Buckling Resistance Criteria of Prismatic Beams Under Biaxial Moment Gradient

Abstract

Laterally and torsionally unrestrained steel I-section beams are susceptible to torsional deformations between supports; therefore, according to Part 1-1 of Eurocode 3, they need to be designed to resist lateral-torsional buckling. Eurocode's steelwork design criteria require safety checking based on two stability interaction formulae utilizing the so-called equivalent uniform moment factors and the cross-section resistance formula that, in the case of moment gradient, refer to the beam end section. Uncoupling the beam stability resistance criterion and the cross-section resistance criterion may result in a nonuniform safety assessment of I-section beams. Finite element simulations of the beam resistance for different moment gradient ratios are performed. Verification of the buckling resistance is conducted by varying the following parameters: the slenderness ratio, the location of maximum end moments about both axes and the section depth-to-width ratio (i.e., considering rolled I-and H-sections). The variation in the accuracy of the current Eurocode resistance evaluation method is identified, and an approach for a better equalization of the safety predictions is suggested by considering different values of the most important factors influencing the stability performance of steel I-section beams.

Archives of Civil Engineering

“…The LT slenderness ratio can be modified with regard to the effect of prebuckling displacements [11],…”

“…It is worth underling here that the FEM approach used as a base for all calculations presented in this paper was verified/validated in the previous authors' contributions [8,9,11]. In fact, the approach was not validated with use of the authors' original experiments, but rather was based on experiments accessible in the subject literature.…”