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dc.contributor.authorHu, HTen_US
dc.contributor.authorHuang, CSen_US
dc.contributor.authorChen, ZLen_US
dc.date.accessioned2014-12-08T15:17:54Z-
dc.date.available2014-12-08T15:17:54Z-
dc.date.issued2005-12-01en_US
dc.identifier.issn0143-974Xen_US
dc.identifier.urihttp://dx.doi.org/10.1016/j.jcsr.2005.05.002en_US
dc.identifier.urihttp://hdl.handle.net/11536/12984-
dc.description.abstractProper material constitutive models for concrete-filled tube (CFT) columns subjected to an axial compressive force and bending moment in combination are proposed and verified in this paper by using the nonlinear finite element program ABAQUS compared against experimental data. In the numerical analysis, the cross sections of the CFT columns are categorized into three groups, i.e., ones with circular sections, ones with square sections, and ones with square sections stiffened with reinforcing ties. It is shown that the steel tubes can provide a good confining effect on the concrete core when the axial compressive force is large. The confining effect of a square CFT stiffened by reinforcing ties is stronger than that of the same square CFT without stiffening ties but weaker than that of a circular CFT. Nevertheless, when the spacing of reinforcing ties is small, a CFT with a square section might possibly achieve the same confining effect as one with a circular section. (c) 2005 Elsevier Ltd. All rights reserved.en_US
dc.language.isoen_USen_US
dc.subjectconcrete-filled tube columnsen_US
dc.subjectwidth-to-thickness ratioen_US
dc.subjectlateral confining pressureen_US
dc.titleFinite element analysis of CFT columns subjected to an axial compressive force and bending moment in combinationen_US
dc.typeArticleen_US
dc.identifier.doi10.1016/j.jcsr.2005.05.002en_US
dc.identifier.journalJOURNAL OF CONSTRUCTIONAL STEEL RESEARCHen_US
dc.citation.volume61en_US
dc.citation.issue12en_US
dc.citation.spage1692en_US
dc.citation.epage1712en_US
dc.contributor.department土木工程學系zh_TW
dc.contributor.departmentDepartment of Civil Engineeringen_US
dc.identifier.wosnumberWOS:000231841200006-
dc.citation.woscount32-
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