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dc.contributor.author
Unterweger, Harald
dc.contributor.author
Taras, Andreas
dc.contributor.author
Feher, Zoltan
dc.date.accessioned
2021-01-22T15:49:45Z
dc.date.available
2021-01-05T14:41:45Z
dc.date.available
2021-01-22T15:49:17Z
dc.date.available
2021-01-22T15:49:45Z
dc.date.issued
2016-02
dc.identifier.issn
1867-0520
dc.identifier.issn
1867-0539
dc.identifier.other
10.1002/stco.201610009
en_US
dc.identifier.uri
http://hdl.handle.net/20.500.11850/459605
dc.description.abstract
In many practical applications, columns are often fixed to a practically rigid concrete structure at the column base. This additional restraint should increase the real load‐carrying capacity if the section is susceptible to lateral‐torsional buckling. However, this effect is rarely taken into account in design, as most current design rules do not provide sufficient guidance on how to account for this additional rigidity, and so the column base fixity is often ignored. The background to the verification formulae for lateral‐torsional buckling (LTB) of I‐section beam‐columns in Eurocode EN 1993‐1‐1 consists of comprehensive parametric numerical studies for members with “end fork” conditions only, i.e. for members with free rotational and warping deformations at both ends. However, these specific boundary conditions are not clearly mentioned in the code. In the study presented in this paper, a comprehensive series of numerical FEM analyses for the realistic lateral‐torsional buckling behaviour of beam‐columns with one‐sided rotation and warping restraints was carried out and compared with the results based on the LTB resistance of the Eurocode, calculated with increased idealized buckling loads (Ncr, Mcr) that account for the end restraints. The most important results of this study are presented in this paper and the ultimate capacity is compared for two different beam‐column design methods in Eurocode 3: the interaction concept (EN 1993‐1‐1, 6.3.3) and the general method (EN 1993‐1‐1, 6.3.4). In addition, a simplified formula is given for the additional bi‐moment at the end restraint, which is to be used for designing the welded joint. Finally, an improved LTB design curve (buckling reduction factor χLT) is presented, developed at the authors' institution, which may be used for the cases studied. © 2016 Ernst & Sohn.
en_US
dc.language.iso
en
en_US
dc.publisher
Wiley
en_US
dc.title
Lateral‐torsional buckling behaviour of I‐section beam‐columns with one‐sided rotation and warping restraint
en_US
dc.type
Journal Article
dc.date.published
2016-02-01
ethz.journal.title
Steel construction
ethz.journal.volume
9
en_US
ethz.journal.issue
1
en_US
ethz.journal.abbreviated
Steel constr. (Berl., Print)
ethz.pages.start
24
en_US
ethz.pages.end
32
en_US
ethz.publication.place
Berlin
en_US
ethz.publication.status
published
en_US
ethz.leitzahl
ETH Zürich::00002 - ETH Zürich::00012 - Lehre und Forschung::00007 - Departemente::02115 - Dep. Bau, Umwelt und Geomatik / Dep. of Civil, Env. and Geomatic Eng.::02605 - Institut für Baustatik u. Konstruktion / Institute of Structural Engineering::09660 - Taras, Andreas / Taras, Andreas
en_US
ethz.leitzahl.certified
ETH Zürich::00002 - ETH Zürich::00012 - Lehre und Forschung::00007 - Departemente::02115 - Dep. Bau, Umwelt und Geomatik / Dep. of Civil, Env. and Geomatic Eng.::02605 - Institut für Baustatik u. Konstruktion / Institute of Structural Engineering::09660 - Taras, Andreas / Taras, Andreas
en_US
ethz.date.deposited
2021-01-05T14:41:58Z
ethz.source
FORM
ethz.eth
no
en_US
ethz.availability
Metadata only
en_US
ethz.rosetta.installDate
2021-01-22T15:49:25Z
ethz.rosetta.lastUpdated
2021-02-15T23:30:50Z
ethz.rosetta.exportRequired
true
ethz.rosetta.versionExported
true
ethz.COinS
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