Global sensitivity analysis of lateral-torsional buckling resistance based on finite element simulations

Kala, Zdeněk; Valeš, Jan

doi:10.1016/j.engstruct.2016.12.032

Cited by 64 publications

(43 citation statements)

References 41 publications

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“…A detailed sensitivity analysis in the case of buckling FEM modelling with 3D elements is presented in Kala and Valeš (2017) and Kala (2015). The results obtained from this analysis for the same support conditions showed that the type and value of the geometrical imperfection and the value of the yield stress are among the most important factors.…”

Section: Finite Elements Load Transfer and Boundary Conditionsmentioning

confidence: 99%

Buckling Resistance Criteria of Prismatic Beams Under Biaxial Moment Gradient

et al. 2018

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Laterally and torsionally unrestrained steel I-section beams are susceptible to torsional deformations between supports; therefore, according to Part 1-1 of Eurocode 3, they need to be designed to resist lateral-torsional buckling. Eurocode's steelwork design criteria require safety checking based on two stability interaction formulae utilizing the so-called equivalent uniform moment factors and the cross-section resistance formula that, in the case of moment gradient, refer to the beam end section. Uncoupling the beam stability resistance criterion and the cross-section resistance criterion may result in a nonuniform safety assessment of I-section beams. Finite element simulations of the beam resistance for different moment gradient ratios are performed. Verification of the buckling resistance is conducted by varying the following parameters: the slenderness ratio, the location of maximum end moments about both axes and the section depth-to-width ratio (i.e., considering rolled I-and H-sections). The variation in the accuracy of the current Eurocode resistance evaluation method is identified, and an approach for a better equalization of the safety predictions is suggested by considering different values of the most important factors influencing the stability performance of steel I-section beams.

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Section: Finite Elements Load Transfer and Boundary Conditionsmentioning

confidence: 99%

Buckling Resistance Criteria of Prismatic Beams Under Biaxial Moment Gradient

et al. 2018

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“…respectively for h/b≤2 and h/b>2. The other research direction is to adopted a global sensitivity analysis of the buckling resistance evaluation with regard to the effect of initial imperfections on the steel member ultimate limit state behaviour [4]. This is combined with the limitation of no exceeding the resistance of the most stressed section in mono-or biaxial bending and compression.…”

Section: Introductionmentioning

confidence: 99%

05.27: Resistance of mono‐axially bent beams of welded I‐sections: FEM verification of Eurocode's buckling curve formulation

2017

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Present Eurocode's approach to design of steel I-section beams is based on the analytical resistance evaluation yielding from the interaction resistance criteria established for beam-columns that cover two design situations: a) the flexural in-plane failure (second order biaxial bending and compression), and b) the flexural-torsional out-of-plane failure (second order spatial bending, warping torsion and compression). The Eurocode's unified resistance ultimate limit state criteria of I-sections are depended upon the technological aspects of steel section production via the buckling curve differentiation for the evaluation of reduction factors for buckling in compression and lateraltorsional buckling in bending about the major axis. This paper attempts to verify the Eurocode's buckling resistance criteria in case of welded I-section in mono-axial bending on the basis of finite element simulations and on the separate inclusion of material and geometrical imperfections. The finite element shell model is utilized and built within the ABAQUS software. The Eurocode's resistance criteria are verified by results of FEM simulations in case of moment gradient loading conditions. Concluding remarks in relation to analytical formulations presented in Eurocode 3 are drawn.

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“…The reference response was represented by individual points which defined the shape of the used force-extension curve. The main aim of the sensitivity analysis [22,23] was to determine the minimum scope of the design vector which contained the identified material parameters. Another aim was to modify the range of variability for the individual material parameters contained in the design vector.…”

Section: Sensitivity Analysismentioning

confidence: 99%