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  • Buckling curves for heavy wide flange QST columnsbased on statistical evaluationSpoorenberg, R.C.; Snijder, H.H.; Cajot, L.-G.; Popa, N.

    Published in:Journal of Constructional Steel Research

    DOI:10.1016/j.jcsr.2014.05.017

    Published: 01/01/2014

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    Citation for published version (APA):Spoorenberg, R. C., Snijder, H. H., Cajot, L-G., & Popa, N. (2014). Buckling curves for heavy wide flange QSTcolumns based on statistical evaluation. Journal of Constructional Steel Research, 101, 280-289. DOI:10.1016/j.jcsr.2014.05.017

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    Download date: 25. Jun. 2018

    https://doi.org/10.1016/j.jcsr.2014.05.017https://research.tue.nl/en/publications/buckling-curves-for-heavy-wide-flange-qst-columns-based-on-statistical-evaluation(cd6b3479-e37b-42cf-bc67-4d43bfce9ad9).html

  • Journal of Constructional Steel Research 101 (2014) 280289

    Contents lists available at ScienceDirect

    Journal of Constructional Steel Research

    Buckling curves for heavy wide flange QST columns based onstatistical evaluation

    R.C. Spoorenberg a,, H.H. Snijder a, L.-G. Cajot b, N. Popa b

    a Eindhoven University of Technology, Department of the Built Environment, P.O. Box 513, 5600 MB Eindhoven, The Netherlandsb ArcelorMittal, Long Products, Research and Development, 66, rue de Luxembourg, L-4009 Esch/Alzette, Luxembourg

    Corresponding author. Tel.: +31 40 247 2948; fax: +E-mail address: roel_spoorenberg@hotmail.com (R.C.

    http://dx.doi.org/10.1016/j.jcsr.2014.05.0170143-974X/ 2014 Elsevier Ltd. All rights reserved.

    a b s t r a c t

    a r t i c l e i n f o

    Article history:Received 15 December 2013Accepted 26 May 2014Available online xxxx

    Keywords:Buckling curvesFinite element analysesHeavy wide flange sectionsHigh-strength steelPartial factorStatistical evaluation

    This paper proposes the use of existing European buckling curves to check the resistance of heavy wide flangequenched and self-tempered (QST) sections made from high-strength steel, failing by flexural buckling. Thebuckling curves are evaluated according to the statistical procedure given in Annex D of EN 1990 using finite el-ement analyses. The residual stressmodel as described in a related paperwas used to define the initial stress stateof the column in the finite elementmodel. A large databasewas created containing the ratio between the elasticplastic buckling resistance obtained from finite element analysis and the buckling resistance obtained from theproposed buckling curve for a wide set of column configurations from which a partial factor Rd was deduced.Two different section types were investigated: the stocky HD and more slender HL type, featuring a height-to-width ratio (h/b) of approximately 1.23 and 2.35, respectively. Based on the criterion that the partial (safety) fac-tor Rd should not exceed 1.05 it is suggested to check the buckling response of a heavy HD section according tobuckling curve a0 or b when failing by strong-axis or weak-axis buckling, respectively. HL sections are to bedesigned according to buckling curve a for strong-axis buckling and buckling curve b for weak-axis buckling.

    2014 Elsevier Ltd. All rights reserved.

    1. Introduction

    The advent of quenched and self-tempered (QST) steel sectionswhich combine high strength (i.e. nominal yield stress greater than430N/mm2)with good ductility andweldability has led to a broadeningof the possibilities in steel construction. Thismanufacturingmethod canalso be applied to produce heavy wide flange sections, i.e. wide flangesections with flanges thicker than 40 mm.

    At themoment, heavywide flangeQST sections aremanufactured byArcelorMittal under the proprietary name of HISTAR (HIgh-STrengthARcelorMittal). Two grades are currently produced: HISTAR 355and (high-strength) HISTAR 460, which possess a yield stress of355 N/mm2 and 460 N/mm2 respectively, not considering reduction ofyield stress with increasing material thickness. Heavy wide flangeHISTAR 460 sections have already been applied worldwide, with themajority in the United States where the US equivalent of HISTAR 460,Grade 65, is covered by ASTM A913 [1,2].

    Besides the high yield stress, HISTAR 460 sections have improvedmaterial properties for wide flange sections possessing thick flanges.For HISTAR 460 a smaller reduction in yield stress needs to be incorpo-rated for greater material thicknesses according to ETA-10/0156 [3]when compared to other grades (e.g. S460M and S500M according toEN 10025-4 [4]) as illustrated in Fig. 1.

    31 40 245 0328.Spoorenberg).

    As such, heavy wide flange HISTAR 460 sections are used to theirbest advantage when the ultimate limit state is the governing designcriterion. This is the casewhen applied as gravity columns inmultistorybuildings, beams in short- or medium-span bridges or chord and bracemembers as part of truss-like structures. In these situations the designis most often controlled by the flexural buckling resistance of themem-ber for which due allowance has to be made according to the relevantdesign codes.

    However, the buckling resistance of these high-strength heavy wideflange sections has not yet been completely facilitated by the Europeandesign code EN 1993-1-1 [5]. Table 1 shows the buckling curve classifi-cation according to EN 1993-1-1 and the buckling curves are shown inFig. 2 where the buckling resistance is expressed on the vertical axisas a function of the relative slenderness on the horizontal axis.

    HISTAR 460 falls in the category S460 in Table 1. Small andmedium-sized HISTAR 460 sections with flange thickness tf smallerthan or equal to 40 mm are assigned to buckling curve a or a0 de-pending on the value of the height-to-width ratio h/b. Heavy HISTAR460 sections which have a flange thickness smaller than or equal to100 mm can be designed according to buckling curve a. Heavy sec-tions possessing a flange thickness in excess of 100 mm and an h/b-ratio smaller than 1.2 are assigned to buckling curve c. For heavyHISTAR 460 sections having h/b-ratios greater than 1.2 and flangesthicker than 100 mm no buckling curves are available. However, itseems to be most logical to design these sections also according tobuckling curve c.

    http://crossmark.crossref.org/dialog/?doi=10.1016/j.jcsr.2014.05.017&domain=pdfhttp://dx.doi.org/10.1016/j.jcsr.2014.05.017mailto:roel_spoorenberg@hotmail.comhttp://dx.doi.org/10.1016/j.jcsr.2014.05.017http://www.sciencedirect.com/science/journal/0143974X

  • 0 20 40 60 80 100 120 140

    material thickness [mm]

    500

    450

    400

    350

    3008263

    S460M

    HISTAR 460

    min

    imum

    yie

    ld

    stre

    ss[N

    /mm

    2]

    480

    16

    S500M

    450

    440430

    410400

    385

    Fig. 1. Decrease of yield stress of HISTAR 460, S460 and S500 with increasing materialthickness.

    0

    0.2

    0.4

    0.6

    0.8

    1

    0 1 2 3

    Rel

    ativ

    e re

    sist

    ance

    [-

    ]

    Relative slenderness [-]

    a0

    a

    b

    c

    d

    Fig. 2. Buckling curves from Eurocode3.

    281R.C. Spoorenberg et al. / Journal of Constructional Steel Research 101 (2014) 280289

    In order to arrive at buckling curve formulations reflecting the buck-ling response for heavy HISTAR 460 sections with flange thicknesslarger than 100 mm and h/b-ratios greater than 1.2 a combined experi-mental and numerical study was initiated by ArcelorMittal in Luxemburgand set up and executed by Eindhoven University of Technology in theNetherlands. The experiments consisted of residual stress measurementsperformed on twodifferent heavywideflange section typesmade in steelgrade HISTAR 460. A residual stress model was proposed which can beused for heavy wide flange QST sections. The testing procedure and thederivation of this residual stress model are detailed in a related paper [6].

    In the present paper, existing ECCS buckling curves are proposed tocheck the flexural buckling resistance of heavy HISTAR 460 sections.The reliability of the suggested buckling curves is evaluated accordingto annex D of EN 1990 [7]. The buckling resistance for a wide set ofHISTAR 460 columns is evaluated with the finite element methodusing the re

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