{"status":"ok","message-type":"work","message-version":"1.0.0","message":{"indexed":{"date-parts":[[2026,2,26]],"date-time":"2026-02-26T23:51:10Z","timestamp":1772149870293,"version":"3.50.1"},"reference-count":31,"publisher":"Wiley","issue":"4","license":[{"start":{"date-parts":[[2025,8,26]],"date-time":"2025-08-26T00:00:00Z","timestamp":1756166400000},"content-version":"vor","delay-in-days":0,"URL":"http:\/\/onlinelibrary.wiley.com\/termsAndConditions#vor"}],"content-domain":{"domain":["onlinelibrary.wiley.com"],"crossmark-restriction":true},"short-container-title":["Steel Construction"],"published-print":{"date-parts":[[2025,11]]},"abstract":"<jats:title>Abstract<\/jats:title>\n                  <jats:p>Steel plate girders are widely utilised in steel bridges and long\u2010span buildings due to their versatility and strength\u2010to\u2010weight ratio. However, the slender web panels of such girders are susceptible to buckling under shear forces. To mitigate this, intermediate transverse stiffeners are commonly employed, serving primarily to restrain out\u2010of\u2010plane web deformations and increase post\u2010buckling resistance. Experimental investigations involving 10 plate girder specimens with varying web aspect ratios and stiffener configurations revealed that the measured forces in intermediate stiffeners were, on average, only 50\u2009% of those prescribed by EN 1993\u20101\u20105 for design proposes. To build upon these findings, a complementary numerical study was conducted using finite element models calibrated against the experimental results. The simulations incorporated initial geometric imperfections, residual stresses and material nonlinearity. Calibration was achieved through comparison of load\u2013displacement behaviour, internal stiffener forces and ultimate shear resistance. The numerical analyses offered further insight into the formation and spacing of plastic hinges in the compression flange and support the refinement of current design provisions for steel plate girders, promoting greater accuracy and efficiency in structural design.<\/jats:p>","DOI":"10.1002\/stco.202500016","type":"journal-article","created":{"date-parts":[[2025,8,26]],"date-time":"2025-08-26T11:42:54Z","timestamp":1756208574000},"page":"295-312","update-policy":"https:\/\/doi.org\/10.1002\/crossmark_policy","source":"Crossref","is-referenced-by-count":3,"title":["Numerical analysis of shear buckling and axial forces in transverse web stiffeners of steel plate girders"],"prefix":"10.1002","volume":"18","author":[{"ORCID":"https:\/\/orcid.org\/0000-0001-7698-7591","authenticated-orcid":false,"given":"S\u00e9rgio","family":"Nascimento","sequence":"first","affiliation":[{"name":"Universidade de Lisboa CERIS Instituto Superior T\u00e9cnico Av. Rovisco Pais 1 Lisboa 1049\u2010001 Portugal"}]},{"given":"Jos\u00e9 O.","family":"Pedro","sequence":"additional","affiliation":[{"name":"Universidade de Lisboa CERIS Instituto Superior T\u00e9cnico Av. Rovisco Pais 1 Lisboa 1049\u2010001 Portugal"}]},{"given":"Ulrike","family":"Kuhlmann","sequence":"additional","affiliation":[{"name":"University of Stuttgart Institute of Structural Design  Pfaffenwaldring 7 Stuttgart 70569 Germany"}]}],"member":"311","published-online":{"date-parts":[[2025,8,26]]},"reference":[{"key":"e_1_2_9_2_1","doi-asserted-by":"publisher","DOI":"10.1002\/stab.201810615"},{"key":"e_1_2_9_3_1","volume-title":"Theory of elastic stability","author":"Timoshenko S.","year":"1961"},{"key":"e_1_2_9_4_1","doi-asserted-by":"publisher","DOI":"10.1061\/TACEAT.0000597"},{"key":"e_1_2_9_5_1","doi-asserted-by":"publisher","DOI":"10.1680\/ipeds.1956.12171"},{"key":"e_1_2_9_6_1","volume-title":"Buckling of webs in deep steel I\u2010girders","author":"W\u00e4stlund G.","year":"1947"},{"key":"e_1_2_9_7_1","unstructured":"Basler K.; Mueller J.; Thurlimann B.; Yen B. (1960)Web buckling tests on welded plate girders. Report No. 251\/11\u2010251\/14. 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The Structural Engineer 50 No. 1 pp. 29\u221247."},{"key":"e_1_2_9_16_1","doi-asserted-by":"publisher","DOI":"10.1016\/j.engstruct.2024.117857"},{"key":"e_1_2_9_17_1","doi-asserted-by":"publisher","DOI":"10.1016\/j.tws.2009.06.002"},{"key":"e_1_2_9_18_1","doi-asserted-by":"publisher","DOI":"10.5281\/zenodo.1335888"},{"key":"e_1_2_9_19_1","doi-asserted-by":"publisher","DOI":"10.1016\/j.engstruct.2017.09.020"},{"key":"e_1_2_9_20_1","unstructured":"Biscaya A.(2021)Buckling resistance of steel plated girders considering M\u2010V interaction with high compression forces \u2013 Application to cable\u2010stayed bridges[PhD Thesis].Portugal:Instituto Superior T\u00e9cnico Universidade de Lisboa."},{"key":"e_1_2_9_21_1","doi-asserted-by":"publisher","DOI":"10.1016\/S0143\u2010974X(99)00077\u20102"},{"key":"e_1_2_9_22_1","doi-asserted-by":"publisher","DOI":"10.1016\/j.engstruct.2023.116425"},{"key":"e_1_2_9_23_1","doi-asserted-by":"publisher","DOI":"10.1016\/j.engstruct.2024.118303"},{"key":"e_1_2_9_24_1","doi-asserted-by":"publisher","DOI":"10.1016\/j.engstruct.2021.112139"},{"key":"e_1_2_9_25_1","volume-title":"Eurocode 3: Design of Steel Structures \u2013 Part 1\u20101: General Rules and Rules for Buildings","author":"EN 1993\u20101\u20101","year":"2022"},{"key":"e_1_2_9_26_1","unstructured":"ABAQUS 6.14(2014) Analysis User's Manual Version 6.14.Dassault Syst\u00e8mes Simulia\u00a0 Corp."},{"key":"e_1_2_9_27_1","doi-asserted-by":"publisher","DOI":"10.1016\/j.istruc.2024.107714"},{"key":"e_1_2_9_28_1","doi-asserted-by":"publisher","DOI":"10.1016\/j.tws.2024.112671"},{"key":"e_1_2_9_29_1","volume-title":"Eurocode 3: Design of steel structures \u2013 Part 1\u201014: Design assisted by finite element analysis","author":"FprEN 1993\u20101\u201014","year":"2024"},{"key":"e_1_2_9_30_1","unstructured":"Kuhlmann U.;Seitz M.(2003)Effziente Nachweisf\u00fchrung beulgef\u00e4hrdeter Quer\u2010schnitte mit L\u00e4ngssteifen (Efficient design of sections with longitudinal stiffeners sensitive for plate buckling). 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