Partial factor for local buckling of welded box sections. (April 2021)

• Record Type: Journal Article
• Authors: Somodi, B.; Kövesdi, B.; Hornyák, T.
• Is Part Of: Structures. Volume 30(2021)
• Page Start: 440
• Page End: 454
• Publication Date: 2021-04
• Subjects: Partial factor -- Welded box section -- High strength steel -- Local buckling -- Monte Carlo simulation; Structural engineering -- Periodicals; 624.1
• DOI: 10.1016/j.istruc.2021.01.004
• Languages: English
• ISSNs: 2352-0124

Abstract

Highlights: Local buckling resistance of HSS welded box sections are analysed. Experiments and numerical studies are made to determine the buckling resistance. Box sections subjected to compression and bending are analysed. Applicable partial factors are proposed for S235–S960 steel grades. Abstract: The accurate consideration of the local (plate) buckling resistance and the determination of the effective width is highly important in the design of civil engineering structures. The current effective width calculation method provided by the EN 1993-1-5 is mainly developed for I-sections subjected to bending. Several previous studies proved that the current design rules can overestimate the plate buckling resistance especially in case of square box sections subjected to pure compression. The purpose of the current study is (1) to investigate the local buckling resistance of welded square box section columns loaded by pure compression and pure bending moment separately, (2) to investigate the applicability of the Winter curve for these worst cases and (3) to provide the necessary partial factor to the application of the Winter curve according to the safety requirements of Eurocode. Another aim of the current study is to investigate the differences between normal strength steel (NSS: S235 – S355) and high strength steel (HSS: S420 – S960) structures on the local buckling resistance. Deterministic and stochastic numerical and experimental research programs are conducted to investigate the effect of residual stresses and geometric imperfections on the local buckling resistance of welded square box sections and the necessary partial factor is determined.