Experimental Evidence of Erosion of Critical Load in Interactive Buckling

Dubină, Dan; Ungureanu, Viorel; Crisan, Andrei

doi:10.1061/(asce)st.1943-541x.0000789

Cited by 16 publications

(6 citation statements)

References 13 publications

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“…There is considerably less research activity devoted to columns prone to D-G interaction than to the coupling phenomena addressed before. Indeed, the existing studies addressing this type of interaction, relevant in intermediateto-long columns, consist of i) experimental investigations on rack-section uprights with and without holes [25,26], lipped channel columns [13] (originally intended to investigate L-D-G interaction) and web-stiffened lipped channel columns [27], and ii) SFE numerical investigations on simply supported and fixed-ended lipped channel columns [28,29], simply supported and warping-prevented racksection uprights with or without holes [30] and fixed-ended lipped channel, web-stiffened lipped channel and zedsection columns [31]. It is also worth noting i) a GBTbased numerical study on the D-G interactive mechanics in fixed-ended C and Z columns [32], and ii) an investigation involving cold-formed stainless steel lipped channel columns [33,34].…”

Section: Distortional-global Interaction In Columnsmentioning

confidence: 99%

Mode interaction in cold‐formed steel members: state‐of‐art report

et al. 2020

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Extended keynote paper of Eurosteel 2021 This is Part 2 of a two‐part paper providing a state‐of‐art report of the most recent findings concerning the behaviour, strength and Direct Strength Method (DSM) design of cold‐formed steel (CFS) columns and beams affected by mode coupling phenomena not adequately covered by the current specifications for CFS members. This second paper covers interactions involving global buckling modes, namely local‐distortional‐global (L‐D‐G), distortional‐global (D‐G) and global‐global (flexural‐torsional/flexural – FT‐F) interaction – note that local‐global (L‐G) interaction, already well mastered by the technical/scientific community, is not dealt with. Like Part 1 [1], this paper also addresses experimental tests, numerical simulations and DSM‐based design approaches, intended to i) acquire in‐depth knowledge on the non‐linear behaviour (elastic and elastic‐plastic), load‐carrying capacity and failure mode nature of the members under consideration, and ii) make use of the above knowledge to develop, propose and assess the merits of efficient DSM‐based design approaches to estimate their failure loads/moments. Taking into account the fundamental concepts and DSM design curves presented in Part 1 [1], the paper addresses separately each mode coupling phenomenon dealt with, for columns, and only D‐G interaction for beams – recall that L‐D interaction (columns and beams) was covered in Part 1 [1]. For columns undergoing L‐D‐G interaction and angle columns susceptible to FT‐F interaction, the work reported includes experimental studies, numerical simulations and DSM‐based design considerations and/or guidelines. For columns and beams experiencing D‐G interaction and channel columns prone to FT‐F coupling, only numerical results are reported – they reveal surprising behavioural features that will be very useful in planning future test campaigns and achieving efficient design approaches. Finally, the two‐part paper closes with a few concluding remarks and a perspective about future developments in this field.

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Section: Distortional-global Interaction In Columnsmentioning

confidence: 99%

Mode interaction in cold‐formed steel members: state‐of‐art report

et al. 2020

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“…Considerable research has been undertaken in the area of mode interaction between local, distortional and/or flexural/flexural–torsional or combinations of these (Dinis et al, 2014a; Dubina et al, 2013a; Loughlan and Yidris, 2014; Martins et al, 2014a, 2014b; Rizzi et al, 2013; Santos et al, 2014; Ungermann et al, 2014). Based on this research, there is a need to review some of the design rules in existing standards and specifications to further account for the interactions.…”

Section: Section Buckling and Design Including Gbt Fsm And Dsmmentioning

confidence: 99%

Cold-formed steel structures: Research review 2013–2014

Hancock

2016

Advances in Structural Engineering

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This article reviews research on cold-formed steel structures published in 2013 and 2014 in three leading journals: the Journal of Structural Engineering, ASCE, Thin-Walled Structures and the Journal of Constructional Steel Research. It also reviews papers published in the three main conferences in the area over the same period. These are Eurosteel 2014 (Naples, Italy), the 7th International Conference on Thin-Walled Structures (Busan, Korea) and the 22nd International Specialty Conference on Cold-Formed Steel Structures (St Louis, MO, USA). Three research areas which have recently been incorporated in the North American Specification NAS S100:2012 or are being incorporated in the Australian/New Zealand Standard AS/NZS 4600 have been highlighted. These are the works on the semi-analytical finite strip method for sections in shear by the author and his colleagues at the University of Sydney, net section rupture by Associate Professor Lip Teh at the University of Wollongong and fire design by Professor Mahendran at Queensland University of Technology.

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“…With regard to the interactive phenomena involving distortional buckling, most available results deal with local-distortional interaction in lipped channel columns and comprise numerical simulations, experimental investigations and design proposals (Silvestre et al, 2012;Young et al, 2013). Concerning distortional-global interaction, the available literature is very scarce -the authors are only aware of some recent publications on lipped channel columns having simply supported end sections with free (Dinis and Camotim, 2011) or prevented (Dubina et al, 2013) warping displacements.…”

Section: Introductionmentioning

confidence: 97%

Distortional–global interaction in lipped channel columns

Camotim

Dinis

2013

Proceedings of the Institution of Civil Engineers - Structures

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j 1 j 2 This work presents and discusses numerical results concerning the post-buckling behaviour (elastic and elasticplastic) and ultimate strength of cold-formed steel lipped channel columns experiencing distortional-global interaction. The analyses cover columns with (a) geometries selected to ensure very close global and distortional buckling loads, and (b) the support conditions usually adopted in experimental investigations: fixed-ended and pin-ended columns. A fairly large number of columns are analysed, differing in the initial geometrical imperfection shape and/ or yield stress -the various initial geometrical imperfection shapes are linear combinations of the competing buckling modes with amplitudes equal to (a) 10% of the wall thickness, t (D) and (b) L/1000 (G). For clarification purposes, the column pure global elastic post-buckling behaviours are also addressed. These results are (a) elastic (mostly) and elastic-plastic non-linear equilibrium paths, (b) figures and curves providing the evolution, along the elastic paths, of column deformed configurations and, for the elastic-plastic columns, (c) figures showing the plastic strain location and growth, as well as the natures of the failure mechanisms.

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Experimental Evidence of Erosion of Critical Load in Interactive Buckling

Cited by 16 publications

References 13 publications

Mode interaction in cold‐formed steel members: state‐of‐art report

Mode interaction in cold‐formed steel members: state‐of‐art report

Cold-formed steel structures: Research review 2013–2014

Distortional–global interaction in lipped channel columns

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