Residual capacity of fire-exposed concrete-filled steel hollow section columns

Rush, David; Bisby, Luke; Jowsey, Allan; Lane, Barbara

doi:10.1016/j.engstruct.2015.06.039

Cited by 36 publications

(27 citation statements)

References 10 publications

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“…Given the lack of test data involving the sequence of stages of the whole fire exposure process (heating, cooling and post-fire stage under sustained load), the fiber model is validated separately against tests at different phases, including experiments on CFST at room temperature [15], subjected to fire [16,17] and after fire exposure [5]. This approach was also successfully adopted by other authors when validating their proposed models [8,9].…”

Section: Validation Of the Modelmentioning

confidence: 99%

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Analysis of concrete-filled steel tubular columns after fire exposure

Ibáñez

Bisby²,

Rush³

et al. 2018

Proceedings 12th International Conference on Advances in Steel-Concrete Composite Structures - ASCCS 2018

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Concrete filled steel tubular (CFST) columns have a high probability to resist high temperatures compared to steel structures, whose evaluation after a fire is limited by the resulting deformation. A better understanding of the behaviour of CFST columns after a fire, affected by the maximum temperature achieved by the concrete infill, is required to properly estimate their residual strength and stiffness in order to adopt a reasonable strategy with minimum post-fire repair. In this paper, a fiber beam model for the simulation of the post-fire response of slender concrete-filled steel tubular (CFST) columns is presented. First, the model is validated against experimental results and subsequently it is employed to analyse the post-fire response of circular CFST columns. The variation of the residual strength with the load level for realistic fire resistance times is numerically studied. Actually, in a building, the columns support load even while a fire is being extinguished, so it is important to take into account this loading condition when predicting the post-fire behaviour. Therefore, in this research, the complete analysis comprises three stages: heating, cooling and post-fire under sustained load conditions. The model considers realistic features typical from the fire response of CFST columns, such as the existence of a gap conductance at the steel-concrete interface or the sliding and separation between the steel tube and the concrete.

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Section: Validation Of the Modelmentioning

confidence: 99%

“…Rush et al [5] presented a series of post-fire residual compression tests on CFST columns following the same procedure. Different to previous campaigns, some of the columns had higher relative slenderness, with a length of 1400mm.…”

Section: Introductionmentioning

confidence: 99%

Analysis of concrete-filled steel tubular columns after fire exposure

Ibáñez

Bisby²,

Rush³

et al. 2018

Proceedings 12th International Conference on Advances in Steel-Concrete Composite Structures - ASCCS 2018

View full text Add to dashboard Cite

show abstract

“…Finally, the post-fire response at room temperature given by the model is validated against experimental results. Most of the tests references found in the literature are for stub columns, but in the work carried out by Rush et al [5], specimens with a relative slenderness of 0.6 and a length of 1400 mm were tested. Therefore, four specimens from this research were considered for validation and analysis.…”

Section: Residual Strength Without Pre-loadmentioning

confidence: 99%

“…The authors pointed out that the load and temperature had more influence in the stiffness of the columns than in the residual strength. Recently, Rush et al [5] presented a series of post-fire residual compression tests on CFST columns following the same procedure. Differently from previous campaigns, some of the columns had higher relative slenderness, with a length of 1400 mm.…”

Section: Introductionmentioning

confidence: 99%

10.21: Post‐fire response of slender concrete‐filled steel tubular columns

et al. 2017

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In this paper, a fiber beam model for the simulation of the post-fire response of slender concrete-filled steel tubular (CFST) columns is presented. First, the model is validated against experimental results and subsequently it is employed to analyse the post-fire response of circular CFST columns. Actually, when a fire takes place in a building, the columns are supporting load even while the fire is being extinguished. For that reason, it is important to take into account this loading condition when trying to predict their post-fire behaviour. Therefore, in this research, the analysis is initiated when a constant load is applied to the column and, simultaneously, the specimen starts to be heated following an established heating regime (ISO 834). Maintaining the applied load constant, the cooling stage prolongs until the column reaches the room temperature. The post-fire response of the CFST columns is studied by means of a mechanical analysis where the applied load increases progressively up to the column failure. The model considers realistic features typical from the fire response of CFST columns, such as the existence of a gap conductance at the steel-concrete interface or the sliding and separation between the steel tube and the concrete. Finally, the post-fire response of CFST columns is studied in depth taking as reference experimental results used in validation. The variation of the residual strength with load level for realistic fire resistance times is calculated and analysed.

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“…The structural performance of CFS sections fundamentally depends on the temperatures that the steel tube, internal steel reinforcement (when present) and concrete core experience during fire and after cooling [7]. Prediction of internal temperatures is thus critical to determine the amount and effectiveness of protection needed to achieve a given fire resistance.…”

Section: Introductionmentioning

confidence: 99%

Furnace tests on unprotected and protected concrete filled structural hollow sections

Rush

Bisby

Gillie

et al. 2015

Fire Safety Journal

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Abstract:The accurate prediction of cross-sectional temperatures within concrete filled steel hollow (CFS) sections is critical for the accurate prediction of fire resistance. Whilst there have been many thermal and structural tests conducted on CFS columns, there are few that report the full cross-sectional thermal profile, and when they are reported, the sensor density is low, hindering the ability to validate models. This paper presents furnace tests and thermal modelling on 14 unprotected and 20 protected CFS sections, and examines the effect of several parameters on crosssectional thermal profiles, as well as assessing the accuracy of both Eurocode thermal analysis guidance and intumescent fire protection design guidance. This paper shows that; (a) the assumptions within the Eurocode guidance can lead to large over-estimations in cross-sectional temperatures; (b) proposes new thermal modelling assumptions in three key areas; and (c) shows that the current intumescent fire protection design guidance is very conservative.

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Residual capacity of fire-exposed concrete-filled steel hollow section columns

Cited by 36 publications

References 10 publications

Analysis of concrete-filled steel tubular columns after fire exposure

Analysis of concrete-filled steel tubular columns after fire exposure

10.21: Post‐fire response of slender concrete‐filled steel tubular columns

Furnace tests on unprotected and protected concrete filled structural hollow sections

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