Experimental Seismic Response of a Full-Scale Cold-Formed Steel-Framed Building. I: System-Level Response

Peterman, Kara D.; Stehman, Matthew; Madsen, Rob L.; Buonopane, Stephen G.; Nakata, Narutoshi; Schafer, Benjamin W.

doi:10.1061/(asce)st.1943-541x.0001577

Cited by 39 publications

(20 citation statements)

References 21 publications

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“…The Phase 1 building experienced less than 2% story drift and returned to vertical after DBE‐level excitation. The Phase 2e building experienced less than 1% story drift at MCE‐level excitation and damage only occurred in the interior nonstructural walls . Increase of the building's damping ratio is also observed in system identification tests from ~5% before DBE‐level excitation to over 10% afterwards.…”

Section: Cfs‐nees Archetype Building Design and Testmentioning

confidence: 84%

“…Increase of the building's damping ratio is also observed in system identification tests from ~5% before DBE‐level excitation to over 10% afterwards. Further results and details are available in Peterman et al and Peterman's dissertation…”

Section: Cfs‐nees Archetype Building Design and Testmentioning

confidence: 99%

“…Previous work focuses on modeling isolated shear walls in 2D or 3D and demonstrate that currently assumed R in North America or q in Eurocode is found to be generally appropriate. However, our full‐scale shake table tests of a two‐story CFS‐framed building with all structural and nonstructural components at University at Buffalo showed the building sustained the Maximum Considered Earthquake (MCE) with only cosmetic damage and quantified that a significant amount of additional lateral stiffness and capacity (several times or more greater than the shear walls alone) occurs due to contributions from the gravity system and nonstructural components . Nonlinear finite element models using OpenSees of the CFS‐NEES archetype building were developed, and simulation results match well with tests at various constructional phases .…”

Section: Introductionmentioning

confidence: 99%

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Incremental dynamic analysis and FEMA P695 seismic performance evaluation of a cold‐formed steel–framed building with gravity framing and architectural sheathing

Leng

Buonopane

Schafer

2020

Earthq Engng Struct Dyn

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Summary The objective of this paper is to present incremental dynamic analysis (IDA) and seismic performance evaluation results for a two‐story cold‐formed steel (CFS)–framed building. The archetype building was designed to current U.S. standards and then subjected to full‐scale shake table tests under the U.S. National Science Foundation Network for Earthquake Engineering Simulation (NEES) program. Test results showed that the building's stiffness and capacity were considerably higher than expected and the building suffered only nonstructural damage even at excitations in excess of Maximum Considered Earthquake levels for a high seismic zone. For the archetype building, three‐dimensional finite element models at different modeling fidelity levels were created using OpenSees. The models are subjected to IDA using the far‐field ground motion records prescribed in Federal Emergency Management Agency (FEMA) P695. Seismic performance quantification following the FEMA P695 procedure shows that if the modeling fidelity only follows the state‐of‐the‐practice, ie, only includes shear walls, unsafe collapse margin ratios are predicted. State‐of‐the‐art models that account for participation from CFS gravity walls and architectural sheathing have overall performance that are consistent with testing, and IDA results indicate acceptable collapse margin ratios, predicated primarily on large system overstrength. Neglecting the lateral force resistance of the gravity system and nonstructural components, as done in current design, renders a safe design in the studied archetype, but largely divorced from actual system behavior. The modeling protocols established here provide a means to analyze a future suite of CFS‐framed archetype buildings for developing further insight on the seismic response modification coefficients for CFS‐framed buildings.

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Section: Cfs‐nees Archetype Building Design and Testmentioning

confidence: 84%

Section: Cfs‐nees Archetype Building Design and Testmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

See 1 more Smart Citation

Incremental dynamic analysis and FEMA P695 seismic performance evaluation of a cold‐formed steel–framed building with gravity framing and architectural sheathing

Leng

Buonopane

Schafer

2020

Earthq Engng Struct Dyn

Self Cite

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“…In parallel with some attempts for the efficient use of CFS frames in mid-rise construction [17], in 2012, Cold Formed Steel Network for Earthquake Engineering Simulation (CFS-NEES) project incorporated full scale shaking table tests together with advanced modelling of CFS framed buildings in an effort to address multi-story CFS lateral force resisting systems for modern performance-based seismic design. Some outcomes of this project have been published in [18][19][20][21][22].…”

Section: Lsf Latrell Load Resisting Systemsmentioning

confidence: 99%

Prefabricated Hybrid Wall Panel System for Lightweight Steel Construction in Seismic Prone Regions   

Sharafi¹,

Mortazavi²,

Samali³

et al. 2018

Preprint

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A new lateral force-resisting wall panel is presented for applications in mid-rise prefabricated lightweight steel construction in seismic prone regions. This panelised system is composed of a hot-rolled frame and cold-formed studs and tracks, which works as a lateral force resisting system in lightweight steel framing. The proposed hybrid panel system exhibits proper ductility and energy dissipation behaviour. The hysteretic responses of full-scale panel experiments demonstrate that the system can safely resist high cyclic loads. The hot-rolled steel part, on the other hand, can significantly improve the initial lateral stiffness of the total system that will control the maximum allowable drift of multi-story buildings. Finally, in a case study, by applying the proposed system to the design of a mid-rise building in a high seismic area, the performance of the hybrid panels, are compared with those of fully hotrolled systems (moment resisting frames) and fully cold formed systems. The findings indicate that applying hybrid panels will result in lower weights and better performance in seismic prone regions.

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“…Experimental and numerical investigations have been conducted to examine the dynamic performance of CFSF buildings and to generate the fragility functions. Shaking table tests of a full-scale CFS building with the discussion of the seismic responses were conducted by Schafer and his colleagues [25,26]. 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.…”

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 Seismic Response of a Full-Scale Cold-Formed Steel-Framed Building. I: System-Level Response

Cited by 39 publications

References 21 publications

Incremental dynamic analysis and FEMA P695 seismic performance evaluation of a cold‐formed steel–framed building with gravity framing and architectural sheathing

Incremental dynamic analysis and FEMA P695 seismic performance evaluation of a cold‐formed steel–framed building with gravity framing and architectural sheathing

Prefabricated Hybrid Wall Panel System for Lightweight Steel Construction in Seismic Prone Regions

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

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Experimental Seismic Response of a Full-Scale Cold-Formed Steel-Framed Building. I: System-Level Response

Cited by 39 publications

References 21 publications

Incremental dynamic analysis and FEMA P695 seismic performance evaluation of a cold‐formed steel–framed building with gravity framing and architectural sheathing

Incremental dynamic analysis and FEMA P695 seismic performance evaluation of a cold‐formed steel–framed building with gravity framing and architectural sheathing

Prefabricated Hybrid Wall Panel System for Lightweight Steel Construction in Seismic Prone Regions&nbsp; &nbsp;

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

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Product

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Prefabricated Hybrid Wall Panel System for Lightweight Steel Construction in Seismic Prone Regions