Resistance of Axially Loaded Hot-finished S460 and S690 Steel Square Hollow Stub Columns at Elevated Temperatures

Compressive resistance of high-strength and normal-strength steel CHS members at elevated temperatures

“…Considering this, the EN 1993-1-2 [21] material stress-strain model was adopted only in the finite element models of CHS columns made of grade S355, S275 and S235 steels in this paper. For the case of S690 and S460 grade steels, the two-stage elevated temperature material model put forward by Fang and Chan [17,51] for high strength grade S690 and S460 steels, based on the elevated temperature material model for high-strength steels recommended by Chen and Young [14], was adopted in this study, which is defined using the equations below:…”

“…Note that the elevated temperature material model given by eq. (3) was derived in [14,17,51] considering the two-stage compound Ramberg-Osgood material model put forward by Mirambell and Real [52] to represent the stress-strain response of stainless steels at room temperature and has been shown to provide accurate estimations of the elevated temperature stress-strain response of high-strength steels [14,17,51].…”

“…In addition to the finite element models where the elevated temperature stress-strain response was defined using the two-stage elevated temperature material model of Fang and Chan [17,51], the finite element models of the specimens were also created with the elevated temperature stress-strain relationships defined on the basis of the EN 1993-1-2 [21] elevated temperature material model with the yield strength k y,θ and Young's modulus reduction factors k E,θ given in EN 1993-1-2 [21]. Fig.…”

“…As can be seen from the figure, the finite element models adopting the EN 1993-1-2 [21] elevated temperature material model generally provide structural response that is more favourable than that observed for the specimens in the experiments. Particularly, for the case of the C1 specimen, the use of the EN 1993-1-2 [21] elevated temperature material model leads to a significantly unconservative prediction of the structural behaviour, signifying that the adoption of the elevated temperature material model put forward by Fang and Chan [17,51] as done in this study leads to more accurate and conservative predictions of the structural response of high-strength steel columns in fire.…”

Local stability of normal and high strength steel plates at elevated temperatures

“…The local buckling behaviour of high strength steel members at room temperature has attracted significant research interest in recent years [3][4][5][6][7][8][9][10]. However, the previous research into the local buckling response of high strength steel elements at elevated temperatures, which is expected to be considerably different than their room temperature local buckling behaviour, is very limited [11][12][13].…”