Vol. 15, No. 4, pp. 364-376 (2019)
MODELING THE LOCAL BUCKLING FAILURE OF
ANGLE SECTIONS WITH BEAM ELEMENTS
Farshad Pourshargh1, Frederic P. Legeron2,4 and Sébastien Langlois3,*
1 Ph.D. candidate at Université de Sherbrooke, Sherbrooke, Canada
2 Eng., Ph.D. Formerly Professor, Civil Engineering Department, Université de Sherbrooke, Sherbrooke, Canada
3 Eng., Ph.D. Assistant professor, Civil Engineering Department, Université de Sherbrooke, Sherbrooke, Canada
4 Present affiliation: Vice President, Parsons, Dubai, UAE
*(Corresponding Author: Email: This email address is being protected from spambots. You need JavaScript enabled to view it.)
Received: 11 January 2019; Revised: 26 February 2019; Accepted: 17 July 2019
DOI:10.18057/IJASC.2019.15.4.7
 View Article
|
Export Citation: Plain Text | RIS | Endnote |
ABSTRACT
Slender steel sections are widely used in the construction of steel structures such as lattice structures for transmission line and telecommunication towers. Local buckling may be the observed failure mode under compression loads for these slender sections, and many experimental studies have been conducted to evaluate their resistance. All steel design codes include equations to account for local buckling. In numerical models, local buckling can be reproduced using 2D shell or 3D elements. Nonlinear numerical models have been developed in the last decades that can capture the complex behavior of lattice structures up to failure. These models typically use beam elements that consider correctly the global buckling and yielding of sections but do not consider the local buckling of angles due to geometrical limitations. This article proposes a method that modifies the material behavior of sections to involve the local buckling failure in the analysis. Forty-two experimental tests were conducted on short angles and a general stress-strain formula was defined based on the test results. The formula relates the local buckling slenderness ratio of the members to a material constitutive law that accounts for the local buckling. To evaluate the method, the numerical results were compared to those of four x-braced frame configurations using slender angle sections. The results demonstrate that the proposed method can accurately model the local buckling failure of fiber beam elements.
KEYWORDS
Lattice steel tower, Angle section, Local buckling, Finite element model, Nonlinear behavior, Fiber beam element
REFERENCES
[1] Chan S. and Cho S., Second order analysis and design of angle trusses part i: Elastic analysis and design, Engineering Structures, 30, 616–625, 2008.
[2] Cho S. and Chan S., Second order analysis and design of angle trusses part ii: Plastic analysis and design, Engineering Structures, 30, 626–631, 2008.
[3] Prasad Rao, N. and Samuel K.G.M., Lakshmanan N. and Nagesh, R.I., Failure analysis of transmission line towers, Journal of Performance of Constructed Facilities, 25(3), 231–240, 2011.
[4] Prasad Rao N., Samuel K.G.M., Lakshmanan N., Nagesh R.I., Investigation of transmission line tower failures, Journal of Engineering Failure Analysis, 17, 1127–1141, 2010.
[5] Schafer B., Advances in direct strength design of thin-walled members, Advanced Structures, 1, 333–339, 2003.
[6] Silvestre N., Camotim D. and Dinis P.B., Post-buckling behaviour and direct strength design of lipped channel columns experiencing local/distortional interaction, Journal of Constructional Steel Research, 73, 12–30, 2012.
[7] Martins A.D., Camotim D. and Dinis P.B., On the distortional-global interaction in cold-formed steel columns: Relevance, post-buckling behaviour, strength and DSM design, Journal of Constructional Steel Research 145, 449–470, 2018.
[8] Bouchard P.-L., Calcul de la capacité de pylônes à treillis avec une approche stabilité. Mémoire de maîtrise. Université de Sherbrooke, 2013.
[9] Sad Saoud K., Langlois S., Loignon A. and Lamarche C.P., Failure analysis of transmission line steel lattice towers subjected to extreme loading. Annual Conference of the Canadian Society for Civil Engineering, June 13-16, Fredericton, Canada, 2018.
[10] Prasad Rao N., Samuel K.G.M., Lakshmanan N. and Nagesh R.I., Effect of bolt slip on tower deformation, Practice Periodical on Structural Design and Construction, 17(2), 65–73, 2012.
[11] Gravel G, Bouchard P.L., Prud’homme S., Sad Saoud K. and Langlois S., Assessment of the effect of residual stresses on the mechanical behavior of steel lattice transmission towers. Annual Conference of the Canadian Society for Civil Engineering, June 13-16, Fredericton, Canada, 2018.
[12] Shan L. and Peyrot A.H., Plate element modeling of steel angle members, Journal of Structural Engineering (ASCE), 114(4), 821–840, 1988.
[13] Lee P.-S. and McClure G., A general three-dimensional l-section beam finite element for elastoplastic large deformation analysis, Computers and Structures, 84, 215–229, 2006.
[14] Park Y.-S., Iwai S., Kameda H. and Nonaka T., Very low cycle failure process of steel angle members, Journal of structural engineering, 122(2), 133–141, 1996.
[15] Becque J. and Rasmussen K.J., Experimental investigation of local-overall interaction buckling of stainless steel lipped channel columns, Journal of Constructional Steel Research, 65(8-9), 1677–1684, 2009.
[16] Rasmussen K.J., Design of slender angle section beam-columns by the direct strength method, Journal of Structural Engineering, 132(2), 204–211, 2006.
[17] Haidarali M. and Nethercot D., Local and distortional buckling of cold-formed steel beams with edge-stiffened flanges, Journal of Constructional Steel Research, 73, 31–42, 2012.
[18] Haidarali M., Nethercot D. and Ashraf M., Local buckling of cold-formed steel lipped z section beams under pure bending, 5th International Conference on Advances in Steel Structures, ICASS 2007, 3, 474–480, 2007.
[19] Kitipornchai S. and Chan S., Nonlinear finite-element analysis of angle and tee beam-columns, Journal of Structural Engineering (ASCE), 113(4), 721–739, 1987.
[20] Kitipornchai S., Albermani F. and Chan S., Elastoplastic finite-element models for angle steel frames, Journal of Structural Engineering, (ASCE), 116 (10), 2567–2581, 1990.
[21] Vieira R.F., Virtuoso F.B.E., Pereira E.B.R., Buckling of thin-walled structures through a higher order beam model, Computers and Structures, 180, 104–116, 2017.
[22] Carrera E., Pagani A. and Petrolo M., Refined 1D Finite Elements for the Analysis of Secondary, Primary, and Complete Civil Engineering Structures, Journal of Structural Engineering, 141(4), 2015.
[23] Huang L., Li B. and Wang Y., Computation Analysis of Buckling Loads of Thin-Walled Members with Open Sections, Mathematical Problems in Engineering Volume 2016, Article ID 8320469.
[24] Morissette E., Évaluation des normes de calcul et du comportement des cornières simples en compression utilisées comme contreventements dans les pylônes à treillis en acier, Masters Degree Thesis, Université de Sherbrooke, 2008.
[25] Handbook of Steel Construction - Ninth Edition, Canadian Institute of Steel Construction - ISBN : 0-88811-114-2, 2006.
[26] Steel construction manual, American Institute of Steel Construction, 2005.
[27] Eurocode 3: Design of steel structures, European Committee for Standardization (CEN), Brussels., EN 1993-1-1, 2005.
[28] ASTM A36 / A36M-14, Standard Specification for Carbon Structural Steel, ASTM International, West Conshohocken, PA, 2014.
[29] ASTM A370-02, Standard Test Methods and Definitions for Mechanical Testing of Steel Products, ASTM International, West Conshohocken, PA, 2001
[30] A. Beyer, N. Boissonnade, A. Khelil, A. Bureau, Influence of assumed geometric and material imperfections on the numerically determined ultimate resistance of hot-rolled U-shaped steel members, Journal of Constructional Steel Research, 147, 103–115, 2018.
[31] Schafer B., Review: The direct strength method of cold-formed steel member design, Journal of Constructional Steel Research, 64, 766–778, 2008.
[32] Schafer B. and Adany S., Buckling analysis of cold-form steel members using cufsm: conventional and constrained finite strip methods, Proceedings of the 18th International Specialty Conference on Cold-formed Steel Structures, Florida, USA, 2006.
[33] Rex C.O. and Easterling W.S., Behavior and modeling of a bolt bearing on a single plate, Journal of Structural Engineering, 129(6), 792–800, 2003.
[34] Design of Latticed Steel Transmission Structures. ASCE 10-97, American Society of Civil Engineers, 1998.