Numerical analysis and design of slender elliptical hollow sections in bending

Abstract

The local buckling behaviour and ultimate cross-sectional resistance of slender tubular elliptical profiles in bending are examined by means of numerical modelling. After successful validation of the numerical model against previous experimental results, a parametric study comprising 240 simulations was conducted in order to investigate the influence of cross-section aspect ratio, axis of bending, geometric imperfections and local slenderness on structural behaviour. The ultimate moments, moment-curvature relationships and failure modes obtained are discussed. It was found that, overall, postbuckling stability increases and imperfection sensitivity decreases with increasing elliptical hollow section (EHS) aspect ratio. A design method is proposed for Class 4 EHS members that reflects the reduction in resistance due to local buckling with increasing slenderness and extends the range of applicability of existing provisions. A reliability analysis was performed in accordance with EN 1990,

Flexural behaviour of cold-formed steel oval hollow section beams

“…Convergence studies, on similar elliptical hollow section specimens have been performed previously by Silvestre and Gardner [32] and McCann and Gardner [33]. In both studies, it was concluded that a characteristic mesh size of 10 ×10 mm can accurately simulate the behaviour of thin-walled EHS specimens, whilst optimizing computation time.…”

Analysis and design of recycled glass bead sandwich panels in bending

“…( 10). Similar exercises have been conducted previously for hotrolled steel sections [41], stainless steel sections [42,45], concrete-filled steel elliptical hollow section beam-columns [46], slender steel elliptical hollow sections [47], reinforced-concrete structures [48,49], FRP laminates [50] and FRP-strengthened reinforced-concrete structural elements [51,52]; more detailed descriptions of the theoretical background to the methodology of these reliability analyses can be found in [45,48,53]. To the best of the author's knowledge, the reliability of structural elements containing particulate glass-polymer composites has not been assessed previously.…”

Numerical and analytical analyses of high-strength steel cellular beams: A discerning approach

“…The material over-strength of high strength steel was taken equal to 1.135 with a coefficient of variation COV of 0.055, while the COV of geometric properties was assumed equal to 0.02 [32]. For normal strength steel, the material over-strength of high strength steel was taken equal to 1.25 with a coefficient of variation COV of 0.055 [33]. The COV between the experimental and the numerical results, which was found equal to 0.025, was also considered.…”