Structural performance of stainless steel circular hollow sections under combined axial load and bending – Part 1: Experiments and numerical modelling

Zhao, Ou; Gardner, Leroy; Young, Ben

doi:10.1016/j.tws.2015.12.003

Cited by 105 publications

(60 citation statements)

References 38 publications

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“…For the hot-finished sections, the flat and corner coupons behave similarly, but the corner coupons exhibit slightly lower ductility; this may be due to the manner in which the corner coupons were gripped since these coupons typically fractured near the jaws of the tensile testing machine. Alternative gripping techniques for curved coupons, such as clamping the coupons in pairs around a circular bar [18] at the ends and loading the coupon through pins [19,20], have been adopted in previous studies to attempt to overcome such problems. Ratios of the corner to flat yield strength f yc /f y , ultimate tensile strength f uc /f u , strain at ultimate tensile strength ε uc /ε u , plastic strain at fracture ε fc /ε f , area reduction Z c /Z, and fuc fyc / fu fy are reported in Table 5.…”

Section: Tensile Coupon Testsmentioning

confidence: 99%

Material properties and compressive local buckling response of high strength steel square and rectangular hollow sections

Wang

Afshan

Schillo

et al. 2017

Engineering Structures

130

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An experimental investigation into the structural performance of compressed high strength steel (HSS) square and rectangular hollow sections is described in this paper. Both hot-rolled and cold-formed HSS sections were examined. In total six S460NH and five S690QH hot-rolled section sizes and three S500MC, two S700MC and four S960QC cold-formed section sizes were tested. The experimental programme comprised tensile coupon tests on flat and corner material, measurements of geometric imperfections, full cross-section tensile tests and stub column tests. The results of the experiments presented in this paper have been combined with other available test data on high strength steel sections, and used to assess the existing design guidelines for high strength steels given in Eurocode 3. The focus has been on the material ductility requirements, the Class 3 slenderness limit for internal elements in compression and the effective width formula for Class 4 internal elements in compression.Reliability assessments of the Class 3 slenderness limit (both the current value of 42 and a proposed value of 38) and the effective width formula for Class 4 internal elements in compression were carried out. The analysis indicated that, based on the assembled test data considered in this study, and the assumptions made regarding the statistical distributions of material and geometric properties, a partial safety factor greater than unity is required for HSS. Similar findings have also recently been presented for ordinary strength steels.

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Section: Tensile Coupon Testsmentioning

confidence: 99%

Material properties and compressive local buckling response of high strength steel square and rectangular hollow sections

Wang

Afshan

Schillo

et al. 2017

Engineering Structures

130

View full text Add to dashboard Cite

show abstract

“…Firstly, a series of parametric studies are reported, using the finite element (FE) models validated in the companion paper [44], to expand the available test data pool over a wider range of stainless steel grades, cross-section slendernesses and combinations of loading. All the numerically derived data, together with the experimental results, are then compared with the resistances predicted by EN 1993-1-4 [1], SEI/ASCE-8 [2] and AS/NZS 4673 [3], enabling the accuracy of the existing codified methods to be evaluated.…”

Section: Introductionmentioning

confidence: 99%

Structural performance of stainless steel circular hollow sections under combined axial load and bending – Part 2: Parametric studies and design

Zhao

Gardner

Young

2016

Thin-Walled Structures

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“…The material properties of the tested cross-sections were determined through prior tensile coupon testing [13] and a brief summary of the key test results are reported herein. For each of the two studied cross-sections, two longitudinal coupons, extracted at 90 degrees from the weld (see Fig.…”

Section: Materials Testing and Geometric Imperfection Measurementsmentioning

confidence: 99%

“…A series of stub column [1][2][3][4][5][6][7][8][9][10] and bending [3,11,12] tests have been performed on CHS of varying cross-section classes, in order to investigate their local buckling behaviour and the corresponding loading-carrying and deformation capacities under isolated loading conditions. Zhao et al [13] conducted a comprehensive experimental programme on eccentrically loaded stub columns to study the structural performance of stainless steel CHS subjected to combined axial load and bending moment. Comparisons of the test results with codified cross-section strength predictions revealed undue conservatism in current design standards, mainly due to the lack of consideration of the pronounced strain hardening exhibited by stainless steels.…”

Section: Introductionmentioning

confidence: 99%

Testing and numerical modelling of austenitic stainless steel CHS beam–columns

Zhao

Gardner

Young

2016

Engineering Structures

Self Cite

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This paper presents a comprehensive experimental and numerical study of the global stability of stainless steel circular hollow section (CHS) structural members subjected to combined axial load and bending moment. The experimental investigation, which was carried out on two grade 1.4301 austenitic stainless steel cross-section sizes (CHS 60.5×2.8 and CHS 76.3×3), included material coupon tests, initial geometric measurements, two column tests, and ten beam-column tests. The test results were employed in a parallel numerical simulation programme for the validation of finite element (FE) models, by means of which a series of parametric studies were carried out to extend the available results over a wider range of cross-section sizes, member lengths and loading combinations. The experimentally and numerically derived data were used to assess the structural performance of CHS beamcolumns and to determine the accuracy of the current design provisions given in the European code, American specification, Australian/New Zealand standard, and other recent proposed approaches. Generally, all the existing design methods were shown to yield a high degree of Zhao, O., Gardner, L., & Young, B. (2016). Testing and numerical modelling of austenitic stainless steel CHS beam-columns. Engineering Structures, 111,[263][264][265][266][267][268][269][270][271][272][273][274] scatter in the prediction of beam-column strength, with both conservative and over-predicted capacities. The scatter was attributed mainly to inaccurate predictions of the column buckling and bending end points of the design beam-column interaction curves (i.e. member strengths under pure compression and pure bending, respectively) and inaccurate interaction factors.The development of improved provisions for the design of stainless steel circular hollow section beam-columns is currently underway.

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Structural performance of stainless steel circular hollow sections under combined axial load and bending – Part 1: Experiments and numerical modelling

Cited by 105 publications

References 38 publications

Material properties and compressive local buckling response of high strength steel square and rectangular hollow sections

Material properties and compressive local buckling response of high strength steel square and rectangular hollow sections

Structural performance of stainless steel circular hollow sections under combined axial load and bending – Part 2: Parametric studies and design

Testing and numerical modelling of austenitic stainless steel CHS beam–columns

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