Buckling resistance assessment of steel I-section beam-columns not susceptible to LT-buckling

Giżejowski, M.; Szczerba, Radosław; Gajewski, Marcin; Stachura, Z.

doi:10.1016/j.acme.2016.09.003

Cited by 15 publications

(22 citation statements)

References 18 publications

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“…first the application of the force along the x-x axis at the RHS support of a value lesser than that of the column buckling resistance and then the application of equal and opposite rotations at the LHS and RHS supports leads to the results being practically the same as for the sequence adopted hereafter [12]. Table 6 shows the cases considered for the study of the influence of mesh refinement on the buckling resistance and Table 7 summarizes the considered meshes.…”

Section: Effect Of Mesh Refinement On the Buckling Resistancementioning

confidence: 94%

Beam-Column In-Plane Resistance Based on the Concept of Equivalent Geometric Imperfections

Giżejowski

Szczerba

Gajewski

et al. 2016

Archives of Civil Engineering

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Assessment of the flexural buckling resistance of bisymmetrical I-section beam-columns using FEM is widely discussed in the paper with regard to their imperfect model. The concept of equivalent geometric imperfections is applied in compliance with the so-called Eurocode's general method. Various imperfection profiles are considered. The global effect of imperfections on the real compression members behaviour is illustrated by the comparison of imperfect beam-columns resistance and the resistance of their perfect counterparts. Numerous FEM simulations with regard to the stability behaviour of laterally and torsionally restrained steel structural elements of hot-rolled wide flange HEB section subjected to both compression and bending about the major or minor principal axes were performed. Geometrically and materially nonlinear analyses, GMNA for perfect structural elements and GMNIA for imperfect ones, preceded by LBA for the initial curvature evaluation of imperfect member configuration prior to loading were carried out. Numerical modelling and simulations were conducted with use of ABAQUS/Standard program. FEM results are compared with those obtained using the Eurocode's interaction criteria of Method 1 and 2. Concluding remarks with regard to a necessity of equivalent imperfection profiles inclusion in modelling of the in-plane resistance of compression members are presented.

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Section: Effect Of Mesh Refinement On the Buckling Resistancementioning

confidence: 94%

Beam-Column In-Plane Resistance Based on the Concept of Equivalent Geometric Imperfections

Giżejowski

Szczerba

Gajewski

et al. 2016

Archives of Civil Engineering

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“…4 for which (see also Tab. In order to verify which model is closer to that from the incremental-iterative buckling analysis, LBIB or UBIB, a numerical GMNIA+ approach is adopted [6] and ABAQUS software used [7,8]. The residual stress block is introduced through the option *Predefined Field, Mechanical, Stress while the nonlinearity through the option *Nlgeom and Riks algorithm for the evaluation of pre-limit branch, limit point and post-limit branch of the equilibrium path.…”

Section: Buckling Curve Approximation Of Perfect Geometry Postweldingmentioning

confidence: 99%

Marchant - Rankine’s - Murzewski approach for modelling of the buckling resistance of welded I-section columns

2019

Self Cite

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This paper discusses different aspects of analytical and numerical modelling of the buckling resistance of welded I-section columns subjected to axial compression. The section considered is of class 1 that implies no local buckling affecting the column performance. The proposed analytical formulation of the buckling resistance is based on the so-called Marchant-Rankine's-Murzewski approach (M-R-M approach). The model proposed is of a 2D type and is a simplification of the 3D one that has recently been presented by the authors. The parameters of equivalent stress-strain model of the postwelding steel are calibrated in two stages of the best fit approximation procedure and with use of numerical results of the finite element simulation of the buckling resistance. In the first stage, the postyielding inelastic tangent stiffness parameter ξE,eff is evaluated with fixed value of the first yield parameter ψeff= ψcom. A target of the second stage is to assign the best fit value of the first yield parameter ψeff and the imperfection factor n that allows for accounting the effect of geometric imperfections.

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“…All presented results are only a small part of the whole numerical research done for author's dissertation PhD Thesis [11]. Some information about similar topic can be found in [12]- [18]. Examples not only for in plane buckling, but for Flexural-Torsional Buckling (FTB) and Lateral-Torsional Buckling (LTB) were calculated too.…”

Section: Short Recapitulation and Future Experiments Proposalmentioning

confidence: 99%

Equivalent unique global and local initial imperfection - Imperfection in EN 1993-1-1 and EN 1999-1-1 Clause 5.3.2 (11) - calculation procedure and discovered obstacles

Brodniansky¹

2017

Pollack Periodica

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Equivalent unique global and local initial imperfection is introduced in standards EN 1993-1-1, EN 1999-1-1 in clause 5.3.2 (11) and in Slovak national annex to EN 1993-1-1 NB. 5. However approach described in these standards needs further explanation to fully understand its background to reduce possibility of causing errors. Equivalent unique global and local initial imperfection and derived equivalent unique global and local initial imperfection method is based on obtaining amplitude for structural buckling mode, which can be than used as full-sized imperfection in assessment of structures loaded by combination of axial compression forces and bending moments. Equivalent unique global and local initial imperfection was firstly used and introduced by prof. Eugen Chladný from Slovak University of Technology in Bratislava. The origin of this method was based on the need of assessment of upper chords of open-deck truss bridges. The main idea is described in detail by Prof. Eugen Chladný and Magdaléna Štujberová in paper in magazine Stahlbau vol. 82. Equivalent unique global and local initial imperfection method in mentioned standards and paper is designated for plane structures like simple structural members or frame structures. This paper examines in plane behavior of structures with presented imperfection and calculation procedure, which allows fast examination of many different types of plane structures.

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Buckling resistance assessment of steel I-section beam-columns not susceptible to LT-buckling

Cited by 15 publications

References 18 publications

Beam-Column In-Plane Resistance Based on the Concept of Equivalent Geometric Imperfections

Beam-Column In-Plane Resistance Based on the Concept of Equivalent Geometric Imperfections

Marchant - Rankine’s - Murzewski approach for modelling of the buckling resistance of welded I-section columns

Equivalent unique global and local initial imperfection - Imperfection in EN 1993-1-1 and EN 1999-1-1 Clause 5.3.2 (11) - calculation procedure and discovered obstacles

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