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

Abstract

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.

Minimum Value Approach for Modelling of the Buckling Resistance of Welded I-Section High Strength Steel Columns

“…The assumptions for FEM analysis conducted in this paper are the same as used in the papers [3] and [8]. The only difference is the fact that now the high strength steel S 690 is being analysed, what influences the plasticity limit, being one of the parameters of steel constitutive model.…”

“…For common steel grades, the postwelding tensile residual stress σ res,ten =ψ ten f y reaches the steel strength (thus ψ ten =1). Such an approximation of the residual stress pattern has been considered in [3] and maintained also The residual stress parameter ψ ten in tension zone is kept constant for different heat transfer history.…”

“…In this paper, the approach for buckling resistance curves prediction in case of high strength steel (S 690) welded I-section columns is presented. The paper is a continuation of the work presented in [3,10], where the same formulation, based on the approach called there as the Merchant-Rankine-Murzewski approach (M-R-M approach), was used for common steel grades (below S 460). Current design specifications of EN 1993-1-1 [7] postulate that for the rolled sections of the steel grade 1 DSc., PhD., Eng., Warsaw University of Technology, Faculty of Civil Engineering, Al.…”

“…Armii Ludowej 16, 00-637 Warsaw, Poland, e-mail: m.gajewski@il.pw.edu.pl 2 Prof., DSc., PhD., Eng., Warsaw University of Technology, Faculty of Civil Engineering, Al. Armii Ludowej 16, 00-637 Warsaw, Poland, e-mail: m.gizejowski@il.pw.edu.pl 3 MSc. Eng., Doctoral Study, Warsaw University of Technology, Faculty of Civil Engineering, Al.…”

“…The codification with regard to welded sections does not foresee any upgrading of buckling curves, and EN 1993-1-1 [7] requires for buckling about z-z axis, regardless of the steel grade, to use the curve c for the I-section girders with the flange thickness less or equal to 40 mm and the curve d otherwise. The purpose of this paper is to present the buckling curve formulation for columns of high steel grade S 690, based on the FEM simulations presented elsewhere [10], and compare the results with those presented in [3] for the common steel grade S 355. To predict the influence of welding residual stresses on the buckling resistance curves, the material and geometrical imperfections were included separately.…”