High-Temperature Properties of Steel for Fire Resistance Modeling of Structures

Kodur, Venkatesh; Dwaikat, Mahmud; Fike, Rustin

doi:10.1061/(asce)mt.1943-5533.0000041

Cited by 236 publications

(107 citation statements)

References 20 publications

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“…These strength tests carried out to determine the actual properties of the material must be designed and carried out in compliance with recommendations of codes in relation to the test conditions, in order to be considered as credible and reliable, as well as useful for comparative reasons. A wider review of the constitutive material models of structural steels used in the numerical calculations of structures subjected to fire was made by Kodur et al in [24]. The authors extensively discussed the impact of discrepancies in the constitutive relations presented on the quality and reliability of the results obtained.…”

Section: Influence Of Research Methods On the Values Of Key Strength mentioning

confidence: 99%

Random Parameters and Sources of Uncertainty in Practical Fire Safety Assessment of Steel Building Structures

Król

2016

Period. Polytech. Civil Eng.

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Section: Influence Of Research Methods On the Values Of Key Strength mentioning

confidence: 99%

Random Parameters and Sources of Uncertainty in Practical Fire Safety Assessment of Steel Building Structures

Król

2016

Period. Polytech. Civil Eng.

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“…Although the reported test data showed that both thermal conductivity and thermal capacity of concrete are also influenced by the moisture content and concrete porosity [17], such effects were not taken into consideration in this study. The thermal properties of concrete in the cooling period was assumed to be the same as those in the heating period due to the lack of thermal properties data on the cooling period [3].…”

Section: Engineering Journalmentioning

confidence: 97%

“…Thermal properties of normal strength concrete are generally expressed as a function of aggregate type and temperature [16,17]. Aggregates can be classified into the two categories of (i) carbonate aggregates such as limestone, dolomite and basalt, whose composition is governed by calcite (CaCO3) or dolomite (CaMg(CO3)2) and (ii) siliceous aggregates such as granite, quartzite and river gravel, whose composition is governed by silica (SiO2).…”

Section: Thermal Properties Of Rc Beamsmentioning

confidence: 99%

Thermal Analysis for Peak Temperature Distribution in Reinforced Concrete Beams after Exposure to ASTM E119 Standard Fire

Tiantongnukul¹,

Lenwari²

2017

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Abstract.To assess the post-fire or residual strength of fire-damaged reinforced concrete (RC) members, the most detrimental or peak temperature distribution within the members should be perceived. For RC beams, the residual flexural response is strongly influenced by the peak temperature experienced by the steel reinforcements. This paper presents a simplified two-dimensional (2D) nonlinear transient thermal analysis for the peak temperature distribution in RC beams using the finite element method. In the analysis, the thermal loading for heating was the ASTM E119 standard fire. After heating, a linear decrease in temperature was assumed for cooling. Three-sided fire exposure was assumed for rectangular RC beams. The analysis was used to investigate the effects of the heating period (1-4 h), cooling period (1-4 h), concrete cover thickness (30-50 mm) and aggregate type (carbonate or siliceous aggregates) on the peak steel temperature and delayed time (time to attain the peak temperature after heating). The numerical results showed that the temperature inside the beam section continues to rise after heating. The increases in steel temperature after heating and delayed time are influenced by the heating period, cooling period, location of steel reinforcement, and aggregate type. Such increase is significant for the beam with a thick concrete covering subjected to a short heating period followed by a long cooling period. At the longest (4 h) cooling and shortest (1 h) heating periods, the increases in steel temperature after heating in both carbonate and siliceous concrete beams are approximately 35, 50 and 75% for concrete cover thicknesses of 30, 40, and 50 mm, respectively. The carbonate concrete beams are more vulnerable to fire damage than siliceous ones when subjected to long heating and cooling periods.

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“…However, there are differences between them in certain parts of the stress-strain curve, especially in the transition zone before the yield plateau starts [5].…”

Section: Introductionmentioning

confidence: 97%

“…The origin of the ASCE model is uncertain [5], but the shape of the stress-strain model suggests that the test data is probably taken from constant-temperature coupon tests conducted at a fast strain rate. Various researchers have proposed other types of stress-strain model, mostly based on curve-fitting of constant-temperature and transient test data [10][11][12].…”

Section: Introductionmentioning

confidence: 99%