Behaviour and design of stainless steel I-section columns in fire

Abstract

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Design of structural stainless steel members by second order inelastic analysis with CSM strain limits

“…For the welded I-sections, the ECCS [16] residual stress pattern, as modified for stainless steel by Yuan et al [17], was introduced into the FE models by defining an initial stress condition. Corresponding plastic strains were also assigned [18] and a preliminary analysis step was employed prior to the application of external loading to allow the residual stresses to equilibrate. For the cold-formed hollow sections, residual stresses were not explicitly introduced; this is because the influence of the dominant through thickness residual stresses are already present in the material stress-strain curves obtained from tests on coupons extracted from cold-formed hollow sections [19] and because their influence on the structural behaviour of cold-formed stainless steel tubular members have generally been found to be small [20,21].…”

Local buckling of stainless steel plates in fire

“…It should be noted that in this paper, grade 1.4301 austenitic, grade 1.4462 duplex and grade 1.4003 ferritic stainless steel were considered to generally represent the common grades of austenitic, duplex and ferritic stainless steel respectively. To represent the elevated temperature stress-strain (σ-ε) response of stainless steel, the two-stage compound Ramberg-Osgood material model [25][26][27] was utilised, as adopted by Kucukler et al [28], and given by eqs. (1) and 2:…”

Equivalent bow imperfections for use in design by second order inelastic analysis

“…The residual stresses were introduced by defining the initial stress values at the section points through the SIGINI user subroutine [23]. Corresponding plastic strains were also assigned in the case of the stainless steel models [35]. Based on previous experimental and numerical findings [36][37][38][39][40], residual stresses were not included in the hollow section FE modelsfor hot-rolled hollow sections, their low magnitude results in minimal influence on buckling resistance, while for cold-formed hollow sections, the influence of the dominant through-thickness bending residual stresses is inherently captured in the nonlinear material stress-strain response [40].…”