Local buckling and effective width of thin-walled stainless steel members

Kuwamura, Hitoshi; Inaba, Yuichiro; Isozaki, Ayumi

doi:10.1016/b978-008043955-6/50021-5

Cited by 46 publications

(65 citation statements)

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“…The stub column data included in Fig. 20 have been reported in [12,[44][45][46][47][48][49], whereas the flexural buckling data were taken from [45-48, 50, 51]. In the determination of the slenderness parameter plotted on the horizontal axis of Figs.…”

Section: Comparison Of Lean Duplex With Other Stainless Steel Gradesmentioning

confidence: 99%

Testing and numerical modelling of lean duplex stainless steel hollow section columns

Theofanous

Gardner

2009

Engineering Structures

202

117

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Stainless steels are employed in a wide range of structural applications. The austenitic grades, particularly EN 1.4301 and EN 1.4401 and their low-carbon variants EN 1.4307 and EN 1.4404 are the most commonly used within construction and these typically contain around 8-11% nickel. The nickel represents a large portion of the total material cost and thus high nickel prices and price volatility have a strong bearing on both the cost and price stability of stainless steel. While austenitic stainless steel remains the most favourable material choice in many applications, greater emphasis is now being placed on the development of alternative grades with lower nickel content. In this study, the material behaviour and compressive structural response of a lean duplex stainless steel (EN 1.4162), which contains approximately 1.5% nickel are examined. A total of eight stub column tests and twelve long column tests on lean duplex stainless steel square (SHS) and rectangular hollow sections (RHS) are reported.Precise measurements of material and geometric properties of the test specimens were also made, including the assessment of local and global geometric imperfections. The experimental studies were supplemented by finite element analysis and parametric studies were performed to generate results over a wider range of cross-sectional and member slenderness. Both the experimental and numerical results were used to assess the applicability of the Eurocode 3: Part 1-4 provisions regarding the Class 3 slenderness limit and effective width formula for internal elements in compression and the column buckling curve for hollow sections to lean duplex structural components. Comparisons between the structural performance of lean duplex stainless steel and that of other more commonly used stainless steel grades are also presented, showing lean duplex to be an attractive choice for structural applications.

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Section: Comparison Of Lean Duplex With Other Stainless Steel Gradesmentioning

confidence: 99%

Testing and numerical modelling of lean duplex stainless steel hollow section columns

Theofanous

Gardner

2009

Engineering Structures

202

117

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“…The previous work has 50 shown that the CSM predicts enhanced capacities over existing methods; for example, in the case of stainless steel, average enhancements in compressive and bending resistances of 12% and 19% respectively were found [11]. The natural progression is to extend the application of the CSM to circular hollow sections, which is the focus of the present paper that builds upon prior work [14], 55 and the development process is described herein.…”

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confidence: 97%

The continuous strength method for the design of circular hollow sections

Buchanan

Gardner

Liew

2016

Journal of Constructional Steel Research

138

111

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“…Few researches have been reported on the welded I-columns. Kuwamura [1], Saliba and Gardner [2], and Yuan et al [3] reported tests on stainless steel stub column tests of welded I-sections. Bredenkamp and Van den Berg [4] carried out two stub column tests and thirteen long column tests on welded I-columns of Grade 3CR12.…”

Section: Introductionmentioning

confidence: 99%

Test and Design of Stainless Steel Welded I-Columns

Shen¹,

Shu²,

Zheng³

2015

Volume 11 Number 4

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This paper describes a series of tests on austenitic stainless steel welded I-columns. Two stub column tests and seven long column tests were carried out. Geometric dimensions, local and overall imperfections of the columns were measured. Material properties of the columns were obtained from tensile coupon and stub column tests. The material enhancement due to the shear cutting in the fabrication of the columns was also measured. The effects of this material enhancement and the residual stresses caused in welding, on the flexural buckling strengths of columns were evaluated using finite element method. The strengths obtained from long column tests were compared with the strengths predicted by European design code (Eurocode3: Part 1.4) and American design code (SEI/ASCE-8-02). It is concluded that the column curve for welded I-column buckled in minor axis of European design code is more reliable in the strength predictions for welded I-columns buckled in major axis and columns buckled in minor axis.

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Local buckling and effective width of thin-walled stainless steel members

Cited by 46 publications

References 0 publications

Testing and numerical modelling of lean duplex stainless steel hollow section columns

Testing and numerical modelling of lean duplex stainless steel hollow section columns

The continuous strength method for the design of circular hollow sections

Test and Design of Stainless Steel Welded I-Columns

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