Equivalent geometric imperfection definition in steel structures sensitive to lateral torsional buckling due to bending moment

Abstract The purpose of this paper is to present a proposal for the design of steel structures sensitive to lateral torsional buckling due to bending moment in order to fill the gaps in the current Standard EN 1993-1-1, guidelines for obtaining the magnitude of the imperfection. The proposal generalizes the approach provided in clause 5.3.2(11) of EN 1993-1-1 for steel structures sensitive to flexural buckling under compression.

[1]  Richard Greiner,et al.  Interaction formulae for members subjected to bending and axial compression in EUROCODE 3—the Method 2 approach , 2006 .

[2]  Matthias Wieschollek,et al.  Lateral‐torsional buckling checks of steel frames using second‐order analysis , 2012 .

[3]  Harald Unterweger,et al.  Behaviour and design of members with monosymmetric cross-section , 2013 .

[4]  Richard Greiner,et al.  New design curves for LT and TF buckling with consistent derivation and code‐conform formulation , 2010 .

[5]  Nicholas S. Trahair,et al.  Torsion, bending and buckling of steel beams , 1997 .

[6]  M. Štujberová,et al.  Berichtigung: Frames with unique global and local imperfection in the shape of the elastic buckling mode. Part 1. Stahlbau 82 (2013), H. 8, S. 609–617, Part 2. Stahlbau 83 (2013), H. 9, S. 684–694. , 2014 .

[7]  Nicholas S. Trahair,et al.  Bending and buckling of tapered steel beam structures , 2014 .

[8]  Dinar Camotim,et al.  Elastic lateral-torsional buckling of restrained web-tapered I-beams , 2010 .

[9]  Richard Greiner,et al.  New design curves for lateral–torsional buckling—Proposal based on a consistent derivation , 2010 .

[10]  Chanakya Arya,et al.  Eurocode 3: Design of steel structures , 2018, Design of Structural Elements.

[11]  Eugen Chladný,et al.  Frames with unique global and local imperfection in the shape of the elastic buckling mode (Part 1) , 2013 .

[12]  Jean-Pierre Jaspart,et al.  Improvement of the interaction formulae for beam columns in Eurocode 3 , 2002 .

[13]  Luís Simões da Silva,et al.  Development of a consistent design procedure for lateral-torsional buckling of tapered beams , 2013 .

[14]  D. A. Nethercot,et al.  Designer's guide to EN 1993-1-1 : Eurocode 3: Design of Steel Structures : General Rules and Rules for Buildings /L. Gardner and D. A. Nethercot , 2005 .

[15]  Frans S.K. Bijlaard,et al.  The “general method” for assessing the out‐of‐plane stability of structural members and frames and the comparison with alternative rules in EN 1993 — Eurocode 3 — Part 1‐1 , 2010 .

[16]  Francisco J. Pallarés,et al.  Proposal to evaluate the ultimate limit state of slender structures. Part 1: Technical aspects , 2007 .

[17]  Federico M. Mazzolani,et al.  En1999 Eurocode 9 : Design of aluminium structures , 2001 .

[18]  Nicholas S. Trahair,et al.  Advanced analysis of steel building frames , 1992 .

[19]  Nicholas S. Trahair,et al.  Flexural-Torsional Buckling of Structures , 1993 .

[20]  Eugen Chladný,et al.  Frames with unique global and local imperfection in the shape of the elastic buckling mode (Part 2) , 2013 .