 and Petrone et al 18 ).…”

mentioning

confidence: 99%

In‐plane quasi‐static cyclic tests of nonstructural lightweight steel drywall partitions for seismic performance evaluation

Pali

Macillo

Terracciano

et al. 2018

Earthq Engng Struct Dyn

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Summary An experimental program was performed for evaluating the seismic response and fragilities of nonstructural lightweight steel drywall partitions, also considering the interaction with structural elements and other nonstructural building components, ie, outdoor façade walls. Therefore, in‐plane quasi‐static reversed cyclic tests were carried out on 8 specimens of indoor partition walls infilled in a frame and on 4 specimens of indoor partition walls connected at its ends with transversal outdoor façade walls. Constructive parameters under investigation include type of connections used for connecting the indoor partition walls to the surrounding elements, stud spacing, type of sheathing panels, and type of jointing finishing. The effect of the constructive parameters on the lateral response in secant stiffness and strength is examined. Furthermore, the main damage phenomena observed during the tests are reported and associated to 3 damage limit states distinguished for the required repair level for the tested partition walls. Fragility curves are used for the experimental assessment of seismic fragility of the tested specimens, in accordance with the interstorey drift limits required by the European code. Finally, the quantitative estimation of the repair action costs starting from the damage observation is also developed. The obtained results could be considered a starting point for developing the in‐plane seismic design assisted by testing of lightweight steel drywall partition walls.

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mentioning

confidence: 99%

In‐plane quasi‐static cyclic tests of nonstructural lightweight steel drywall partitions for seismic performance evaluation

Pali

Macillo

Terracciano

et al. 2018

Earthq Engng Struct Dyn

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“…The response of partition walls in the experiments is summarized in Jenkins et al (2016a). Observed damage to partition walls in these experiments that included interactions with the testbed frame, ceiling and piping system, was generally consistent with damage observed in component tests of partition walls.…”

Section: Response Of Cold-formed Partition Wallsmentioning

confidence: 71%

“…Recent references include valuable quantitative statistical evaluations of response (Jenkins et al 2016a;. For acceleration sensitive components (suspended ceilings and piping systems), acceleration amplification factors of the component relative to the testbed frame were evaluated in the study.…”

Section: -23mentioning

confidence: 99%

Seismic analysis, design, and installation of nonstructural components and systems � background and recommendations for future work

Faecke¹

2017

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“…Maximum story drift ratio (ISDA) is used in this paper as an index of structural damage addressing the proposition of FEMA 356 [31], and FEMA 356 defined three different performance limits to describe the damage level of structures. In recent years, such performance limits were defined for CFSF buildings by some researchers [27][28][29] according to quasi-static and shaking table tests, but they are still unknown for steel-sheathed CFSF buildings. erefore, three performance limits of steel-sheathed CFSF buildings are defined in this paper, and they are described below.…”

Section: Performance Limits Definitionmentioning

confidence: 99%

“…Shaking table test on a full-scale CFS partition wall infilled steel frame building was performed by Wang et al [27], and fragility curves were generated for these CFS partition walls. Another study aimed to propose the performance limits of CFS partition walls and generated the fragility functions of these walls based on shaking table tests [28]. Seismic fragility of CFS gypsum partition walls was created according to statistic analyses on monotonic and cyclic test results [29].…”

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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Experimental Fragility Analysis of Cold-Formed Steel-Framed Partition Wall Systems

Cited by 12 publications

References 7 publications

In‐plane quasi‐static cyclic tests of nonstructural lightweight steel drywall partitions for seismic performance evaluation

In‐plane quasi‐static cyclic tests of nonstructural lightweight steel drywall partitions for seismic performance evaluation

Seismic analysis, design, and installation of nonstructural components and systems � background and recommendations for future work

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

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