Buckling of stainless steel welded I-section columns. (1st June 2021)

• Record Type: Journal Article
• Authors: Tuezney, Stijn; Lauwens, Kathleen; Afshan, Sheida; Rossi, Barbara
• Is Part Of: Engineering structures. Volume 236(2021)
• Publication Date: 2021-06-01
• Subjects: Buckling -- Continuous Strength Method -- Eurocode -- I-section -- Reliability assessment -- Stainless steel; Structural engineering -- Periodicals; Structural analysis (Engineering) -- Periodicals; Construction, Technique de la -- Périodiques; Génie parasismique -- Périodiques; Pression du vent -- Périodiques; Earthquake engineering; Structural engineering; Wind-pressure; Periodicals; 624.105
• DOI: 10.1016/j.engstruct.2020.111815
• Languages: English
• ISSNs: 0141-0296

Abstract

Highlights: A summary of reference I-profile column tests and numerical results is provided. Finite element models are developed to study minor and major flexural buckling. A parametric study on ferritic, austenitic and duplex stainless steel is presented. The reliability of Eurocode and two different CSM buckling approaches are assessed. Recommendations are made for the buckling curves for both axis flexural buckling. Abstract: This paper studies the buckling behaviour and design of welded I-section stainless steel columns. Experimental and numerical structural performance data together with the design methods for stainless steel welded I-section columns available in the literature have been collated and reviewed. A numerical modelling programme including validation and parametric studies has been carried out to supplement the literature experimental and numerical data for the assessment of the existing codified and literature proposed flexural buckling design formulations for stainless steel welded I-section columns. Columns of austenitic, duplex and ferritic stainless steel grades undergoing major axis and minor axis flexural buckling have been investigated. From comparisons with the EN 1993–1-4 (EC3) flexural buckling capacity predictions, it was found that (1) for the austenitic welded I-section columns, the EC3 buckling curve ( α = 0.76 and λ ¯ 0 = 0.2) is suitable for both axes, (2) for the duplex and ferritic grades, the EC3 buckling curve ( α = 0.76 and λ ¯ 0 = 0.2) is conservative, and a higher buckling curve with (i) α = 0.49 and λ ¯ 0 = 0.2 for both axes or (ii) α = 0.49 and λ ¯ 0 = 0.2 for minor axis and α = 0.34 and λ ¯ 0 = 0.2 for major axis may be adopted. In addition, comparisons with the recently proposed Continuous Strength Method showed marginally improved strength predictions but with slightly higher scatter.