File Download

There are no files associated with this item.

  Links for fulltext
     (May Require Subscription)
Supplementary

Article: Eccentrically loaded concrete encased steel composite columns

TitleEccentrically loaded concrete encased steel composite columns
Authors
KeywordsComposite columns
Concrete encased steel
Eccentrically loaded
Finite element
High strength
Modelling
Pin-ended
Structural design
Issue Date2011
PublisherPergamon. The Journal's web site is located at http://www.elsevier.com/locate/tws
Citation
Thin-Walled Structures, 2011, v. 49 n. 1, p. 53-65 How to Cite?
AbstractThis paper presents a nonlinear 3-D finite element model for eccentrically loaded concrete encased steel composite columns. The columns were pin-ended subjected to an eccentric load acting along the major axis, with eccentricity varied from 0.125 to 0.375 of the overall depth (D) of the column sections. The model accounted for the inelastic behaviour of steel, concrete, longitudinal and transverse reinforcement bars as well as the effect of concrete confinement of the concrete encased steel composite columns. The interface between the steel section and concrete, the longitudinal and transverse reinforcement bars, and the reinforcement bars and concrete were also considered allowing the bond behaviour to be modelled and the different components to retain its profile during the deformation of the column. The initial overall geometric imperfection was carefully incorporated in the model. The finite element model has been validated against existing test results. The concrete strengths varied from normal to high strength (30110 MPa). The steel section yield stresses also varied from normal to high strength (275690 MPa). Furthermore, the variables that influence the eccentrically loaded composite column behaviour and strength comprising different eccentricities, different column dimensions, different structural steel sizes, different concrete strengths, and different structural steel yield stresses were investigated in a parametric study. Generally, it is shown that the effect on the composite column strength owing to the increase in structural steel yield stress is significant for eccentrically loaded columns with small eccentricity of 0.125D. On the other hand, for columns with higher eccentricity 0.375D, the effect on the composite column strength due to the increase in structural steel yield stress is significant for columns with concrete strengths lower than 70 MPa. The strength of composite columns obtained from the finite element analysis were compared with the design strengths calculated using the Eurocode 4 for composite columns. Generally, it is shown that the EC4 accurately predicted the eccentrically loaded composite columns, while overestimated the moment. © 2010 Elsevier Ltd.
Persistent Identifierhttp://hdl.handle.net/10722/139109
ISSN
2015 Impact Factor: 2.063
2015 SCImago Journal Rankings: 1.647
ISI Accession Number ID
References

 

DC FieldValueLanguage
dc.contributor.authorEllobody, Een_HK
dc.contributor.authorYoung, Ben_HK
dc.contributor.authorLam, Den_HK
dc.date.accessioned2011-09-23T05:45:01Z-
dc.date.available2011-09-23T05:45:01Z-
dc.date.issued2011en_HK
dc.identifier.citationThin-Walled Structures, 2011, v. 49 n. 1, p. 53-65en_HK
dc.identifier.issn0263-8231en_HK
dc.identifier.urihttp://hdl.handle.net/10722/139109-
dc.description.abstractThis paper presents a nonlinear 3-D finite element model for eccentrically loaded concrete encased steel composite columns. The columns were pin-ended subjected to an eccentric load acting along the major axis, with eccentricity varied from 0.125 to 0.375 of the overall depth (D) of the column sections. The model accounted for the inelastic behaviour of steel, concrete, longitudinal and transverse reinforcement bars as well as the effect of concrete confinement of the concrete encased steel composite columns. The interface between the steel section and concrete, the longitudinal and transverse reinforcement bars, and the reinforcement bars and concrete were also considered allowing the bond behaviour to be modelled and the different components to retain its profile during the deformation of the column. The initial overall geometric imperfection was carefully incorporated in the model. The finite element model has been validated against existing test results. The concrete strengths varied from normal to high strength (30110 MPa). The steel section yield stresses also varied from normal to high strength (275690 MPa). Furthermore, the variables that influence the eccentrically loaded composite column behaviour and strength comprising different eccentricities, different column dimensions, different structural steel sizes, different concrete strengths, and different structural steel yield stresses were investigated in a parametric study. Generally, it is shown that the effect on the composite column strength owing to the increase in structural steel yield stress is significant for eccentrically loaded columns with small eccentricity of 0.125D. On the other hand, for columns with higher eccentricity 0.375D, the effect on the composite column strength due to the increase in structural steel yield stress is significant for columns with concrete strengths lower than 70 MPa. The strength of composite columns obtained from the finite element analysis were compared with the design strengths calculated using the Eurocode 4 for composite columns. Generally, it is shown that the EC4 accurately predicted the eccentrically loaded composite columns, while overestimated the moment. © 2010 Elsevier Ltd.en_HK
dc.languageengen_US
dc.publisherPergamon. The Journal's web site is located at http://www.elsevier.com/locate/twsen_HK
dc.relation.ispartofThin-Walled Structuresen_HK
dc.subjectComposite columnsen_HK
dc.subjectConcrete encased steelen_HK
dc.subjectEccentrically loadeden_HK
dc.subjectFinite elementen_HK
dc.subjectHigh strengthen_HK
dc.subjectModellingen_HK
dc.subjectPin-endeden_HK
dc.subjectStructural designen_HK
dc.titleEccentrically loaded concrete encased steel composite columnsen_HK
dc.typeArticleen_HK
dc.identifier.emailYoung, B:young@hku.hken_HK
dc.identifier.authorityYoung, B=rp00208en_HK
dc.description.naturelink_to_subscribed_fulltext-
dc.identifier.doi10.1016/j.tws.2010.08.006en_HK
dc.identifier.scopuseid_2-s2.0-78649480108en_HK
dc.identifier.hkuros196390en_US
dc.relation.referenceshttp://www.scopus.com/mlt/select.url?eid=2-s2.0-78649480108&selection=ref&src=s&origin=recordpageen_HK
dc.identifier.volume49en_HK
dc.identifier.issue1en_HK
dc.identifier.spage53en_HK
dc.identifier.epage65en_HK
dc.identifier.isiWOS:000285822600005-
dc.publisher.placeUnited Kingdomen_HK
dc.identifier.scopusauthoridEllobody, E=8280203300en_HK
dc.identifier.scopusauthoridYoung, B=7402192398en_HK
dc.identifier.scopusauthoridLam, D=7201749620en_HK
dc.identifier.citeulike7820018-

Export via OAI-PMH Interface in XML Formats


OR


Export to Other Non-XML Formats