Web crippling behaviour of thin-walled lipped channel beams

Macdonald, Martin; Heiyantuduwa, M.A.; Kotełko, Maria; Rhodes, J.

doi:10.1016/j.tws.2010.09.010

Cited by 68 publications

(60 citation statements)

References 3 publications

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“…Therefore, in this section the behaviour of long plates will be discussed. For this, three additional analyses have been carried out, equal to the simulation of curve [3] in Fig. 10, but now different for their length/width ratios: a/b¼ 5, a/b¼10, and a/b¼14.…”

Section: Long Plate Resultsmentioning

confidence: 99%

Analytical and finite element modelling of long plate mode jumping behaviour

Hofmeyer¹,

Courage²

2013

Thin-Walled Structures

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Section: Long Plate Resultsmentioning

confidence: 99%

Analytical and finite element modelling of long plate mode jumping behaviour

Hofmeyer¹,

Courage²

2013

Thin-Walled Structures

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“…Macdonald et al [25] conducted experimental and numerical studies on lipped channel beams (LCB) subjected to web crippling under EOF, IOF, ETF and ITF load cases. They found that the length of the load bearing plate, corner radii and clear height of web all had an effect on the web crippling capacity of LCB, particularly for the EOF and IOF load cases.…”

Section: Past Research On Web Cripplingmentioning

confidence: 99%

“…However, the web crippling design equations in most cold-formed steel structural design codes are empirical, derived from experimental studies consisting of over 1200 tests of conventional cold-formed steel sections [14][15][16][17][18][19][20][21][22][23][24][25]. The current AS/NZS 4600 [26] and AISI S100 [27] web crippling design equations provide a unified web crippling capacity equation.…”

Section: Introductionmentioning

confidence: 99%

Web crippling tests of Rivet Fastened Rectangular Hollow Flange Channel Beams under Two Flange Load Cases

Steau

Mahendran

Keerthan

2015

Thin-Walled Structures

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Cold-formed steel beams Web crippling Combined web crippling and flange crushing ETF and ITF load cases and experiments a b s t r a c t Recent research on hollow flange beams has led to the development of an innovative rectangular hollow flange channel beam (RHFCB) for use in floor systems. The new RHFCB is a mono-symmetric structural section made by intermittently rivet fastening two torsionally rigid closed rectangular hollow flanges to a web plate element, which allows section optimisation by selecting appropriate combinations of web and flange widths and thicknesses. However, the current design rules for cold-formed steel sections are not directly applicable to rivet fastened RHFCBs. To date, no investigation has been conducted on their web crippling behaviour and strengths. Hence an experimental study was conducted to investigate the web crippling behaviour and capacities of rivet fastened RHFCBs under End Two Flange (ETF) and Interior Two Flange (ITF) load cases. It showed that RHFCBs failed by web crippling, flange crushing and their combinations. Comparison of ultimate web crippling capacities with the predictions from the design equations in AS/NZS 4600 and AISI S100 showed that the current design equations are unconservative for rivet fastened RHFCB sections under ETF and ITF load cases. Hence new equations were proposed to determine the web crippling capacities of rivet fastened RHFCBs. These equations can also be used to predict the capacities of RHFCBs subject to combined web crippling and flange crushing conservatively. However, new capacity equations were proposed in the case of flange crushing failures that occurred in thinner flanges with smaller bearing lengths. This paper presents the details of this web crippling experimental study of RHFCB sections and the results.

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“…Web crippling strength reduction factor equations were proposed for the ETF and ITF loading conditions. Macdonald et al [5] presented the results of an investigation into web crippling behavior-conducted on cold-formed thin-walled steel lipped channel beams subjected to Interior-One-Flange (IOF), Interior-TwoFlange (ITF), End-One-Flange (EOF) and End-Two-Flange (ETF) loading conditions as defined by the American Iron and Steel Institute. Web crippling strength predicted from the Eurocode3 were also compared with the experimental results and the comparisons indicated considerable underestimations for the range of specimens under EOF and ETF loading conditions.…”

Section: Introductionmentioning

confidence: 99%