This paper proposes the use of existing European buckling curves to check the resistance of heavy wide flange quenched and self-tempered (QST) sections made from high-strength steel, failing by flexural buckling. The buckling curves are evaluated according to the statistical procedure given in Annex D of EN 1990 using finite element analyses. The residual stress model as described in a related paper was used to define the initial stress state of the column in the finite element model. A large database was created containing the ratio between the elastic–plastic buckling resistance obtained from finite element analysis and the buckling resistance obtained from the proposed buckling curve for a wide set of column configurations from which a partial factor ¿Rd was deduced. Two different section types were investigated: the stocky HD and more slender HL type, featuring a height-to-width ratio (h/b) of approximately 1.23 and 2.35, respectively. Based on the criterion that the partial (safety) factor ¿Rd should not exceed 1.05 it is suggested to check the buckling response of a heavy HD section according to buckling curve "a0" or "b" when failing by strong-axis or weak-axis buckling, respectively. HL sections are to be designed according to buckling curve "a" for strong-axis buckling and buckling curve "b" for weak-axis buckling.
Spoorenberg, R. C., Snijder, H. H., Cajot, L-G., & Popa, N. (2014). Buckling curves for heavy wide flange QST columns based on statistical evaluation. Journal of Constructional Steel Research, 101, 280-289. https://doi.org/10.1016/j.jcsr.2014.05.017