Welded Box Compression Members

Usami, Tsutomu; Fukumoto, Yuhshi

doi:10.1061/(asce)0733-9445(1984)110:10(2457)

Cited by 109 publications

(40 citation statements)

References 8 publications

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“…Test data on high strength steel stub columns have been collected and carefully analysed in this section to assess the suitability of the Class 3 [5] limit for internal elements in compression. Figure 13 compares the EN 1993-1-1 Class 3 limit for internal elements in compression (c/tε = 42) with the results of stub column test on high strength steels from this study and those collected from the literature [11][12][13][45][46][47][48][49][50][51][52]. Stub column test data on lower steel grades, with nominal yield strength between 260 N/mm 2 and 450 N/mm 2 , from [13,49,[53][54][55][56] have also been presented in Figure 13 for comparison purposes.…”

Section: Assessment Of Eurocode Class 3 Slenderness Limits For Internmentioning

confidence: 99%

Material properties and compressive local buckling response of high strength steel square and rectangular hollow sections

Wang

Afshan

Schillo

et al. 2017

Engineering Structures

127

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An experimental investigation into the structural performance of compressed high strength steel (HSS) square and rectangular hollow sections is described in this paper. Both hot-rolled and cold-formed HSS sections were examined. In total six S460NH and five S690QH hot-rolled section sizes and three S500MC, two S700MC and four S960QC cold-formed section sizes were tested. The experimental programme comprised tensile coupon tests on flat and corner material, measurements of geometric imperfections, full cross-section tensile tests and stub column tests. The results of the experiments presented in this paper have been combined with other available test data on high strength steel sections, and used to assess the existing design guidelines for high strength steels given in Eurocode 3. The focus has been on the material ductility requirements, the Class 3 slenderness limit for internal elements in compression and the effective width formula for Class 4 internal elements in compression.Reliability assessments of the Class 3 slenderness limit (both the current value of 42 and a proposed value of 38) and the effective width formula for Class 4 internal elements in compression were carried out. The analysis indicated that, based on the assembled test data considered in this study, and the assumptions made regarding the statistical distributions of material and geometric properties, a partial safety factor greater than unity is required for HSS. Similar findings have also recently been presented for ordinary strength steels.

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Section: Assessment Of Eurocode Class 3 Slenderness Limits For Internmentioning

confidence: 99%

Material properties and compressive local buckling response of high strength steel square and rectangular hollow sections

Wang

Afshan

Schillo

et al. 2017

Engineering Structures

127

View full text Add to dashboard Cite

show abstract

“…The box specimens were fabricated from 6 mm plates, the yield strength of which is 741 MPa. In 1984, the average residual stress of three box sections (thickness is 4.5 mm, yield strength is 568 MPa, b/t ratios are 29, 44 and 58) were obtained by Usami and Fukumoto [5]. In 1992, Rasmussen and Hancock [6] fabricated six welded box struts from 670 MPa steel of 5 mm thick plates to investigate the plate slenderness limits for high strength steel sections.…”

Section: Previous Residual Stress Researches In Hss Box-sectionmentioning

confidence: 99%

The assessment of residual stresses in welded high strength steel box sections

Wang¹,

Li²,

Chen³

2012

Journal of Constructional Steel Research

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“…These results are compared with the test results, from where it can be estimated that the level of residual stresses in the test specimens was probably rather low. Further to this calibration against the 6 new tests, additional validations have been carried out on previous test series available in the literature [5][6][7]. These tests were however poorly documented as regards imperfections and reasonable assumptions had to be made in order to perform numerical simulations that match the test results.…”

Section: Calibration Of a Numerical Model-effect Of Residual Stressesmentioning

confidence: 99%

“…Fig. 2 shows the slenderness range of existing tests available in the technical literature concerning the behaviour of compression members with rectangular welded box sections [4][5][6][7][8]. In addition, the grey area outlines the typical range of cross sections practically designed for tied-arch bridges.…”

Section: Introductionmentioning

confidence: 99%