Behaviour of stainless steel plain channel section columns

Dobrić, Jelena; Ivanović, Jasna; Rossi, Barbara

doi:10.1016/j.tws.2020.106600

Cited by 18 publications

(9 citation statements)

References 38 publications

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“…The 4-noded shell element with reduced integration, S4R, has been extensively used in the numerical simulations of thin-walled metallic (stainless steel (Becque and Rasmussen, 2009b;Dobrić et al, 2017Dobrić et al, , 2020Liang et al, 2019aLiang et al, , 2019cLiang et al, , 2019dLiang et al, , 2020Saliba and Gardner, 2013), carbon steel (Xiang et al, 2020;Wang et al, 2020aWang et al, , 2020bZhang et al, 2019bZhang et al, , 2020bZhang et al, , 2020d and aluminium alloy (Zhu et al, 2019;Zhou and Young, 2020))…”

Section: Development Of Fe Modelsmentioning

confidence: 99%

“…Each press-braked stainless steel channel section column was modelled based on the measured cross-section dimensions and member effective length and using the four-node shell element S4R, which has been widely used in previous FE modelling of thin-walled steel channel section structural members (Dobrić et al, 2017(Dobrić et al, , 2020Liang et al, 2019cLiang et al, , 2019dLiang et al, , 2020Zhang et al, 2019bZhang et al, , 2020aZhang et al, , 2020bDissanayake et al, 2020;Wang et al, 2020aWang et al, , 2020bLiang et al, 2019cLiang et al, , 2019dLiang et al, , 2020Zhao and Gardner, 2018;Becque and Rasmussen, 2009b). Regarding the element width along the centreline of the cross-section, a uniform element width equal to the wall thickness t was assigned to the flat portions, while each corner of the cross-section was uniformly discretised into four elements to ensure an accurate representation of the curved geometry.…”

Section: Development Of Fe Modelsmentioning

confidence: 99%

“…Initial global and local geometric imperfections were incorporated into each channel section beam-column FE model, with the respective patterns taken as the lowest elastic global (minor-axis flexural) and local buckling mode shapes (Dobrić et al, 2020;Zhang et al, 2020e;Zhu et al, 2019;Chen and Young, 2018;Buchanan et al, 2018), which can be obtained from a prior elastic eigenvalue buckling analysis (ABAQUS, 2012). The measured global imperfection magnitude ωg and local imperfection magnitude ω0 were used to factor the respective initial global and local geometric imperfection patterns.…”

Section: Development Of Fe Modelsmentioning

confidence: 99%

“…The above discussions are also supported by the graphical assessment results shown in Figure 8.10, where the test and numerical failure loads Nu, normalised by the EC3 resistance predictions Nu,EC3, are plotted against θ. The scattered resistance predictions arise due to the shortcomings of the EC3 design interaction formula, including (i) the adoption of unsafe buckling curve for determining the column minor-axis flexural buckling resistance Nb,z,Rd (Dobrić et al, 2020;Zhang et al, 2020e), (ii) the neglect of strain hardening in the calculation of the cross-section minor-axis bending moment resistance Mz,Rd (Zhang et al, 2020a;Zhao and Gardner, 2018) and (iii) the use of inaccurate interaction factor kz that is not capable of considering the interaction effect.…”

Section: Assessment Of Current Design Standards 841 Generalmentioning

confidence: 99%

“…In terms of the design consistency, much more consistent resistance predictions were obtained by using SEI/ASCE EN 1993-1-4 (CEN, 2015. Similarly to the EC3 design interaction formula of Equation (8.6), the ASCE (or AS/NZS) design interaction formula of Equation (8.8) also suffers from inaccurate predictions of the member minor-axis flexural buckling resistance Nn (Dobrić et al, 2020;Zhang et al, 2020e) and cross-section minor-axis bending moment resistance Mnz (Zhang et al, 2020a;Zhao and Gardner, 2018) and inappropriate interaction factor αnz, which…”

Section: Sei/asce 8-02 and As/nzs 4673mentioning

confidence: 99%

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Behaviour and design of press-braked stainless steel angle and channel section members

Zhang¹

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Growing focus has been put on the use of stainless steel members in constructional engineering, owing to the superior corrosion resistance and durability, high material strength and exceptional ductility, the nature of 100% recyclable and aesthetics of stainless steel compared to conventional carbon steel. Although extensive studies have been conducted on stainless steel structural members with doubly symmetric sections (such as square/rectangular/circular hollow sections and I-sections), there has been rather limited research on the behaviour of mono-symmetric sections (channel sections) and asymmetric sections (angle sections) to date. The focus of this thesis is thus the structural behaviour and design of stainless steel angle and channel section members subject to various loading conditions. A thorough experimental programme was firstly carried out on two press-braked equal-leg angle sections and two press-braked plain channel sections to obtain a test data bank. At the cross-sectional level, 8 stub column tests, 10 laterally restrained beam tests (about the geometric axes for angle sections and minor principal axes for channel sections), 20 combined loading tests (about the major and minor principal axes for channel sections) were conducted to study the local buckling behaviour of angle and channel section under pure compression, pure bending and combined loading, respectively. At the member level, 16 fixed-ended angle section column tests, 12 pin-ended channel section column tests and 10 channel section beam-column tests were conducted to study the flexural-torsional buckling behaviour of angle section columns, flexural buckling behaviour of channel section columns Abstract xii and global buckling behaviour of channel section beam-columns, respectively. The experimental programme was accompanied by a parallel numerical modelling programme, including validation studies, where finite element models were developed and validated against the test results, and parametric studies, where the validated finite element models were employed to generate further numerical data over a wide range of cross-section dimensions, member effective lengths and initial loading eccentricities. The test and numerical data were then adopted to evaluate the accuracy of the relevant codified design rules and other recently developed design approaches. It was generally found that the design codes lead to conservative cross-section resistance predictions, but scattered member resistance predictions, with both unsafe and conservative results, mainly attributed to the neglect of the pronounced material strain hardening effect and nonlinear material property of stainless steel in the design. Improved design methods were also finally proposed accordingly, offering more accurate and less scattered resistance predictions.

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