Local/Distortional/Global buckling mode interaction on thin walled lipped channel columns

Anbarasu, M.; Sukumar, S.

doi:10.1590/s1679-78252014000800005

Cited by 18 publications

(6 citation statements)

References 15 publications

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“…The reliability of the current code DSM provisions, (Yap and Hancock, 2011) design equations and the design modifications proposed by this study for CFS built-up I-section columns are carried out by following the procedure reported in Anbarasu and Murugapandian (2016), detailed in the Commentary of the ASCE Specifications. A target reliability index (β 0 ) of 2.5 for CFS structural members was considered as a lower limit in this study.…”

Section: Resultsmentioning

confidence: 99%

Behaviour of cold-formed steel built-up I-section columns composed of four U-profiles

Anbarasu¹,

Venkatesan²

2018

Advances in Structural Engineering

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This work reports numerical results concerning the cold-formed steel built-up I-section columns composed of four U-profiles under axial compression. A finite element model is developed by using the software program ABAQUS. The developed model includes geometric, material nonlinearities and geometric imperfections. The finite element model was verified against the experimental results reported in the cold-formed steel built-up open section columns. In the parametric study, the sections are analysed with several cross-sectional dimension ratios and lengths, in order to assess their influence on the buckling behaviour and ultimate strength of cold-formed steel built-up I-section columns. After presenting and discussing the numerical parametric results, the article shows that the current direct strength method in the North American Specification for cold-formed steel compression members design curve fails to predict adequately the ultimate strength of some of the columns analysed and addresses the modification proposed on current direct strength method curves, providing improved predictions of all the numerical ultimate strength available. The proposed method is also assessed by reliability analysis.

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Section: Resultsmentioning

confidence: 99%

Behaviour of cold-formed steel built-up I-section columns composed of four U-profiles

Anbarasu¹,

Venkatesan²

2018

Advances in Structural Engineering

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“…The amount of research activity devoted to L-D-G interaction in CFS steel columns is fairly scarce -moreover, it deals mostly with fixed-ended lipped channel columns. Experimental tests and numerical simulations can be found in works (some not dealing specifically with L-D-G interaction) by Young and Rasmussen [6], Young and Yan [7], Kwon et al [8], Dinis and Camotim [9], Dinis et al [10][11][12], Santos et al [13][14][15], Anbarasu and Sukumar [16], Cava et al [17], Young et al [18] and Kumar and Kalyanaraman [19]. However, the above works contain little more than incipient design considerations and it was not until recently that a properly validated DSM-based design approach to predict L-D-G interactive column failure loads was proposed by Dinis et al [20,21] -however, note that this design approach, developed in the context of lipped channel (C), hat-section (H), zed-section…”

Section: Local-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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“…Anbarasu and Sukumar (2013) studied the effect of lateral ties in the intermediate length rack columns. Anbarasu and Sukumar (2014) investigated the buckling interaction on lipped channel columns.…”

Section: Literarture Reviewmentioning

confidence: 99%

Study on the capacity of cold-formes steel built-up battened colums under axial compression

Anbarasu

Kumar

Sukumar

2014

Lat. Am. j. solids struct.

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This paper presents the theoretical and numerical investigation results of the pin ended cold-formed steel built-up battened columns under axial compression. The finite element model was developed using the finite element software ABAQUS. The comparison of finite element analysis results match with the test results available in the literature shows that the analysis model can simulate the buckling behaviour and ultimate capacity of cold-formed steel built-up columns. Three types of sections were selected based on the limitations provided in AISI S100-2007 for prequalified sections for single lipped channel. Spacing between the chords is chosen such that the moment of inertia about major axis equals the moment of inertia about minor axis. After the verification of the finite element model, parametric study has been carried out by varying the slenderness ratio and number of battens. Two types of analytical models were used to obtain the ultimate load by the direct strength method. The ultimate loads from FEA and DSM were compared. At the end, a design recommendation is proposed for DSM to evaluate ultimate strength of the lipped channel built-up battened columns.

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Local/Distortional/Global buckling mode interaction on thin walled lipped channel columns

Cited by 18 publications

References 15 publications

Behaviour of cold-formed steel built-up I-section columns composed of four U-profiles

Behaviour of cold-formed steel built-up I-section columns composed of four U-profiles

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

Study on the capacity of cold-formes steel built-up battened colums under axial compression

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