3D Beam Element for the Analysis of Torsional Problems of Steel-Structures in Fire

Possidente, Luca; Tondini, Nicola; Battini, Jean‐Marc

doi:10.1061/(asce)st.1943-541x.0002665

Cited by 21 publications

(17 citation statements)

References 18 publications

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“…The numerical analyses were performed with the 3D beam and shell thermomechanical finite elements presented in Possidente et al (2019Possidente et al ( , 2020b. The elasto-plastic behaviour of steel was modelled based on the Von Mises yield function and on the uniaxial stress-strain relationship given in EN 1993-1-2.…”

Section: Jsfementioning

confidence: 99%

“…A minimum of six elements in each dimension of the section were always used. The 3D beam and shell thermomechanical finite elements presented in Possidente et al (2019Possidente et al ( , 2020b were employed in the numerical analyses since they have been shown to provide accurate and reliable results and are well-suited for the purpose of the analyses. In…”

Section: Jsfementioning

confidence: 99%

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Fire buckling curves for torsionally sensitive steel members subjected to axial compression

Possidente

Tondini

Battini

2021

JSFE

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PurposeBuckling should be carefully considered in steel assemblies with members subjected to compressive stresses, such as bracing systems and truss structures, in which angles and built-up steel sections are widely employed. These type of steel members are affected by torsional and flexural-torsional buckling, but the European (EN 1993-1-2) and the American (AISC 360-16) design norms do not explicitly treat these phenomena in fire situation. In this work, improved buckling curves based on the EN 1993-1-2 were extended by exploiting a previous work of the authors. Moreover, new buckling curves of AISC 360-16 were proposed.Design/methodology/approachThe buckling curves provided in the norms and the proposed ones were compared with the results of numerical investigation. Compressed angles, tee and cruciform steel members at elevated temperature were studied. More than 41,000 GMNIA analyses were performed on profiles with different lengths with sections of class 1 to 3, and they were subjected to five uniform temperature distributions (400–800 C) and with three steel grades (S235, S275, S355).FindingsIt was observed that the actual buckling curves provide unconservative or overconservative predictions for various range of slenderness of practical interest. The proposed curves allow for safer and more accurate predictions, as confirmed by statistical investigation.Originality/valueThis paper provides new design buckling curves for torsional and flexural-torsional buckling at elevated temperature since there is a lack of studies in the field and the design standards do not appropriately consider these phenomena.

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Section: Jsfementioning

confidence: 99%

Section: Jsfementioning

confidence: 99%

Fire buckling curves for torsionally sensitive steel members subjected to axial compression

Possidente

Tondini

Battini

2021

JSFE

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“…With time, however, a plastic hinge is formed around the beam's left end 9 suddenly accelerating the deflections of the beam (Fig. 10) and soon implying collapse of this structural member 10 .…”

Section: Response Of the Steel Part Of The Structurementioning

confidence: 99%

“…Depending on the desired accuracy of mathematical descriptions of structural geometry, here the most suitable model can be chosen from a variety of proposals of different beam models (e.g. [3][4][5][6][7][8][9][10][11][12]), shell models (e.g. [13][14][15][16][17]), and solid models (e.g.…”

Section: Introductionmentioning

confidence: 99%

“…The event of a full plastification of a bolt is declared when yield strains are evolved throughout the first entire cross-section of its body 9. A plastic hinge is said to be formed in the beam when yield strains of 2 or more are evolved throughout the first entire cross-section of the beam 10. The beam is said to collapse when the rate of its mid-span deflection D exceeds the rate defined as limiting in standard fire experiments, see[51]: (dD)/(dt) > (L 2 )/(9000d) mm/min where L is the clear span of the test specimen (in millimetres) and d is the distance from the extreme fibres of the cold design compression and tension zone of the structural section (also in millimetres).…”

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Design of vertical members in large-span steel structures: Can relevance of seismic actions be exceeded on account of indirect fire actions?

Kolšek

Češarek

2021

Engineering Structures

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Numerical analysis of the torsional and flexural‐torsional buckling behaviour of compressed steel members at elevated temperature

2021

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Steel angle sections are frequently employed in bracing systems or in truss structures as single members or as built‐up members. Angles may be coupled back‐to‐back to create Tee or cruciform cross‐sections. These sections may be sensitive to torsional and flexural‐torsional buckling due to the cross‐section shape and the fact that the axial force may not be applied at the shear centre. In this work, a comprehensive numerical investigation of the behaviour of compressed angles, T and cruciform steel cross‐sections at elevated temperature was performed. A parametric study was carried out on Class 1 to 3 profiles subjected to uniform temperature distribution. Several numerical finite element analyses were carried out by varying the slenderness, the cross section, the steel grade and steel temperature employing beam and shell finite elements. It was found that the buckling curve given in the European structural code for steel structures in fire, i.e. EN 1993‐1‐2, provided results, that may not be conservative for a large slenderness range of practical interest, 0.4 ≤ λθ ≤ 1.5. Based on the results, adapted buckling curves were proposed to better predict the behaviour of angles, T and cruciform compressed cross‐sections at elevated temperature.

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3D Beam Element for the Analysis of Torsional Problems of Steel-Structures in Fire

Cited by 21 publications

References 18 publications

Fire buckling curves for torsionally sensitive steel members subjected to axial compression

Fire buckling curves for torsionally sensitive steel members subjected to axial compression

Design of vertical members in large-span steel structures: Can relevance of seismic actions be exceeded on account of indirect fire actions?

Numerical analysis of the torsional and flexural‐torsional buckling behaviour of compressed steel members at elevated temperature

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