| Analysis and design of concrete-filled stiffened thin-walled steel tubular columns under axial compression | |
| Tao, Zhong ; Uy, Brian ; Han, Lin-Hai ; Wang, Zhi-Bin | |
| 2010-10-12 ; 2010-10-12 | |
| 关键词 | Concrete-filled steel tubes Thin-walled Stub columns Axial compression Local buckling Stiffeners Finite element analysis Design EXPERIMENTAL BEHAVIOR STUB COLUMNS BOX COLUMNS STRENGTH SECTIONS PERFORMANCE Engineering, Civil |
| 中文摘要 | Longitudinal stiffeners are effective in improving the overall performance of concrete-filled square or rectangular thin-walled steel tubular columns. This paper is concerned with the nonlinear analysis and design of stiffened square stub columns under axial compression. The nonlinear analysis is performed using ABAQUS, a commercially available finite element (FE) program. Close agreement is shown between the test and predicted results in terms of the load-deformation curves and ultimate strength. The column behaviour is investigated and discussed using this modelling. The limit of width-to-thickness ratio for the sub-panels and the rigidity requirement for the stiffeners is discussed. The feasibility using existing design codes to predict the load-carrying capacities of the stiffened composite columns is also dealt with in this paper. (C) 2009 Elsevier Ltd. All rights reserved. |
| 语种 | 英语 ; 英语 |
| 出版者 | ELSEVIER SCI LTD ; OXFORD ; THE BOULEVARD, LANGFORD LANE, KIDLINGTON, OXFORD OX5 1GB, OXON, ENGLAND |
| 内容类型 | 期刊论文 |
| 源URL | [http://hdl.handle.net/123456789/82107]  |
| 专题 | 清华大学 |
| 推荐引用方式 GB/T 7714 | Tao, Zhong,Uy, Brian,Han, Lin-Hai,et al. Analysis and design of concrete-filled stiffened thin-walled steel tubular columns under axial compression[J],2010, 2010. |
| APA | Tao, Zhong,Uy, Brian,Han, Lin-Hai,&Wang, Zhi-Bin.(2010).Analysis and design of concrete-filled stiffened thin-walled steel tubular columns under axial compression.. |
| MLA | Tao, Zhong,et al."Analysis and design of concrete-filled stiffened thin-walled steel tubular columns under axial compression".(2010). |
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