{"status":"ok","message-type":"work","message-version":"1.0.0","message":{"indexed":{"date-parts":[[2026,4,1]],"date-time":"2026-04-01T18:15:19Z","timestamp":1775067319931,"version":"3.50.1"},"reference-count":33,"publisher":"Emerald","issue":"4","license":[{"start":{"date-parts":[[2021,6,28]],"date-time":"2021-06-28T00:00:00Z","timestamp":1624838400000},"content-version":"tdm","delay-in-days":0,"URL":"https:\/\/www.emerald.com\/insight\/site-policies"}],"content-domain":{"domain":[],"crossmark-restriction":false},"short-container-title":["JSFE"],"published-print":{"date-parts":[[2021,9,30]]},"abstract":"<jats:sec><jats:title content-type=\"abstract-subheading\">Purpose<\/jats:title><jats:p>Sigma cross-section profiles are often chosen for their lightness and ability to support large spans, offering a favourable bending resistance. However, they are more susceptible to local, distortional and lateral-torsional buckling, as possible failure modes when compared to common I-sections and hollow cross-sections. However, the instability phenomena associated to these members are not completely understood in fire situation. Therefore, the purpose of this study is to analyse the behaviour of beams composed of cold-formed sigma sections at elevated temperatures.<\/jats:p><\/jats:sec><jats:sec><jats:title content-type=\"abstract-subheading\">Design\/methodology\/approach<\/jats:title><jats:p>This study presents a numerical analysis, using advanced methods by applying the finite element software SAFIR. A numerical analysis of the behaviour of simply supported cold-formed sigma beams in the case of fire is presented considering different cross-section slenderness values, elevated temperatures, steel grades and bending moment diagrams. Comparisons are made between the obtained numerically ultimate bending capacities and the design bending resistances from Eurocode 3 Part 1\u20132 rules and its respective French National Annex (FN Annex).<\/jats:p><\/jats:sec><jats:sec><jats:title content-type=\"abstract-subheading\">Findings<\/jats:title><jats:p>The current design expressions revealed to be over conservative when compared with the obtained numerical results. It was possible to observe that the FN Annex is less conservative than the general prescriptions, the first having a better agreement with the numerical results.<\/jats:p><\/jats:sec><jats:sec><jats:title content-type=\"abstract-subheading\">Originality\/value<\/jats:title><jats:p>Following the previous comparisons, new fire design formulae are analysed. This new methodology, which introduces minimum changes in the existing formulae, provides at the same time safety and accuracy when compared to the numerical results, considering the occurrence of local, distortional and lateral-torsional buckling phenomena in these members at elevated temperatures.<\/jats:p><\/jats:sec>","DOI":"10.1108\/jsfe-11-2020-0037","type":"journal-article","created":{"date-parts":[[2021,6,24]],"date-time":"2021-06-24T05:51:16Z","timestamp":1624513876000},"page":"446-470","source":"Crossref","is-referenced-by-count":10,"title":["Fire behaviour and resistance of cold-formed steel beams with sigma cross-sections"],"prefix":"10.1108","volume":"12","author":[{"ORCID":"https:\/\/orcid.org\/0000-0001-8256-9185","authenticated-orcid":false,"given":"Fl\u00e1vio","family":"Arrais","sequence":"first","affiliation":[]},{"given":"Nuno","family":"Lopes","sequence":"additional","affiliation":[]},{"ORCID":"https:\/\/orcid.org\/0000-0002-7221-410X","authenticated-orcid":false,"given":"Paulo","family":"Vila Real","sequence":"additional","affiliation":[]}],"member":"140","published-online":{"date-parts":[[2021,6,28]]},"reference":[{"issue":"4","key":"key2021101117490889000_ref001","doi-asserted-by":"crossref","first-page":"365","DOI":"10.1108\/JSFE-12-2016-025","article-title":"Behaviour and resistance of cold-formed steel beams with lipped channel sections under fire conditions","volume":"7","year":"2016","journal-title":"Journal of Structural Fire Engineering"},{"key":"key2021101117490889000_ref002","volume-title":"Commission de Normalisation de la Construction M\u00e9tallique, NF EN 1993-1-2, Eurocode 3: Calcul des Structures en Acier \u2013 Annexe Nationale \u00e0 la NF EN 1993-1-2","author":"BNCM CNCMET","year":"2007"},{"key":"key2021101117490889000_ref003","unstructured":"CAST3M (2012), \u201cDevelopment sponsored by French atomic energy commission\u201d, available at: http:\/\/www-cast3m.cea.fr\/."},{"key":"key2021101117490889000_ref004","volume-title":"European Committee for Standardisation, EN 1993-1-2, Eurocode 3: Design of Steel Structures - Part 1\u20132, General Rules - Structural Fire Design","author":"CEN","year":"2005"},{"key":"key2021101117490889000_ref005","volume-title":"European Committee for Standardisation, EN 1993-1-1, Eurocode 3: Design of Steel Structures - Part 1\u20131, General Rules and Rules for Buildings","author":"CEN","year":"2005"},{"key":"key2021101117490889000_ref006","volume-title":"European Committee for Standardisation, EN 1993-1-5, Eurocode 3: Design of Steel Structures - Part 1\u20135, Plated Structural Elements","author":"CEN","year":"2006"},{"key":"key2021101117490889000_ref007","volume-title":"European Committee for Standardisation, EN 1993-1-3, Eurocode 3, Design of Steel Structures \u2013 Part 1\u20133: General Rules - Supplementary Rules for Cold-Formed Members and Sheeting","author":"CEN","year":"2006"},{"key":"key2021101117490889000_ref008","volume-title":"European Committee for Standardisation, EN 1090-4, Execution of Steel Structures and Aluminium Structures - Part 4: Technical Requirements for Cold-Formed Structural Steel Elements and Cold-Formed Structures for Roof, Ceiling, Floor and Wall Applications","author":"CEN","year":"2018"},{"key":"key2021101117490889000_ref009","unstructured":"Cheng, S. 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