Calculating the buckling strength of steel plates exposed to fire

Quiel, Spencer E.; Garlock, María Eugenia Moreyra

doi:10.1016/j.tws.2010.04.001

Cited by 69 publications

(42 citation statements)

References 11 publications

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“…Evaluating the analytical expressions for the local buckling of steel plates exposed to fire with respect to experimental data is also extremely useful and can certainly provide insight for future work. For this purpose, the ultimate load of the tested specimens (as collected from the literature) is compared with that calculated according to the expressions provided by Quiel and Garlock [4], at the reported experimental failure temperature. Table 5 provides the relevant information.…”

Section: Ratiomentioning

confidence: 99%

Local Buckling of Steel Members Under Fire Conditions: A Review

Maraveas

2018

Fire Technol

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Local buckling is a failure mode commonly observed in thin-walled structural steel elements.Even though its effect on their behaviour at ambient temperature conditions is well documented and incorporated in current design codes, this is not the case when such elements are exposed to fire. This paper focuses on the occurrence of local buckling in steel members at elevated temperatures by conducting a thorough review of the literature. Experimental data (over 400 in total) gathered from 16 different sources are presented for both hot-formed as well as cold-formed elements made from different cross-sectional geometries (rolled or welded H-sections, box sections, channels etc). The effect of local buckling (and the various parameters that influence it) on the failure temperature is discussed based on the collected experimental evidence. Finally, the methods (numerical modelling and proposed analytical expressions) used by different authors to understand this phenomenon for steel members exposed to fire are discussed.forEq. (2) For outstand compression elements:for Eq. (3) for Eq. (4) with Eq. (5) where b, t are the width and thickness of the element, ψ is the stress ratio in the element, k σ is a buckling factor depending on the boundary conditions and the factor ψ, and , with f y being the yield stress of the material in N/mm 2 .The AISC [3] code also provides a methodology to account for the effect of local buckling in compression elements at room temperature. If the elevated temperature material properties (provided in Appendix 4 of this code) are combined with this methodology, it is possible to estimate the local buckling of steel columns subjected to fire. In their research work, Quiel and Garlock [4] followed this methodology to calculate the ultimate buckling strength of steel plates at elevated temperatures. Regarding cold-formed steel members, the majority of the current design codes, such as EN1993-1-3 [5], the AISI Cold-formed Steel Design Manual [6], BS5950 (Part 5) [7] and the Australian standard AS/NZS 4600 [8] provide equations to account for local buckling of columns only at room temperature conditions. Most of these include reducing the crosssectional area by introducing an effective width based on various slenderness parameters. On the contrary, the Direct Strength Method (DSM) specified in the supplement of the North American Specification [9] uses the full cross-section of the column and calculates the

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Section: Ratiomentioning

confidence: 99%

Local Buckling of Steel Members Under Fire Conditions: A Review

Maraveas

2018

Fire Technol

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“…Loss of resistance of the elements is calculated as a function of the load level and strength reduction at elevated temperatures. The resistance of stiffened and unstiffened steel elements (outstand flanges and internal compression parts) subjected to compression and/or bending is analysed in [11][12][13][14][15][16]. Partial damage or loss of fire protection of structural steel elements may have an important impact on the fire resistance of that element.…”

Section: Simplified Calculation Modelsmentioning

confidence: 99%

00.04: Structural fire design – Developments in research and assessment of fire in steel and composite structures

Knobloch

2017

ce papers

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This paper addresses structural fire safety, which is a key consideration in the design of buildings, and a topic attracting worldwide attention. Significant advances in research have increased our knowledge on the behaviour of steel and steel-concrete composite structures in fire. Some areas are becoming well understood (like the behaviour of isolated elements in conventional building materials), while others areas (such as global behaviour of structures in fire, or constitutive modelling of innovative building materials at elevated temperatures) need further investigation. It is the aim of this paper to review progress in this area and to present latest developments with respect to future European structural fire design.Keywords: Fires in buildings, structural fire design, element-based prescriptive approach, globalstructure performance-based approach, consolidated fire analysis, hybrid fire testing.

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“…For stocky plates, however, which develop local buckling in the inelastic range (ó cr . f p,Ł ), the rounded shape of the non-linear stress-strain relationship and strain hardening have an effect additional to the initial stiffness on the critical buckling stress (Bleich, 1952;Haaijer and Thürlimann, 1958;Quiel and Garlock, 2010). The temperature-dependent critical non-dimensional slenderness ratio that separates stocky and slender plates is determined using Equation 1.…”

Section: Bifurcation and Local Buckling Resistance Of Steel Platesmentioning

confidence: 99%

Stress–strain response and cross-sectional capacity of steel sections in fire

Knobloch

Pauli

Somaini

et al. 2013

Proceedings of the Institution of Civil Engineers - Structures

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This paper analyses the basic influence of the non-linear stress-strain relationship on the cross-sectional capacity of steel sections in fire. A distinct non-linear material behaviour governed by strain hardening is observed for temperatures between 300 and 6008C. For higher temperatures, the stress-strain relationships are almost bi-linear, with short elastic branches followed by nearly horizontal plastic ranges. Design models for cross-sectional capacities with uniform temperature-dependent effective yield strengths are suitable for fire design at high temperatures and with almost bi-linear material behaviour. For distinct non-linear material behaviour, however, these design approaches are not able to accurately describe the cross-sectional behaviour at elevated temperatures.

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Calculating the buckling strength of steel plates exposed to fire

Cited by 69 publications

References 11 publications

Local Buckling of Steel Members Under Fire Conditions: A Review

Local Buckling of Steel Members Under Fire Conditions: A Review

00.04: Structural fire design – Developments in research and assessment of fire in steel and composite structures

Stress–strain response and cross-sectional capacity of steel sections in fire

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