Please use this identifier to cite or link to this item: http://hdl.handle.net/10397/96345
Title: Behaviour and design of high-strength octagonal CFST short columns subjected to combined compression and bending
Authors: Fang, H
Li, QY 
Chan, TM 
Young, B 
Issue Date: Jan-2023
Source: Journal of constructional steel research, Jan. 2023, v. 200, 107679
Abstract: A systematic experimental and numerical investigation on the behaviour of octagonal concrete-filled steel tube short columns fabricated with S690 high-strength steel and C90 high-strength concrete, and subjected to combined compression and bending is reported in this paper. Experiments were firstly performed on twelve short column specimens with different plate width-to-thickness ratios. The experimental results and observations including the ultimate loads, load versus displacement responses and failure modes of the specimens were discussed. In supplementary to the experimental investigation, numerical investigation using a validated finite element model was performed to examine the behaviour of the structures with a wide range of plate width-to-thickness ratios, yield strength of high-strength steel and compressive strength of high-strength concrete that subjected to various combinations of compression and bending. Based on the experimental and numerical results, the applicability of existing design approaches in standards was also evaluated. The assessment shows that the design approaches provide conservative strength predictions for the high-strength octagonal concrete-filled steel tube short columns under combined compression and bending and can be applied to provide safe designs for the structures.
Keywords: Combined compression and bending
Experiments
High-strength concrete
High-strength steel
Numerical modelling
Octagonal concrete-filled steel tube
Structural design
Publisher: Elsevier Ltd
Journal: Journal of constructional steel research 
ISSN: 0143-974X
EISSN: 1873-5983
DOI: 10.1016/j.jcsr.2022.107679
Appears in Collections:Journal/Magazine Article

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