Vol. 14, No. 4, pp. 668-693(2018)
SAFETY ASSESSMENT OF EUROCODE 3 STABILITY DESIGN
RULES FOR THE LATERAL-TORSIONAL
BUCKLING OF PRISMATIC BEAMS
Luís Simões da Silva1, Trayana Tankova1,*, Liliana Marques1, Carlos Rebelo1 and Andreas Taras2
1 ISISE, Department of Civil Engineering, University of Coimbra, Coimbra, Portugal
2 Institute of Structural Engineering, Bundeswehr University Munich, Germany
*(Corresponding author: Email: This email address is being protected from spambots. You need JavaScript enabled to view it.">This email address is being protected from spambots. You need JavaScript enabled to view it. )
Received:17 June 2017; Revised: 26 December 2017; Accepted: 27 December 2017
DOI:10.18057/IJASC.2018.14.4.9
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ABSTRACT
This paper presents the safety assessment of the European rules for the lateral-torsional buckling of beams using hot-rolled I and H cross-sections based on a large number of advanced numerical simulations covering the relevant parameters.
The methods for LTB in Eurocode 3 are briefly presented and assessed. Despite the large scatter of results, the conservative nature of the “General Case” design rule was confirmed. The “Special Case” systematically led to significantly lower safety levels. A new Ayrton-Perry-based method was also assessed and it was shown to provide good accuracy.
The magnitude of the partial factor γM1* is addressed, whereby a good homogeneity of results is observed across the different buckling curves, with maximum variations of 0.05, except for the “Special Case”, which systematically presents higher factors for most of the subsets. The “General Case” presents the lowest partial factors, but is clearly over conservative, leading in many cases up to 40% lower resistance. The γM1* values are compared for the “General Case” and the new Ayrton-Perry method with the results obtained for the flexural buckling resistance of columns. It is concluded that the partial factors for LTB are generally lower than those for flexural buckling
KEYWORDS
Beam, lateral-torsional buckling, safety assessment, design rules, steel, Eurocode 3, stability
REFERENCES
[1] Eurocode – EN 1993-1-1, Eurocode 3: Design of Steel Structures - Part 1-1: General Rules and Rules for Buildings CEN, Brussels, 2005.
[2] Eurocode – EN 1990, Eurocode – Basis of Structural Design, CEN, Brussels, 2002.
[3] Taras, A., “Contribution to the Development of Consistent Stability Design Rules for Steel Members”, PhD Thesis, Technical University of Graz, Graz, Austria, 2010.
[4] Snijder, H.H. and Hoenderkamp, J.C.D., “Buckling Curves for Lateral Torsional Buckling of Unrestrained Beams”, Rene Maquoi 65th birthday anniversary, 2007, Liège Belguim.
[5] Rebelo, C., Lopes, N., Simões da Silva, L., Nethercot D. and Vila Real, P.M.M., “Statistical Evaluation of the Lateral-Torsional Buckling Resistance of Steel I-beams, Part 1: Variability of the Eurocode 3 resistance model”, Journal of Constructional Steel Research., Elsevier, 2009, Vol. 65, pp. 818-831.
[6] Maquoi, R., Rondal, J., “Mise en Équation des Nouvelles Courbes Européennes de Flambement”, Construction Métallique, 1978, No.1, pp. 17-30.
[7] CEN/TC250, Eurocode 3: Design of Steel Structures - Part 1-1: General Rules and Rules for Buildings, CEN/TC 250/SC 3 N 2440 - prEN 1993-1-1 - 2nd draft, 2017.
[8] Tankova, T., Simões da Silva, L., Marques, L., Rebelo, C. and Taras, A., “Towards a Standardized Procedure for the Safety Assessment of Stability Design Rules”, Journal of Constructional Steel Research, Elsevier, 2014, Vol. 103, pp. 290-302.
[9] Simões da Silva, L., Marques, L., Tankova, T., Rebelo, C., Kuhlmann, U., Kleiner, A. Spiegler, J., Snijder, H.H., Dekker, R., Dehan, V., Haremza, C., Taras, A., Cajot, L.G., Vassart, O. and Popa, N., “Safebrictile: Standardization of Safety Assessment Procedures across Brittle to Ductile Failure Modes”, 2017, RFSR-CT-2013-00023, Final Report.
[10] Simões da Silva, L., Tankova, T., Marques, L. and Rebelo, C., “Safety Assessment of EC3 Stability Design Rules for Flexural Buckling of Columns”, Advanced Steel Construction – an International Journal, 2016, Vol. 12, No. 3, pp. 328-358.
[11] ANSI/ASCI 360-10, AISC, American Institute of Steel Construction, Specification for Structural Steel Buildings, Chicago, Illinois, USA, 2010.
[12] Kim, Y.D., “Behavior and Design of Metal Building Frames Using General Prismatic and Web-Tapered Steel I-Section Members”, Doctoral Dissertation, School of Civil and Environmental Engineering, Georgia Institute of Technology, Atlanta, GA, 2010.
[13] Subramanian, L.P., Jeong, W.Y., Yellepeddi, R. and White, D.W., “Assessment of I-Section Member LTB Resistances Considering Experimental Tests and Practical Inelastic Buckling Solutions”, Structural Engineering, Mechanics and Materials Report No.110, School of Civil and Environmental Engineering, Georgia Institute of Technology, Atlanta, GA, 2016.
[14] CEN, European Committee for Standardization, EN 10025: 2004 – Hot Rolled Products of Structural Steels, 2004.
[15] DNV, Guideline for Offshore Structural Reliability Analysis – Chapter 7, DNV Report No. 95-2018, Det Norske Veritas, Hovik, Norway, 1995.
[16] Taras, A., Dehan, V., Simões da Silva, L., Marques L. and Tankova, T., “Guideline for the Safety Assessment of Design Rules for Steel Structures in Line with EN 1990”, Deliverable D1.1, SAFEBRICTILE RFSR-CT-2013-00023, 2017.
[17] ECCS, Ultimate Limit State Calculation of Sway Frames with Rigid Joints, Publication No.33 Brussels, 1984.
[18] Subramanian, L.P. and White, D.W., “Resolving the Disconnect between Lateral Torsional Buckling Experimental Tests and Tests Simulations, and Design Strength Equations”, Journal of Constructional Steel Research, Elsevier, 2017, Vol. 128, pp. 321-334.
[19] Abaqus, v.6.12, Dassault Systems/Simulia, Providence, RI, USA, 2012.
[20] Marques, L., Simões da Silva, L., Greiner, R., Rebelo, C. and Taras, A., “Development of a Consistent Design Procedure for Lateral-torsional Buckling of Tapered Beams”, In: Journal of Constructional Steel Research, 2013, Vol. 89, pp. 213–235
[21] ECCS, “European Recommendations for Steel Construction”, Brussels, 1978.
[22] Simões da Silva, L., Rebelo C., Nethercot D. Marques, L., Simões, R. and Vila Real, P.M.M, “Statistical Evaluation of the Lateral-Torsional Buckling Resistance of Steel I-beams, Part 2: Variability of steel properties”, Journal of Constructional Steel Research, Elsevier,.2009, Vol. 65, No. 4, pp. 832-849.