Distortional Buckling of Cold-Formed Stainless Steel Sections: Finite-Element Modeling and Design
Publication: Journal of Structural Engineering
Volume 132, Issue 4
Abstract
A recent experimental and finite-element research program was conducted on the distortional buckling of axially compressed, cold-formed stainless steel simple lipped channels. Austenitic 304 (1.4301), ferritic 430 (1.4016), and ferritic-like 3Cr12 (1.4003) chromium weldable steel were considered. Finite-element analyses demonstrate that material anisotropy can be ignored. A total of 281 distortional buckling analyses of simple lipped channels with ratios of 1 and 2.5 show that enhanced corner properties may be important for sections which have a slenderness and at least 10% corner area but have little effect on sections with . Evaluation of current stainless steel design codes show that the Australian/New Zealand Standard AS/NZS 4673 and the ASCE Specification effective width procedures are unconservative for austenitic and ferritic stainless steels. The Eurocode 3 prEN Part 1-4/preEN Part 1-3 effective width procedures are unconservative for austenitic stainless steel but provide reasonably conservative results for ferritic 430 and 3Cr12 alloys, provided enhanced corner properties are ignored. Direct strength design guidelines for the distortional buckling mode are proposed for austenitic and ferritic stainless steels.
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Acknowledgments
Financial support for this project was provided by the Natural Sciences and Engineering Research Council of Canada (NSERC), the International Postgraduate Research Scholarship (IPRS) Scheme of Australia, the Centre for Advanced Structural Engineering (CASE) of the University of Sydney, and funds provided by the University of Sydney under the Research and Development Scheme. The writers are grateful for further financial support provided by Outokumpu Stainless Research Foundation, Sweden, and the facilities provided by the Technical University of Luleå, Sweden. Comments on metallurgical properties and phase transformations offered by Associate Professor Andrew Abel are appreciated. The writers are indebted to Austral Wright Metals for providing ferritic 430 and chromium weldable 3Cr12 materials and Atlas Steels for providing the austenitic 304 material. Further support was given by the Australian Stainless Steel Development Association in the supply and coordination of testing materials.
References
ABAQUS; user’s manual. (2001). ABAQUS, Inc., Pawtucket, R.I.
American Iron and Steel Institute (AISI). (2001). North American specification for the design of cold-formed steel structural members, Washington, D.C.
American Iron and Steel Institute (AISI). (2004). “Appendix 1 design of cold-formed steel structural members with the direct strength method.” Washington, D.C.
American Society of Civil Engineers (ASCE). (2002). Specification for the design of cold-formed stainless steel structural members Reston, Va.
Ashraf, M., Gardner, L., and Nethercot, D. A. (2005). “Strength enhancement of the corner regions of stainless steel cross-sections.” J. Constr. Steel Res., 61(1), 37–52.
Australian Standard/New Zealand Standard (AS/NZS). (1996). “Cold-formed steel structures.” AS/NZS: 4600, Standards Australia, Sydney, Australia.
Australian Standard/New Zealand Standard (AS/NZS). (2001). “Cold-formed stainless steel structures.” AS/NZS:4673, Standards Australia, Sydney, Australia.
Buitendag, Y., and van den Berg, G. J. (1994). “The strength of partially stiffened stainless steel compression members.” Proc., 12th Specialty Conf. on Cold-Formed Steel Structures, Univ. of Missouri-Rolla, St. Louis.
CEN European Committee for Standardization. (2004a). “Eurocode 3: Design of steel structures, Part 1.3: General rules supplementary rules for cold-formed members and sheeting.” preEN-1993-Part.1-3, Brussels, Belgium.
CEN European Committee for Standardization. (2004b). “Eurocode 3: Design of steel structures, Part 1.4: General rules supplementary rules for stainless steels.” preEN-1993-Part.1-4, Brussels, Belgium.
FEMGV; user’s manual. (2002). FEMSYS Engineering Software, Leichester, England.
Gozzi, J. (2004). Plastic behaviour of steel: Experimental investigation and modelling, Lulea University of Technology, Lulea.
Lecce, M., and Rasmussen, K. J. R. (2005a). “Experimental investigation of the distortional buckling of cold-formed stainless steel sections.” Research Rep. No. 844, Department of Civil Engineering, Univ. of Sydney, Sydney, Australia.
Lecce, M., and Rasmussen, K. J. R. (2005b). “Finite element modelling and design of cold-formed stainless steel sections.” Research Rep. No. 845, Department of Civil Engineering, Univ. of Sydney, Sydney, Australia.
Lecce, M., and Rasmussen, K. J. R. (2006). “Distortional buckling of cold-formed stainless steel sections: Experimental investigation.” J. Struct. Eng., 132(4), 497–504.
Lin, S. H., Yu, W. W., and Galambos, T. V. (1988). “Load and resistance factor design of cold-formed stainless steel—Statistical analyses of material properties and development of the LRFD provisions.” Fourth Progress Rep., Univ. of Missouri-Rolla, St. Louis.
Lin, S. H., Yu, W. W., and Galambos, T. V. (1992). “ASCE LRFD method for stainless steel structures.” J. Struct. Eng., 118(4), 1056–1070.
Olsson, A. (1998). “Constitutive modelling of stainless steel.” J. Constr. Steel Res., 46(1-3), 457.
Papangelis, J. P., and Hancock, G. J. (1995). “Computer analysis of thin-walled structural members.” Comput. Struct., 56(1), 157–176.
Rasmussen, K. J. R. (2003). “Full-range stress-strain curves for stainless steel alloys.” J. Constr. Steel Res., 59(1), 47–61.
Rasmussen, K. J. R., Burns, T., Bezkorovainy, P., and Bambach, M. R. (2003). “Numerical modelling of stainless steel plates in compression.” J. Constr. Steel Res., 59(11), 1345–1362.
Schafer, B. W. (2002). “Local, distortional, and Euler buckling of thin-walled columns.” J. Struct. Eng., 128(3), 289–299.
Silvestre, N., and Camotim, D. (2004). “Local-plate and distortional post-buckling behavior of cold-formed steel lipped channel columns with intermediate stiffeners.” Proc., 17th Int. Specialty Conf. on Cold-Formed Steel Structures, University of Missouri-Rolla, Orlando, Fla., 1–18.
Timoshenko, S. P., and Gere, J. M. (1961). Theory of elastic stability, McGraw-Hill, New York.
van den Berg, G. J. (2000). “The effect of the non-linear stress-strain behaviour of stainless steels on member capacity.” J. Constr. Steel Res., 54(1), 135–160.
van den Berg, G. J., and van der Merwe, P. (1992). “Prediction of corner mechanical properties for stainless steel due to cold-forming.” Proc., 11th Specialty Conf. on Cold-Formed Steel Structures, W. W. Yu, and R. LaBoube, eds., University of Missouri-Rolla, St. Louis, 571–586.
Walker, A. C. (1975). Design and analysis of cold-formed sections, International Textbook Company Ltd., London.
Yang, D., and Hancock, G. J. (2004). “Compression tests of high strength steel channel columns with interaction between local and distortional buckling.” J. Struct. Eng., 130(12), 1954–1963.
Information & Authors
Information
Published In
Journal of Structural Engineering
Volume 132 • Issue 4 • April 2006
Pages: 505 - 514
Copyright
© 2006 ASCE.
History
Received: Jan 31, 2005
Accepted: Apr 20, 2005
Published online: Apr 1, 2006
Published in print: Apr 2006
Notes
Note. Associate Editor: Benjamin W. Schafer
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