Residual strength of concrete-filled RHS columns after exposure to the ISO-834 standard fire

Han, Lin‐Hai; Yang, You-Fu; Hua, Yang; Huo, Jingsi

doi:10.1016/s0263-8231(02)00044-7

Cited by 62 publications

(39 citation statements)

References 7 publications

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“…Taken together, Han et al's published work in this area [3][4][5][6][7] has demonstrated that the residual mechanical behaviour of the fire exposed CFS columns under axial load remains ductile (as for ambient unheated tests), and that composite enhancement (i.e. confinement) of the concrete core remains present after heating [3].…”

Section: Introductionmentioning

confidence: 96%

“…Such questions are becoming more important, as structural fire engineers, insurers, building developers and tenants begin to factor other performance criteria in addition to life safety, such as property protection, environmental impacts, and business continuity considerations, when making structural fire engineering design decisions. Only limited work is available on the post-fire residual strength of fire-exposed CFS columns [3][4][5].…”

Section: Introductionmentioning

confidence: 99%

“…Han's work includes post-fire residual tests [3,5] on both protected and unprotected, scaled CFS columns. This work has considered only the standard ISO 834 fire curve [5], or exposure to constant temperatures ranging between 20°C and 900°C [4], with tests on both square and circular columns ranging in length between 380 and 1200 mm and with maximum cross-sectional dimensions between 80 and 133 mm. Wall thicknesses between 2.9 and 4.8 mm have been considered.…”

Section: Introductionmentioning

confidence: 99%

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

Rush

Bisby

Jowsey

et al. 2015

Engineering Structures

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a b s t r a c tConcrete filled steel hollow structural (CFS) sections are an increasingly popular means to support large compressive loads in buildings. Whilst the response of unprotected CFS sections during a fire is reasonably well researched, their post-fire residual structural performance is less well established. A better understanding of the response of fire-damaged CFS columns is needed to enable better performance-based structural fire engineering of buildings incorporating CFS sections. This paper presents post-fire residual compression tests on unprotected and protected CFS columns along with control tests on six unheated sections. The tests confirm that as the maximum exposed temperature within the cross-section increases, the residual strength capacity, ductility and axial-flexural stiffness decrease. The data are subsequently used to assess the ability to predict the residual capacity of CFS columns after fires, using available post-fire material models and in-fire and ambient structural models.

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Section: Introductionmentioning

confidence: 96%

Section: Introductionmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

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

Rush

Bisby

Jowsey

et al. 2015

Engineering Structures

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“…Residual strength of fire-damaged columns is important so that it can be used to assess the damage done by fire. Therefore, engineers can calculate the amount of repair that needs to be done [16][17][18][19].…”

Section: Introductionmentioning

confidence: 99%

Concrete-Filled Double Skin Steel Tubular Columns Exposed to ASTM E-119 Fire Curve for 60 and 90 Minutes of Fire

Zuki

Shahidan

Choong³

et al. 2017

MATEC Web Conf.

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Concrete-filled double skin steel tubular (CFDST) columns with outer steel tubes varying in diameter and thickness were exposed to ASTM E-119 fire curve for 60 and 90 minutes. All specimens (control and heated) failed by outward local buckling of outer steel tube, crushing of concrete and outward and inward buckling of inner steel tube. Residual Strength Index (RSI), secant stiffness and Ductility Index (DI) were calculated in order to compare the performance of control and fire-damaged CFDST columns. It was found that specimens with 90 minutes of fire exposure time possessed highest RSI. Meanwhile, secant stiffness seems to decrease with increased exposure time. And finally, CFDST columns became more ductile after being heated.

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“…It was proved that the fire resistance of the columns can be enhanced through the use of fire-protection coat. This group also tested the residual strength of six rectangular columns after exposure to ISO-834 standard fire [18]. It was found that the loss of strength of the specimens without protection was significantly greater than that of columns with fire protection.…”

Section: Introductionmentioning

confidence: 99%

Experimental investigation on the fire behaviour of rectangular and elliptical slender concrete-filled tubular columns

Espinós¹,

Romero²,

Serra³

et al. 2015

Thin-Walled Structures

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While the fire behaviour of concrete-filled steel tubular (CFST) columns with circular and square cross-section has been well established based on experimental programs and numerical investigations, the information about the fire behaviour of CFST columns with rectangular or elliptical cross-section is very scarce. Therefore, further research is needed in order to establish the structural behaviour of concrete-filled elliptical and rectangular hollow sections at elevated temperatures as a basis for the future development of new design guidance. In this paper, a series of slender CFST columns of rectangular and elliptical crosssection are tested at elevated temperatures under both concentric and eccentric loads, reaching large eccentricities. The effect of the load eccentricity and percentage of reinforcement is studied, considering both major and minor axis buckling. The influence of the cross-section shape, load eccentricity and percentage of reinforcement on the fire behaviour of these columns is investigated. The experimental results are subsequently used to assess the current design rules in Eurocode 4 Part 1.2 for these new section shapes. Relative slenderness at room temperature, for major axis buckling Espinos A, Romero ML, Serra E, Hospitaler A. Experimental investigation on the fire behaviour of rectangular and elliptical slender concrete-filled tubular columns. Thin-Walled Struct. 2015;93:137-48.

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Residual strength of concrete-filled RHS columns after exposure to the ISO-834 standard fire

Cited by 62 publications

References 7 publications

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

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

Concrete-Filled Double Skin Steel Tubular Columns Exposed to ASTM E-119 Fire Curve for 60 and 90 Minutes of Fire

Experimental investigation on the fire behaviour of rectangular and elliptical slender concrete-filled tubular columns

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