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dc.contributor.authorSun, R-
dc.contributor.authorHuang, Z-
dc.contributor.authorBurgess, IW-
dc.identifier.citationEngineering Structures, 34, 400 - 413, 2012en_US
dc.descriptionThis is the post-print version of the final paper published in Engineering Structures. The published article is available from the link below. Changes resulting from the publishing process, such as peer review, editing, corrections, structural formatting, and other quality control mechanisms may not be reflected in this document. Changes may have been made to this work since it was submitted for publication. Copyright @ 2011 Elsevier B.V.en_US
dc.description.abstractIn this paper a robust static-dynamic procedure has been developed. The development extends the capability of the Vulcan software to model the dynamic and static behaviour of steel buildings during both local and global progressive collapse of the structures under fire conditions. The explicit integration method was adopted in the dynamic procedure. This model can be utilized to allow a structural analysis to continue beyond the temporary instabilities which would cause singularities in the full static analyses. The automatic switch between static and dynamic analysis makes the Vulcan a powerful tool to investigate the mechanism of the progressive collapse of the structures generated by the local failure of components. The procedure was validated against several practical cases. Some preliminary studies of the collapse mechanism of steel frame due to columns’ failure under fire conditions are also presented. It is concluded that for un-braced frame the lower loading ratio and bigger beam section can give higher failure temperature in which the global structural collapse happens. However, the localised collapse of the frame with the higher loading ratio and smaller beam section can more easily be generated. The bracing system is helpful to prevent the frame from progressive collapse. The higher lateral stiffness of the frame can generate the smaller vertical deformation of the failed column at the re-stable position. However, the global failure temperature of the frame is not sensitive to the lateral stiffness of the frame.en_US
dc.subjectProgressive collapseen_US
dc.subjectSteel frameen_US
dc.subjectExplicit integrationen_US
dc.subjectCombined analysisen_US
dc.subjectLocal instabilityen_US
dc.subjectBracing systemen_US
dc.titleProgressive collapse analysis of steel structures under fire conditionsen_US
pubs.organisational-data/Brunel/Brunel Active Staff-
pubs.organisational-data/Brunel/Brunel Active Staff/School of Engineering & Design-
pubs.organisational-data/Brunel/Brunel Active Staff/School of Engineering & Design/Civil Engineering-
Appears in Collections:Civil Engineering
Mechanical and Aerospace Engineering
Dept of Mechanical Aerospace and Civil Engineering Research Papers

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