Buckling resistance assessment of steel I-section beam-columns not susceptible to LT-buckling

Abstract The authors focused on buckling resistance assessment of steel-I-section perfect beam-columns of the cross-section class 1 and 2, not susceptible to LT-buckling and subjected to compression and one directional bending about the section principal axes y–y or z–z. These assumptions lead to the case of elements considered as only sensitive to the flexural failure including second order in-plane bending and compression. The stability behaviour of elements subjected to different bending configurations and different static schemes was investigated through comprehensive numerical study with use of the finite element method. Geometrically and materially nonlinear analyses GMNA in case of perfect beam-columns and GMNIA fo the imperfect ones were carried out in reference to shell and beam element models. Static equilibrium paths accounting for pre- and post-limit behaviour were determined with use of the incremental-iterative algorithm taking into consideration displacement-control parameters. An analytical formulation for a quick verification of the perfect I-section beam-column resistance is proposed. Finally, the global effect of imperfections is also investigated using GMNIA. The verification method developed for perfect elements is extrapolated for imperfect beam-columns. The good agreement of the proposed analytical formulation is shown through an extensive comparison with more than 3500 results of finite element numerical simulations conducted with use of ABAQUS/Standard program.

[1]  Marian Giżejowski,et al.  Analysis of steel I-beam-columns cross-section resistance with use of finite element method , 2015 .

[2]  Francisco J. Pallarés,et al.  Equivalent geometric imperfection definition in steel structures sensitive to lateral torsional buckling due to bending moment , 2015 .

[3]  Nicolas Boissonnade,et al.  Influence of Imperfections in FEM Modeling of Lateral Torsional Buckling , 2012 .

[4]  Marian Giżejowski,et al.  Beam-Column Resistance Interaction Criteria for In-Plane Bending and Compression☆ , 2015 .

[5]  Akhtar S. Khan,et al.  Continuum theory of plasticity , 1995 .

[6]  Mark A. Bradford,et al.  The Behaviour and Design of Steel Structures to EC3 , 2008 .

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

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

[9]  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 .

[10]  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 .

[11]  Lorenzo Macorini,et al.  A stiffness reduction method for the in-plane design of structural steel elements , 2014 .

[12]  Achim Rubert,et al.  DIN EN 1993‐1‐1‐konforme integrierte Stabilitätsanalysen für 2D/3D‐Stahlkonstruktionen (Teil 1) , 2014 .

[13]  Anna M. Barszcz,et al.  An equivalent stiffness approach for modelling the behaviour of compression members according to Eurocode 3 , 2007 .

[14]  Ferenc Papp,et al.  Buckling assessment of steel members through overall imperfection method , 2016 .

[15]  Francisco J. Pallarés,et al.  Equivalent geometric imperfection definition in steel structures sensitive to flexural and/or torsional buckling due to compression , 2015 .

[16]  Lorenzo Macorini,et al.  Lateral–torsional buckling assessment of steel beams through a stiffness reduction method , 2015 .

[17]  R. D. Wood,et al.  Nonlinear Continuum Mechanics for Finite Element Analysis , 1997 .

[18]  Jean-Pierre Jaspart,et al.  New interaction formulae for beam-columns in Eurocode 3: The French–Belgian approach , 2004 .

[19]  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 .

[20]  Marian Giżejowski,et al.  RESISTANCE PARTIAL FACTORS FOR STABILITY DESIGN OF STEEL MEMBERS ACCORDING TO EUROCODES , 2015 .

[21]  M. Gajewski,et al.  Application of the theory of hyperelastic-plastic materials in the test of static stretching of the rod with circular crossection , 2011 .

[22]  Matthias Kraus,et al.  Steel Structures: Design using FEM , 2011 .

[23]  József Szalai,et al.  On the theoretical background of the generalization of Ayrton–Perry type resistance formulas , 2010 .

[24]  Luís Simões da Silva,et al.  Design of Steel Structures: Eurocode 3: Design of Steel Structures, Part 1-1: General Rules and Rules for Buildings , 2010 .

[25]  Marian Giżejowski,et al.  Numerical analysis of influence of intermediate stiffeners setting on the stability behaviour of thin-walled steel tank shell , 2015 .

[26]  Zdeněk Kala,et al.  Sensitivity and reliability analyses of lateral-torsional buckling resistance of steel beams , 2015 .

[27]  R. Gonçalves,et al.  On the application of beam-column interaction formulae to steel members with arbitrary loading and support conditions , 2004 .

[28]  Ben Young,et al.  Finite Element Analysis and Design of Metal Structures , 2013 .

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