Vol. 20, No. 1, pp. 30-38 (2024)
EVALUATION OF LOCAL-PLATE BUCKLING COEFFICIENT FOR THE
DESIGN OF COLD-FORMED STEEL-LIPPED CHANNEL CROSS SECTIONS:
NUMERICAL SIMULATIONS AND DESIGN RECOMMENDATIONS
Hadeer Mashaly 1, A.H.A Abdelrahman 2, *, Fikry A. Salem 2 and Nabil S. Mahmoud 2
1 Civil Engineering Department, Faculty of Engineering, Horus University, New Damietta, Egypt
2 Structural Engineering Department, Faculty of Engineering, Mansoura University, Mansoura, Egypt
*(Corresponding author: E-mail:This email address is being protected from spambots. You need JavaScript enabled to view it.)
Received: 13 October 2023; Revised: 13 October 2023; Accepted: 18 November 2023
DOI:10.18057/IJASC.2024.20.1.4
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ABSTRACT
Recent advancements in design guidelines for cold-formed steel members focus on enhancing the prediction of nominal strengths under various loading conditions. This improvement is achieved through precise accounting for local plate buckling behavior. Nevertheless, the Effective-Width Method (EWM), aligned with current design standards, estimates a lower structural capacity for cold-formed steel members. Assuming buckling precedes the yielding of cross-sections and considering no interactive restraint between adjacent elements, conservative predictions of member strengths are derived. To address this issue, this paper introduces a numerical investigation involving several lipped channel cross-sections with varying web height-to-flange width ratios, intending to assess the local plate buckling coefficient (k-value). Initially, validating a shell finite-element model against test results establishes benchmark strengths for the considered cross-sections. Subsequently, analytical solutions for calculating the k-value are presented and compared with those obtained from numerical solutions. Interactions between cross-sectional adjacent elements are examined, leading to a proposed refined EWM compliant with AISI standards. Finally, a reliability analysis is performed to illustrate the accuracy and reliability of the proposed design method. This research highlights the significance of accurately considering the restraining effect between sectional sub-elements and the importance of boundary conditions influencing the plate buckling coefficient.
KEYWORDS
Local buckling, Finite element, Lipped channel, Buckling coefficient, Analytical expressions
REFERENCES
[1] A. D. Martins, D. Camotim, and P. B. Dinis, “Local-distortional interaction in cold-formed steel beams: Behaviour, strength and DSM design,” Thin-Walled Struct., vol. 119, no. August, pp. 879–901, 2017, doi: 10.1016/j.tws.2017.06.011.
[2] M. T. Chen, B. Young, A. D. Martins, D. Camotim, and P. B. Dinis, “Experimental investigation on cold-formed steel stiffened lipped channel columns undergoing local-distortional interaction,” Thin-Walled Struct., vol. 150, no. February, 2020, doi: 10.1016/j.tws.2020.106682.
[3] D. Cava, D. Camotim, P. B. Dinis, and A. Madeo, “Numerical investigation and direct strength design of cold-formed steel lipped channel columns experiencing local-distortional-global interaction,” Thin-Walled Struct., vol. 105, pp. 231–247, 2016, doi: 10.1016/j.tws.2016.03.025.
[4] J. Becque and K. J. R. Rasmussen, “Experimental investigation of local-overall interaction buckling of stainless steel lipped channel columns,” J. Constr. Steel Res., vol. 65, no. 8–9, pp. 1677–1684, 2009, doi: 10.1016/j.jcsr.2009.04.025.
[5] P. B. Dinis, D. Camotim, B. Young, and E. M. Batista, “CFS lipped channel columns affected by L-D-G interaction. Part II: Numerical simulations and design considerations,” Comput. Struct., vol. 207, pp. 200–218, 2018, doi: 10.1016/j.compstruc.2017.03.017.
[6] B. Young, P. B. Dinis, and D. Camotim, “CFS lipped channel columns affected by L-D-G interaction. Part I: Experimental investigation,” Comput. Struct., vol. 207, pp. 219–232, 2018, doi: 10.1016/j.compstruc.2017.03.016.
[7] G. Winter, “Strength of thin steel compression flanges,” Trans. Am. Soc. Civ. Eng., vol. 112, no. 1, pp. 527–554, 1947.
[8] A. Moldovan, “Compression tests on cold-formed steel columns with monosymmetrical section,” Thin-Walled Struct., vol. 20, no. 1–4, pp. 241–252, 1994, doi: 10.1016/0263-8231(94)90068-X.
[9] B. Young, N. Silvestre, and D. Camotim, “Cold-Formed Steel Lipped Channel Columns Influenced by Local-Distortional Interaction: Strength and DSM Design,” J. Struct. Eng., vol. 139, no. 6, pp. 1059–1074, 2013, doi: 10.1061/(asce)st.1943-541x.0000694.
[10] M. Dundu, “Buckling of short cold-formed lipped channels in compression,” J. South African Inst. Civ. Eng., vol. 56, no. 2, pp. 46–53, 2014.
[11] B. W. Schafer, “CUFSM 3.12, elastic buckling analysis of thin-walled members by finite strip analysis.” 2006.
[12] T. L. G. CHEUNG YK, “Finite Strip Method [M].” Boca Raton: CRC Press, 1998.
[13] “Abaqus/CAE User’s Manual, version 6.14-2, USA, 2014.” “Dassault Syst{\`e}mes Simulia Corp.”
[14] Standards Australia/Standards New Zealand. Cold-formed steel structures, AS/NZS 4600;1996.
[15] American Iron and Steel Institute, “North American Specification Steel Structural Members,” North Am. Specif. Steel Struct. Members, p. 78, 2016.
[16] D. Dubina, R. Landolfo, and V. Ungureanu, “Design of cold-formed steel structures.: Eurocode 3: design of steel structures. Part 1-3, Design of cold-formed steel structures,” 2012.
[17] ECP-205 (LRFD), “Egyptian Code of Practice for Steel Construction.” 2008.
[18] G. H. Bryan, “On the Stability of a Plane Plate under Thrusts in its own Plane, with Applications to the ‘Buckling’ of the Sides of a Ship,” Proc. London Math. Soc., vol. 1, no. 1, pp. 54–67, 1890.
[19] L. Schuman and G. Back, Strength of rectangular flat plates under edge compression, no. 356. NACA, 1930.
[20] T. Von Kármán, “Strength of thin plates in compression,” Trans. ASME, vol. 54, p. 53, 1932.
[21] B. W. Schafer, “The direct strength method of cold-formed steel member design,” J. Constr. steel Res., vol. 64, no. 7–8, pp. 766–778, 2008.
[22] C. Yu and W. Yan, “Effective Width Method for determining distortional buckling strength of cold-formed steel flexural C and Z sections,” Thin-Walled Struct., vol. 49, no. 2, pp. 233–238, 2011, doi: 10.1016/j.tws.2010.11.006.
[23] G. P. Mulligan and T. Pekoz, “Local buckling interaction in cold-formed columns,” J. Struct. Eng., vol. 113, no. 3, pp. 604–620, 1987.
[24] M. D. Ahdab, A. W. Fischer, C. Ding, B. Glauz, and B. W. Schafer, “Local buckling expressions for lipped channels,” Struct. Stab. Res. Counc. Conf. 2022, Held conjunction with NASCC Steel Conf., pp. 1–17, 2022.
[25] S. Torabian, B. Zheng, and B. W. Schafer, “Experimental response of cold-formed steel lipped channel beam-columns,” Thin-Walled Struct., vol. 89, pp. 152–168, 2015, doi: 10.1016/j.tws.2014.12.003.
[26] K. Roy et al., “Cold-Formed Steel Lipped Channel Section Columns Undergoing Local-Overall Buckling Interaction,” Int. J. Steel Struct., vol. 21, no. 2, pp. 408–429, 2021, doi: 10.1007/s13296-020-00447-w.
[27] A. H. A. Abdelrahman, S. Liu, Y. P. Liu, and S. L. Chan, “Simulation of Thin-Walled Members with Arbitrary-Shaped Cross-Sections for Static and Dynamic Analyses,” Int. J. Struct. Stab. Dyn., vol. 20, no. 12, pp. 1–22, 2020, doi: 10.1142/S021945542050128X.
[28] B. W. Schafer, Z. Li, and C. D. Moen, “Computational modeling of cold-formed steel,” Thin-Walled Struct., vol. 48, no. 10–11, pp. 752–762, 2010, doi: 10.1016/j.tws.2010.04.008.
[29] N. Abdel-Rahman and K. S. Sivakumaran, “Material properties models for analysis of cold-formed steel members,” J. Struct. Eng., vol. 123, no. 9, pp. 1135–1143, 1997.
[30] E. Ellobody and B. Young, “Structural performance of cold-formed high strength stainless steel columns,” vol. 61, pp. 1631–1649, 2005, doi: 10.1016/j.jcsr.2005.05.001.
[31] L. Gardner and X. Yun, “Description of stress-strain curves for cold-formed steels,” Constr. Build. Mater., vol. 189, pp. 527–538, 2018, doi: 10.1016/j.conbuildmat.2018.08.195.
[32] B. Schafer and T. Peköz, “Geometric imperfections and residual stresses for use in the analytical modeling of cold-formed steel members,” Int. Spec. Conf. Cold-Formed Steel Struct. Recent Res. Dev. Cold-Formed Steel Des. Constr., pp. 649–664, 1996.
[33] R. G. Dawson and A. C. Walker, “Post-buckling of geometrically imperfect plates,” J. Struct. Div., vol. 98, no. 1, pp. 75–94, 1972.
[34] Z. Li and B. W. Schafer, “Application of the finite strip method in cold-formed steel member design,” J. Constr. Steel Res., vol. 66, no. 8–9, pp. 971–980, 2010.
[35] M. R. Bambach, “Design of uniformly compressed edge-stiffened flanges and sections that contain them,” Thin-Walled Struct., vol. 47, no. 3, pp. 277–294, 2009, doi: 10.1016/j.tws.2008.07.011.
[36] B. W. Schafer and T. Pekoz, “Direct strength prediction of cold-formed steel members using numerical elastic buckling solutions,” 1998.
[37] F. Öztürk, S. M. Mojtabaei, M. Şentürk, S. Pul, and I. Hajirasouliha, “Buckling behaviour of cold-formed steel sigma and lipped channel beam–column members,” Thin-Walled Struct., vol. 173, no. August 2021, p. 108963, 2022, doi: 10.1016/j.tws.2022.108963.
[38] V. Z. Meimand and B. W. Schafer, “Impact of load combinations on structural reliability determined from testing cold-formed steel components,” Struct. Saf., vol. 48, pp. 25–32, 2014, doi: 10.1016/j.strusafe.2013.10.006.