CLC number: TU391
On-line Access: 2024-08-27
Received: 2023-10-17
Revision Accepted: 2024-05-08
Crosschecked: 2011-01-07
Cited: 1
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Su-qing Huang, Ju Chen, Wei-liang Jin. Numerical investigation and design of thin-walled complex section steel columns[J]. Journal of Zhejiang University Science A, 2011, 12(2): 131-138.
@article{title="Numerical investigation and design of thin-walled complex section steel columns",
author="Su-qing Huang, Ju Chen, Wei-liang Jin",
journal="Journal of Zhejiang University Science A",
volume="12",
number="2",
pages="131-138",
year="2011",
publisher="Zhejiang University Press & Springer",
doi="10.1631/jzus.A1000185"
}
%0 Journal Article
%T Numerical investigation and design of thin-walled complex section steel columns
%A Su-qing Huang
%A Ju Chen
%A Wei-liang Jin
%J Journal of Zhejiang University SCIENCE A
%V 12
%N 2
%P 131-138
%@ 1673-565X
%D 2011
%I Zhejiang University Press & Springer
%DOI 10.1631/jzus.A1000185
TY - JOUR
T1 - Numerical investigation and design of thin-walled complex section steel columns
A1 - Su-qing Huang
A1 - Ju Chen
A1 - Wei-liang Jin
J0 - Journal of Zhejiang University Science A
VL - 12
IS - 2
SP - 131
EP - 138
%@ 1673-565X
Y1 - 2011
PB - Zhejiang University Press & Springer
ER -
DOI - 10.1631/jzus.A1000185
Abstract: A numerical investigation of thin-walled complex section steel columns with intermediate stiffeners was performed using finite element analysis. An accurate and reliable finite element model was developed and verified against test results. Verification indicates that the model could predict the ultimate strengths and failure modes of the tested columns with reasonable accuracy. Therefore, the developed model was used for the parametric study. In addition, the effect of geometric imperfection on column ultimate strength and the effect of boundary conditions on the elastic distortional buckling of complex section columns were investigated. An equation for the elastic distortional buckling load of fixed-ended columns having different column lengths was proposed. The elastic distortional buckling load obtained from the proposed equation was used in the direct strength method to calculate the column ultimate strength. Generally, it is shown that the proposed design equation conservatively predicted the ultimate strengths of complex section columns with different column lengths.
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