Structural member stability verification in the new Part 1‐1 of the second generation of Eurocode 3

The optimisation of the design method for verification of slender steel beam-columns is still a current issue not only from scientific point of view, but also for design practice. Therefore, the main objective of this paper is comparison of the suitability of established design approaches, according to the European standards for steel and aluminium structures, on the basis of numerical simulations. Thus, a finite element model was validated on the basis of experimental analysis available in the scientific literature. To perform the comparison of accuracy of design approaches according to European standards, a commercial software program ANSYS was used for observation of the resistances of beam-columns. The resistance of european I beams with parallel flanges (IPE) and a rectangular hollow cross-section (RHS) were investigated for four load cases on a simply supported member and also on a pinned-fixed beam column with linear bending moment distribution, where the resistance of the cross-section governs. Finally, the conclusions for suitability of the respective design approaches are discussed, together with some findings that arose from this work.

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“…Findings were identical to results presented in [23,33]. However, this issue is assumed to be solved in the new version of Eurocodes [34].…”

Section: Axial Compression and Major-axis Bending Without Lateral Ressupporting

confidence: 77%

Numerical Analysis of the Beam-Column Resistance Compared to Methods by European Standards

Prokop¹,

Vičan²,

Jošt³

2021

Applied Sciences

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“…Also, welded sections show higher residual stresses needing a lower buckling curve than rolled sections. By numerical research using geometrical imperfections and residual stress patterns based on measurements [5] [15] [16] [17] [18], the buckling curves as shown in Table 1 for angles could be justified. The buckling curve selection table now distinguishes clearly between rolled and welded angles and between steel grades with moderate strength and high-strength steels.…”

Section: Buckling Reduction Factor Flexural Bucklingmentioning

confidence: 99%

Revision of EN 1993‐1‐1 – Design Rules for Member Buckling

Bureau¹,

Snijder²,

Knobloch³

et al. 2022

ce papers

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For better applicability, the new section 7 'Structural analysis' in the formal vote draft FprEN 1993-1-1 [1] has been restructured compared with the current section 5 in EN 1993-1-1 [2] on structural analysis, while largely retaining the same content. This new section links the calculation of internal forces with the verification for the ultimate limit state. Essentially, it is about the conditions under which determination of internal forces considering second order effects with the assumption of imperfections is required and whether a stability member check may be performed. Similar guidance is currently given in EN 1993-1-1 cl. 5.2.2.

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“…The statistics of geometric and material properties of steel tubes will be taken from [61,62] whose input values are used in the next version of EC 3 on steel structures [63]. Meanwhile, the statistics of the concrete strength fc' are based on those reported by Bartlett and Macgregor [64] (which are almost identical to the assumptions made in evaluating the partial factor for concrete within EC 2 [65]).…”

Section: Random Variablesmentioning

confidence: 99%