Buckling resistance of steel H-section beam–columns: In-plane buckling resistance

Abstract Buckling resistance predictions resulting from flexural and flexural–torsional buckling of double tee section members subjected to compression and bending are considered. A novel analytical model is developed for establishing design criteria based on decomposition of the member buckling behaviour into in-plane and out-of-plane resistance. The former is based on second-order bending relationships of load effects of structural members with in-plane equivalent imperfections, while the latter is based on the stability theory of thin-walled open sections. First part of this study presents an analytical formulation of the in-plane buckling resistance of beam–columns. In this regard, further decomposition is postulated for the in-plane first-order bending moment diagram that results in the loading state to be the superposition of two components. The first component is related to symmetrical loading and the second to antisymmetric loading. To consider the second-order effects, prebuckling displacements generated by the abovementioned loading components are amplified with regard to the inversion of the residuum of the buckling force utilisation ratio in order to obtain approximate values of second-order displacements and internal moments. As a result, the in-plane interaction curve, expressed in dimensionless coordinates, that describes the beam–column in-plane flexural buckling resistance without considering lateral–torsional buckling effects, is obtained. The results of nonlinear finite element simulations are used for the verification of the developed analytical formulation. It is concluded that this proposal yields less conservative predictions than those based on the interaction relationships of clause 6.3.3 of Eurocode 3, Part 1–1.

[1]  Reidar Bjorhovde.  Evolution and state‐of‐the‐art of column stability criteria , 2010 .

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

[3]  L. Silva,et al.  SAFETY ASSESSMENT OF EUROCODE 3 STABILITY DESIGN RULES FOR THE FLEXURAL BUCKLING OF COLUMNS , 2016 .

[4]  Carlos Rebelo,et al.  Numerical validation of the general method in EC3-1-1 for prismatic members , 2010 .

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

[6]  Marian Giżejowski,et al.  Beam-Column In-Plane Resistance Based on the Concept of Equivalent Geometric Imperfections , 2016 .

[7]  Miguel Abambres,et al.  Finite element analysis of steel structures – a review of useful guidelines , 2016 .

[8]  Marian Giżejowski,et al.  Generalized Ayrton-Perry approach for the evaluation of beam-column resistance , 2016 .

[9]  Lorenzo Macorini,et al.  Development and assessment of a practical stiffness reduction method for the in-plane design of steel frames , 2016 .

[10]  Marian Giżejowski,et al.  Buckling resistance assessment of steel I-section beam-columns not susceptible to LT-buckling , 2017 .

[11]  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 .

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

[13]  Luís Simões da Silva,et al.  A consistent methodology for the out-of-plane buckling resistance of prismatic steel beam-columns , 2017 .

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

[15]  Zdeněk Kala,et al.  Sensitivity assessment of steel members under compression , 2009 .

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

[17]  Liliana Marques,et al.  Buckling resistance of non-uniform steel members based on stress utilization: General formulation , 2018, Journal of Constructional Steel Research.

[18]  João Martins,et al.  Experimental buckling behaviour of web tapered I-section steel columns , 2018, Journal of Constructional Steel Research.

[19]  Yuanqing Wang,et al.  Overall buckling behavior of 460 MPa high strength steel columns: Experimental investigation and design method , 2012 .

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

[21]  Andreas Taras,et al.  Derivation of DSM-type resistance functions for in-plane global buckling of steel beam-columns , 2016 .

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

[23]  József Szalai,et al.  Complete generalization of the Ayrton-Perry formula for beam-column buckling problems , 2017 .

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

[25]  Jeppe Jönsson,et al.  European column buckling curves and finite element modelling including high strength steels , 2017 .

[26]  H. Ban,et al.  Overall buckling behaviour and design of high-strength steel welded section columns , 2018 .

[27]  Ulrike Kuhlmann,et al.  Verification of flexural buckling according to Eurocode 3 part 1‐1 using bow imperfections , 2016 .

[28]  Mehdi Shokouhian,et al.  Classification of I-section flexural members based on member ductility , 2014 .

[29]  Ronald D. Ziemian,et al.  Guide to stability design criteria for metal structures , 2010 .

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

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

[32]  Xin Cheng,et al.  An overview study on cross-section classification of steel H-sections , 2013 .

[33]  Marian Giżejowski,et al.  A new method of buckling resistance evaluation of laterally restrained beam-columns , 2016 .

[34]  Nicoleta Popa,et al.  Buckling curves for heavy wide flange steel columns , 2014 .

[36]  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 .

[37]  Nicoleta Popa,et al.  Buckling curves for heavy wide flange QST columns based on statistical evaluation , 2014 .

[38]  Adrian Ioan Dogariu,et al.  Experimental study on laterally restrained steel columns with variable I cross sections , 2012 .

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

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

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

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

[43]  Richard Greiner,et al.  Torsional and flexural torsional buckling — A study on laterally restrained I-sections , 2006 .

[44]  Yong-Lin Pi,et al.  Effects of Geometric Imperfections on Flexural Buckling Resistance of Laterally Braced Columns , 2016 .