Experiments of Class 4 open section beams at elevated temperature

Prachař, Martin; Hricák, Jan; Jandera, Michal; Wald, František; Zhao, Bin

doi:10.1016/j.tws.2015.04.025

Cited by 41 publications

(28 citation statements)

References 6 publications

Supporting

Mentioning

Contrasting

Order By: Relevance

“…On the contrary, the three beams with limited lateral restraint exhibited LTB failure. Results from all these authors [20,21,22] are in agreement in terms of the observed failure mode, with lateral restraint determining, in all cases, the appearance of local buckling or not. The effect of local web buckling in steel cross-sections subjected to axial force and bending was investigated by Heidarpour and Bradford [24], who applied the Spline Finite Strip (SFS) method to determine the elastic local buckling coefficients and, consequently, the slenderness limits for steel webs at elevated temperatures.…”

Section: Experimental Studies Of Rolled Columnssupporting

confidence: 69%

“…4). Other data from beam tests were also compared with results from FEM analysis [20]. After a very thorough parametric study involving numerous finite element simulations of hot-rolled and welded beams under fire conditions, Couto et al [34] proposed an analytical expression to calculate the LTB resistance, which incorporated the effect of local buckling by introducing an effective section factor.…”

Section: Numerical and Analytical Studies Of Steel Elementsmentioning

confidence: 99%

“…Therefore, depending on the applied load ratio, the proposed critical temperatures can be used as a safe side approximation to prevent local buckling of steel members subjected to fire. [37] Expected Failure Temperature ( o C) [37] Difference in Temperature (%) [17] 0.62 400 0.65 400 0 [17] 0.37 550 0.40 550 0 [17] 0.32 550 0.30 600 -8 [17] 0.48 550 0.50 500 10 [11] 0.75 400 0.65 400 0 [11] 0.72 500 0.65 400 25 [11] 0.55 600 0.50 500 20 [11] 0.73 400 0.65 400 0 [11] 0.66 500 0.65 400 25 [11] 0.51 600 0.50 500 20 [12] 0.40 500 0.40 550 -9 [12] 0.40 500 0.40 550 -9 [12] 0.68 500 0.65 400 25 [12] 0.63 500 0.65 400 25 [12] 0.40 500 0.40 550 -9 [17] 0.45 550 0.40 550 0 [19] 0.73 400 0.65 400 0 [19] 0.59 500 0.65 400 25 [19] 0.24 600 0.30 600 0 [19] 0.51 400 0.50 500 -20 [19] 0.28 500 0.30 600 -17 [11] 0.52 500 0.65 400 25 [11] 0.40 600 0.50 500 20 [11] 0.52 500 0.65 400 25 [11] 0.40 600 0.50 500 20 [11] 0.54 400 0.65 400 0 [11] 0.50 500 0.65 400 25 [11] 0.38 600 0.50 500 20 [13] 0.62 450 0.65 400 13 [13] 0.71 450 0.65 400 13 [13] 0.28 650 0.30 600 8 [20] 0.63 450 0.65 400 13 [20] 0.24 650 0.30 600 8 [20] 0.71 450 0.65 400 13 [20] 0.28 650 0.30 600 8 [21] 0.70 450 0.65 400 13 [21] 0.25 650 0...…”

Section: Ratiomentioning

confidence: 99%

“…A plot of the load ratio versus the failure temperature of welded or hot-rolled beams that exhibited local buckling failures after fire exposure is given in Fig.7. These data were collected from three sources ( [20], [21], [22]) and correspond to specimens that failed [20], [21], [22])…”

Section: Ratiomentioning

confidence: 99%

“…It can be observed that the analytical model describes the experimental results with approximately a 25% difference (calculated results are more conservative in almost all cases) and can be used for a rough estimation of the failure load due to local buckling for heated steel members. [20] b/t =10.5 (LFB-WELDED) [20] b/t =19 (LFB-WELDED) [21] b/t =10.5 (LFB-WELDED)…”

Section: Ratiomentioning

confidence: 99%

See 4 more Smart Citations

Local Buckling of Steel Members Under Fire Conditions: A Review

Maraveas

2018

Fire Technol

View full text Add to dashboard Cite

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

show abstract

Section: Experimental Studies Of Rolled Columnssupporting

confidence: 69%

Section: Numerical and Analytical Studies Of Steel Elementsmentioning

confidence: 99%

Section: Ratiomentioning

confidence: 99%

Section: Ratiomentioning

confidence: 99%

Section: Ratiomentioning

confidence: 99%

See 3 more Smart Citations

Local Buckling of Steel Members Under Fire Conditions: A Review

Maraveas

2018

Fire Technol

View full text Add to dashboard Cite

show abstract

The General Method for the fire design of I‐section web‐tapered beams

et al. 2021

View full text Add to dashboard Cite

The present investigation describes a numerical and parametric study on the validation of the General Method (GM) for the fire design of web‐tapered steel beams using GMNIA. The GM (clause 6.3.4 of EN 1993‐1‐1) covers the safety check of structural elements with complex support conditions and/or of non‐prismatic members. However, the fire part of the Eurocode 3 (EN 1993‐1‐2) gives no further indication regarding its applicability at elevated temperatures, apart from adapting the methodology to fire using the reduction factors for steel material properties, which is identified as a gap in the current version of the norm. Previous investigations by the authors have shown overly conservative results for the General Method and a calibration of the EN 1993‐1‐2 buckling curve has previously been proposed, although the parametric performed in that study was not extensive enough for a full validation. With that in mind, the present paper has improved these shortcomings by further upgrading the Eurocode 3 formulation and validating the proposal against numerical data from more than 25000 GMNIA simulations.

show abstract

Parametric study of stainless steel slender I‐section beams

Šorf¹,

Jandera

2021

ce papers

Self Cite

View full text Add to dashboard Cite

The contribution shows a numerical parametric study and experimental research of welded slender stainless steel I‐section beams. Difference in behavior of stainless steel and common carbon steel members is generally known, but design of stainless steel members has been established mainly for hollow sections (CHS, SHS/RHS) as these are the typical stainless steel profiles. Currently, open stainless steel sections are also being used in structures and the design rules for both local buckling of very slender sections as well as lateral torsional buckling reduction factors are based on very limited experimental and numerical research. For this reason new research covering these phenomena was carried out at the Czech Technical University in Prague. A numerical model was used for design of test arrangement, the geometrically and materially nonlinear analysis with imperfection was made in software Abaqus. The experimental program consisted of six stainless steel beam tests being used for a model validation. The tests employed two stainless steel materials (austenitic and ferritic steel), one section slenderness (Class 4 for web and flange) and three beam slenderness. A parametric study based on the validated numerical model was carried out with the main focus on lateral‐torsional buckling of slender Class 3 and Class 4 welded I‐sections. A comparison to the existing design procedures is shown. In limited amount, resistance of Class 4 stainless steel sections in bending was also investigated.

show abstract

Experiments of Class 4 open section beams at elevated temperature

Cited by 41 publications

References 6 publications

Local Buckling of Steel Members Under Fire Conditions: A Review

Local Buckling of Steel Members Under Fire Conditions: A Review

The General Method for the fire design of I‐section web‐tapered beams

Parametric study of stainless steel slender I‐section beams

Contact Info

Product

Resources

About