Post-buckling behaviour and DSM design of web-stiffened lipped channel columns with distortional and local mode interaction

He, Zhu; Zhou, Xuhong; Liu, Zhanke; Chen, Ming

doi:10.1016/j.tws.2014.07.001

Cited by 35 publications

(14 citation statements)

References 16 publications

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“…The first condition is proposed to ensure local buckling occurs first, while the second condition is adopted to ensure the post-local-buckling strength reserve is adequate so that the distortional buckling could occur as well. Moreover, it is worth to mention that, He and Zhou[15] also had proposed a similar empirical rule (0.71≤P crl /P crd ≤2.06) to check the ultimate strength of web-stiffened lipped channel columns failing in local-distortional interactive mode.The comparison between the tested result and proposed method (PDSM), as well as CDSM and MDSM method, are summarized in table 4 and further displayed in…”

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confidence: 99%

Experimental investigation and a novel direct strength method for cold-formed built-up I-section columns

Zhou

et al. 2017

Thin-Walled Structures

101

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This paper aims at investigating the structural response and predicting the ultimate strength of the cold-formed built-up I-section columns affected by local, distortional, global and in particular by the local-distortional (LD) interactive and local-distortional-global (LDG) interactive buckling modes. For this purpose, a total of 18 single C-section columns and 18 built-up I-section columns were tested under uniaxial compression load, respectively. The cross-sectional dimension, the thickness and the length of the tested members were varied in the test so as to cover a wide range of local, distortional and overall slenderness. It was shown in the test that noticeable LD interaction was observed for a built-up column with short length as well as LDG interaction for a built-up column with intermediate length. Due to the clear evidence obtained in the test that LD and LDG interactions cause substantial ultimate strength erosion in cold-formed built-up I-section column, a novel direct strength based method was proposed in this paper to quantify such an erosion effect. The validity of the proposed method was then verified by comparing the results obtained from the proposed method with the test results in this paper as well as several other test results in the literature. The comparison results proved that the proposed method can be used successfully in estimating the ultimate strength of cold-formed built-up I-section column affected by pure buckling mode as well as interactive

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mentioning

confidence: 99%

Experimental investigation and a novel direct strength method for cold-formed built-up I-section columns

Zhou

et al. 2017

Thin-Walled Structures

101

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“…If the above tests were excluded, visibly higher f values would be reached: f = 0.85 and f = 0.89, respectively. ii) Moreover, if the material factor mean and coefficient of variation prescribed in [3] [28][29][30][31][32][33][41][42][43][44]. These results, together with the LRFD resistance factors they lead to [38], prompt the following remarks:…”

Section: Articlementioning

confidence: 98%

“…Columns with a wide variety of cross-section shapes have been investigated, even though plain lipped channel columns are those most frequently tested or numerically analysed. A very recent experimental investigation [27], carried out by the authors and involving webstiffened and web/flange-stiffened lipped channel columns, includes an extensive literature review on this topic (only a representative sample of the most relevant publications are listed in this work [28][29][30][31][32][33]). On the other hand, SFEA were also employed to study this coupling phenomenon and obtain numerical failure load data, which were subsequently used (together with the experimental failure loads) to develop/propose DSM-based design approaches able to predict the failure load erosion due to L-D interaction [9,[34][35][36][37].…”

Section: Local-distortional Interaction In Columnsmentioning

confidence: 99%

“…It is worth noting that in "plain" crosssection columns, L buckling is almost always triggered by the web, where the L-D interaction mainly takes place. This ceases to be true when web stiffeners are present, as L buckling is bound to be precipitated by the flanges, which alters the L-D interaction features -experimental evidence of flange-triggered L-D interaction has been reported in [28,30,33].…”

Section: Local-distortional Interaction In Columnsmentioning

confidence: 99%

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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 two‐part paper provides a state‐of‐art report on 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, namely local‐distortional (L‐D), local‐distortional‐global (L‐D‐G), distortional‐global (D‐G) and global‐global (flexural‐torsional/flexural – FT‐F) interaction. The paper addresses experimental tests, numerical simulations and DSM‐based design approaches that are 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 that knowledge to develop, propose and assess the merit of efficient DSM‐based design approaches to estimate their failure loads/moments. Initially, illustrative column results are briefly presented to help grasp some fundamental concepts, namely the characterisation of i) the aforementioned mode coupling phenomena, ii) different sources of mode interaction that may lead to failure load/moment erosion, and iii) the most detrimental initial geometrical imperfections. The DSM design curves currently codified and two strength curves recently developed for column flexural‐torsional and beam distortional failures are presented next. The two‐part paper then addresses separately each mode coupling phenomenon dealt with, for columns, but only L‐D and D‐G interaction for beams – while L‐D interaction (in columns and beams) appears in Part 1, the remaining column and beam coupling phenomena (all involving global buckling) are dealt with in Part 2 [1]. For columns undergoing L‐D and L‐D‐G interaction, beams experiencing L‐D 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 the remaining coupling phenomena, only numerical results are reported, but they unveil interesting (and unexpected) behavioural features that will help plan future test campaigns and achieve efficient design approaches. Finally, the two‐part paper closes with a few concluding remarks and an outlook regarding future developments in this field.

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“…It was found that the moment gradient effect on distortional buckling failures can be conservatively accounted for in the Direct Strength Method by using an elastic buckling moment that accounts for the moment gradient. On the other hand in (He et al, 2014) based on experimental data of fixed-ended web-stiffened lipped channel columns eroded by mode interaction behaviour combined with distortional and local deformations authors concludes that the Current Direct Strength Method (DSM) provides very unsafe predictions. Therefore the they proposed two DSM-based design approaches, namely, the nominal strength against local-distortional (NLD) and distortional-local (NDL) procedures.…”

Section: Introductionmentioning

confidence: 99%

Local and Distortional Buckling of Axially Loaded Cold Rolled Sigma Profiles

Ciesielczyk

Rzeszut

2016

Acta Mechanica Et Automatica

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In this paper the local and distortional buckling analyses of axially loaded cold-rolled channel and sigma profiles were performed. The critical buckling load was computed by solving the linear eigenvalue problem for different numerical models using Finite Element Method and simplified formulas implemented in Eurocode and proposed by Hancock and Schafer. The buckling analyses were conducted to prove that the sigma cross-section can be successfully replaced by channel cross-section with additional elastic supports placed in folds of the web. It was demonstrated that the folds in the web of the sigma cross-section (additional elastic supports) reduce the slenderness of the web. So, the critical distortional stress can be calculated based on analytical formulas derived for the channel crosssection taking into account the web height between the folds.

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Post-buckling behaviour and DSM design of web-stiffened lipped channel columns with distortional and local mode interaction

Cited by 35 publications

References 16 publications

Experimental investigation and a novel direct strength method for cold-formed built-up I-section columns

Experimental investigation and a novel direct strength method for cold-formed built-up I-section columns

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

Local and Distortional Buckling of Axially Loaded Cold Rolled Sigma Profiles

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