Post local buckling strength of bi-axially loaded slender I-section columns

Ultimate capacity of I-sections under combined loading – Part 2: Parametric studies and CSM design

“…Kettler [6] performed a series of tests to investigate the cross-section resistance of semi-compact (Class 3) I-sections and rectangular hollow sections, and developed a design proposal to describe the transition from plastic to elastic cross-section resistance. Interaction curves for slender I-sections subjected to combined axial load and bending moment were systematically studied by Salem et al [7] and Hasham and Rasmussen [8,9], where conservatism in existing codified design provisions was highlighted and improved interaction curves were proposed, resulting in more accurate resistance predictions.…”

Strength of cold formed battened columns subjected to eccentric axial compressive force

“…They proposed design interaction curves. A. H. Salem et al [9] studied the effect of the width to thickness ratios of elements of forming the I-section and the member slenderness ratio on the capacity of bi-axially loaded slender I-section beamcolumns. They concluded that, the linear interaction equation is safe and provides a good fit to the ultimate capacity of members with intermediate slender ratios however, it is conservative for short member slenderness ratios.…”

Post Local Buckling Behavior and Ultimate Capacity of H–section Beam

“…Therefore the widththickness ratio and depth-thickness ratio of the plate are assumed to be a major parameter to determine the ultimate capacity of a thin-walled steel beam or column. Up to now many experimental and analytical studies [3][4][5][6][7][8][9][10][11][12] on the H-section beam have been reported. These studies mainly aimed at revealing the correlation between the width or depth-thickness ratio and ultimate capacity subjected to an H-section beam under monotonic loading.…”