The buckling resistance of welded plate girders taking into account the influence of post-welding imperfections – Part 1: Parameter study

Launert, Benjamin; Szczerba, Radosław; Gajewski, Marcin; Rhode, Michael; Pasternak, Hartmut; Giżejowski, M.

doi:10.3139/120.110964

Cited by 5 publications

(13 citation statements)

References 10 publications

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“…If the appearing residual stresses are related to the material's yield strength, this ratio was remarkably different for both materials. The relative reduction of (longitudinal) residual stresses in S690 implies a necessary adjustment of the recent classifications in EC 3 for calculations of load-bearing capacity, see also [21]. In 5, a (numerical) proof of this thesis is given based on the previously proposed modelling.…”

Section: -D Thermal Elastic-plastic Analysismentioning

confidence: 90%

05.03: Weld residual stresses effects in the design of welded plate girders: Simulation and Implementation

Launert

Pasternak

2017

ce papers

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Eurocode 3 offers different possibilities on a numerically-aided design of welded plate girders. In this, a geometrically and materially nonlinear analysis of the imperfect structure (GMNIA) provides the theoretically highest possible degree of realism. A correct implementation of "imperfections" is of critical importance in the practical application of this method. The current design rules are based on long term experience in terms of traditional ("old") welding procedures and regular ("low strength") steel grades. Thus, they provide very approximate (but safe) rules for these structures. With the introduction of modern shop welding operations and materials, many of these assumptions seem to be over-conservative. A revision of these rules is being processed in different national and international research projects. This particular study focusses on the weld residual stresses and their effects in conventional steel S355 and high strength steel S690. Metal active gas (MAG) welding under shop welding conditions was used. The measurement of weld residual stresses on component-like samples (carried out by the BAM Bundesanstalt für Materialforschung und -prüfung in Berlin) has been widely published. The hereupon based (simplified) welding simulation as part of a subsequent structural analysis is shown here. A novel numerical approach how to directly incorporate the results into large structural components models is presented. The capacity analysis is performed on a simple example for weak-axis buckling. The results indicate significant improvements in the utilization of load-bearing capacity and underline the superior buckling assignment for the S690 compared to conventional S355. The experimental validation of the findings is currently being prepared.

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Section: -D Thermal Elastic-plastic Analysismentioning

confidence: 90%

05.03: Weld residual stresses effects in the design of welded plate girders: Simulation and Implementation

Launert

Pasternak

2017

ce papers

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“…1. It consists the compressive zones and the tension stress zones the factor ψ 1 of which is less than one and for S 690 may be limited to f y,red =500 N/mm 2 [8]. Further studies proved that a better approach is to adopt a stepwise rectangular pattern in section plate components and at least to differentiate the residual stress block upon the type of welding technology, e.g.…”

Section: Introductionmentioning

confidence: 99%

“…These standard postwelding residual stress patterns are applicable for I-sections with flanges not exceeding 40 mm. 3 presents the residual stress model adopted in [8], the physical residual stress block and the finite element discretization for the evaluation of the stress resultants free configuration of initially curved member. [7] (see Fig.…”

Section: Introductionmentioning

confidence: 99%

“…Further studies proved that a better approach is to adopt a stepwise rectangular pattern in section plate components and at least to differentiate the residual stress block upon the type of welding technology, e.g. As a result of parametric study presented in [8], it was suggested the proven that ψ 2 in the range of 0.1 -0.5 should be used for the FE simulations of the minor axis flexural buckling of I-section welded columns. 2 for the summary).…”

Section: Introductionmentioning

confidence: 99%

“…Simplified residual stresses distribution according to[8]: a) Stress block; b) Discretization for the FE modelling…”

mentioning

confidence: 99%

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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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On modelling of the buckling resistance of welded I-section columns

2018

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This paper analyzes the influence of geometrical and material imperfections on the buckling resistance of welded I-section columns subjected to axial compression through numerical and analytical models. The paper is divided into two parts. The first part recalls a FEM parametric study of members under compression taking into account different slenderness ratios, as well as different amplitudes of initial crookedness and different values of postwelding residual stresses. The formulation of analytical approach is the main issue of the second part of the paper. Analytical formulation of the buckling resistance is based on a statistical hypothesis of the minima value approach, called the Marchant-Rankine’s-Murzewski approach (M-R-M). Calibration of imperfection factors included in the analytical formulation is made using the results of FEM simulations performed in the first stage of research investigations.

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The buckling resistance of welded plate girders taking into account the influence of post-welding imperfections – Part 1: Parameter study

Cited by 5 publications

References 10 publications

05.03: Weld residual stresses effects in the design of welded plate girders: Simulation and Implementation

05.03: Weld residual stresses effects in the design of welded plate girders: Simulation and Implementation

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

On modelling of the buckling resistance of welded I-section columns

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