Collapse behaviour of a fire engineering designed single-storey cold- formed steel building in severe fires

Krishanu Roy, James B.P. Lim, Hieng Ho Lau, P.M. Yong, G.C. Clifton, Andrzej Wrzesien, Chee Chiang Mei

Research output: Contribution to journalArticle

Abstract

This paper describes a full-scale natural fire test to investigate the collapse behaviour of a single storey cold-formed steel (CFS) building, designed to behave in a specified way in a severe fire, with roof venting and partial wall collapse. The test building had a span of 8 m, height-to-eaves of 2.15 m, and length of 10 m. The walls of the CFS building were constructed from cantilever ‘stud & track’ panels, with stud spacing of 0.6 m. The roof of the building comprised CFS trusses pinned to the wall connection plates at the top. In this fire test, walls on two adjacent sides were lined internally with fire resistant lining to achieve a structural fire resistance of 30 min (R30) and the calculated fire load was provided to generate a structural fire severity of 30 min, taking into account roof venting. Thus the two protected walls were expected to remain vertical throughout the fire; the roof was expected to collapse first, followed by pulling in of the unprotected walls. The CFS cantilever wall/roof truss system collapsed with an inwards asymmetrical collapse mechanism at a truss temperature of 622.5 °C, with collapse being due to member buckling of the non-fire rated wall rather than failure of the screws or joints. A non-linear finite-element (FE) model is then described. The collapse temperature predicted using the FE was 628.2 °C, with a deformed shape similar to that observed in the fire test. The FE model has matched the experimental behaviour, thus making this model useful in understanding and predicting the behaviour of CFS cantilever wall/truss system in severe fire conditions.
Original languageEnglish
Pages (from-to)340-357
Number of pages18
JournalThin-Walled Structures
Volume142
Early online date23 May 2019
DOIs
Publication statusE-pub ahead of print - 23 May 2019

Fingerprint

Fires
Steel
Roofs
Trusses
Fire resistance
Linings
Buckling
Temperature

Keywords

  • Cantilever wall
  • Cold-formed steel
  • Finite element model
  • Fire
  • Full scale test
  • Roof truss system
  • Structural fire engineering

Cite this

Roy, Krishanu ; Lim, James B.P. ; Lau, Hieng Ho ; Yong, P.M. ; Clifton, G.C. ; Wrzesien, Andrzej ; Mei, Chee Chiang. / Collapse behaviour of a fire engineering designed single-storey cold- formed steel building in severe fires. In: Thin-Walled Structures. 2019 ; Vol. 142. pp. 340-357.
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Collapse behaviour of a fire engineering designed single-storey cold- formed steel building in severe fires. / Roy, Krishanu; Lim, James B.P.; Lau, Hieng Ho; Yong, P.M.; Clifton, G.C.; Wrzesien, Andrzej; Mei, Chee Chiang.

In: Thin-Walled Structures, Vol. 142, 30.09.2019, p. 340-357.

Research output: Contribution to journalArticle

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T1 - Collapse behaviour of a fire engineering designed single-storey cold- formed steel building in severe fires

AU - Roy, Krishanu

AU - Lim, James B.P.

AU - Lau, Hieng Ho

AU - Yong, P.M.

AU - Clifton, G.C.

AU - Wrzesien, Andrzej

AU - Mei, Chee Chiang

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N2 - This paper describes a full-scale natural fire test to investigate the collapse behaviour of a single storey cold-formed steel (CFS) building, designed to behave in a specified way in a severe fire, with roof venting and partial wall collapse. The test building had a span of 8 m, height-to-eaves of 2.15 m, and length of 10 m. The walls of the CFS building were constructed from cantilever ‘stud & track’ panels, with stud spacing of 0.6 m. The roof of the building comprised CFS trusses pinned to the wall connection plates at the top. In this fire test, walls on two adjacent sides were lined internally with fire resistant lining to achieve a structural fire resistance of 30 min (R30) and the calculated fire load was provided to generate a structural fire severity of 30 min, taking into account roof venting. Thus the two protected walls were expected to remain vertical throughout the fire; the roof was expected to collapse first, followed by pulling in of the unprotected walls. The CFS cantilever wall/roof truss system collapsed with an inwards asymmetrical collapse mechanism at a truss temperature of 622.5 °C, with collapse being due to member buckling of the non-fire rated wall rather than failure of the screws or joints. A non-linear finite-element (FE) model is then described. The collapse temperature predicted using the FE was 628.2 °C, with a deformed shape similar to that observed in the fire test. The FE model has matched the experimental behaviour, thus making this model useful in understanding and predicting the behaviour of CFS cantilever wall/truss system in severe fire conditions.

AB - This paper describes a full-scale natural fire test to investigate the collapse behaviour of a single storey cold-formed steel (CFS) building, designed to behave in a specified way in a severe fire, with roof venting and partial wall collapse. The test building had a span of 8 m, height-to-eaves of 2.15 m, and length of 10 m. The walls of the CFS building were constructed from cantilever ‘stud & track’ panels, with stud spacing of 0.6 m. The roof of the building comprised CFS trusses pinned to the wall connection plates at the top. In this fire test, walls on two adjacent sides were lined internally with fire resistant lining to achieve a structural fire resistance of 30 min (R30) and the calculated fire load was provided to generate a structural fire severity of 30 min, taking into account roof venting. Thus the two protected walls were expected to remain vertical throughout the fire; the roof was expected to collapse first, followed by pulling in of the unprotected walls. The CFS cantilever wall/roof truss system collapsed with an inwards asymmetrical collapse mechanism at a truss temperature of 622.5 °C, with collapse being due to member buckling of the non-fire rated wall rather than failure of the screws or joints. A non-linear finite-element (FE) model is then described. The collapse temperature predicted using the FE was 628.2 °C, with a deformed shape similar to that observed in the fire test. The FE model has matched the experimental behaviour, thus making this model useful in understanding and predicting the behaviour of CFS cantilever wall/truss system in severe fire conditions.

KW - Cantilever wall

KW - Cold-formed steel

KW - Finite element model

KW - Fire

KW - Full scale test

KW - Roof truss system

KW - Structural fire engineering

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DO - 10.1016/j.tws.2019.04.046

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JO - Thin-Walled Structures

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SN - 0263-8231

ER -