Vol. 13, No. 4, pp. 399-411 (2017)
EXPERIMENTAL STUDY ON STABILITY OF HIGH
STRENGTH STEEL LONG COLUMNS WITH
BOX-SECTIONS
Lei Gao, Kebin Jiang, Linyue Bai*and Qiang Wang
Army Engineering University of PLA, Nanjing 210007, China
*(Corresponding author: E-mail:This email address is being protected from spambots. You need JavaScript enabled to view it.)
Received: 13 June 2016; Revised: 12 January 2017; Accepted: 25 February 2017
DOI:10.18057/IJASC.2017.13.4.5
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ABSTRACT
Ten long columns made of high strength steel 18Mn2CrMoBA (nominal yield stress is 745 MPa) were employed in axial compression experiments to investigate their overall stability. The columns with thin-walled box-shaped cross-sections were first fabricated into channel shapes followed by welding. The initial geometrical imperfections of the specimens were measured, and the ratio of instability plane initial deflection to the member length was around 1/1000. The finite element model (FEM) which can introduce the influence of geometrical imperfection and residual stress was established. The results of numerical simulation were compared with the experimental results, and the results were in good agreement with the experimental results. Comparisons with Chinese GB50017-2003 specification indicated that the experimental values for the load bearing capacity were greater than that obtained from b-type column curves, but less than a-type column curves. The results were also close to b-type column curves, as defined in the European Eurocode3 steel structure design specification. However, the American ANSI/AISC 360-10 steel structure design specification overestimated the load capacity of this type of long column considered. Therefore, this paper recommends that the design of this type of long column employ the b-type curves specified by the GB50017-2003 or Eurocode3 specifications.
KEYWORDS
High strength steel, thin-walled box-shaped cross-sections, axial compression experiment, load bearing capacity, column curve
REFERENCES
[1] Pocock, G., “High Strength Steel Use in Australia, Japan and the US”, J. Structural Engineer, 2006, Vol. 84, No. 21, pp. 27-30.
[2] Fukumoto, Y., “New Constructional Steels and Structural Stability”, J. Engineering Structures, 1996, Vol. 18, No. 10, pp. 786-791.
[3] Rosier, G.A. and Groll, J.E., “High Strength Quenched and Tempered Steels in Structures”, J. Steel Construction, 1987, Vol. 21, No. 3, pp. 2-13.
[4] Cui, W., “Recent Research Advances and Application of High Strength Steel Structures”, J. Building Structure, 2011, Vol. 41 (supplement), pp. 958-963.
[5] Shi, G., Ban, H.Y., Shi, Y.J. and Wang, Y.Q., “Overview of Research Progress for High Strength Steel Structures”, J. Engineering Mechanics, 2013, Vol. 30, No. 1, pp. 1-13.
[6] Günther, H.P., “Use and Application of High-performance Steels for Steel Structures”, M. Zurich, Switzerland: ETH Honggerberg, 2006.
[7] Li, G.Q., Wang, Y.B., Chen, S.W. and Sun, F.F., “State of the Art on Research of High Strength Structural Steels and Key Issues of Using High Strength Steels in Seismic Structures”, J. Journal of Building Structures, 2013, Vol. 34, No. 1, pp. 1-13.
[8] Fan, Z., Liu, X.M., Fan, X.W., Hu, C.Y., et al., ”Design and Research of Large-span Steel Structure for the National Stadium”, Journal of Building Structures, 2007, Vol. 28, No. 2, pp. 1-16.
[9] Chen, Z.M., Zhang, Y.L., Peng, M.X. and Zhang, K., “Application of High-strength Steel and Thick Steel Plates to CCTV New Site Building”, J. Steel Construction, 2009, Vol. 24, No. 2, pp. 34-38.
[10] Zhou, S.H., Zhu, Z.Y., Qi, W.H., et al., “Structural Design on the Project of Phoenix International Media Center”, J. Building Structure, 2011, Vol. 41, No. 9, pp. 56-62.
[11] Li, Z.L., Liu, H.J., Zhang, D.Y. and Li, M.H., “Application of High-strength Steel Q460 in 1000kv Transmission Towers”, J. Power System Technology, 2008, Vol. 32, No. 24, pp. 1-5.
[12] Gou, M.K. and Tao, L., The Application of High Strength Steel (σs≥700MPa) To Movable Bridge”, J. Steel Structure, 2002, Vol. 17, No. 61, pp. 6-9.
[13] GB50017-2003 Code for design of steel structures[S].Beijing: China Planning Press, 2003.
[14] Tsutomu, Usami, Yuhshi, Fukumoto, “Local and Overall Buckling of Welded Box Columns”, Journal of Structural Division (ASCE), 1982, Vol. 108, No. ST3, pp. 525-542.
[15] Rasmussen, K.J.R. and Hancock, G.J., “Tests of High Strength Columns”, Journal of Constructional Steel Research, 1995, Vol. 34, No. 1, pp. 27-52.
[16] Yang, D. and Hancock, G.J., “Compression Tests of Cold-reduced High Strength Steel Sections, I: stub columns”, Journal of Structural Engineering, 2004, Vol. 130, No. 11, pp. 1772-1781.
[17] Yang, D., Hancock, G.J., Ramussen, K.J.R., “Compression Tests of Cold-reduced High Strength Steel Sections, II: Long Columns”, Journal of Structural Engineering, 2004, Vol. 130, No. 11, pp. 1782-1789.
[18] Yang, D. and Hancock, G.J., “Numerical Simulation of High-strength Steel Box-shaped Columns Failing in Local and Overall Buckling Modes”, Journal of Structural Engineering, 2006, Vol. 132, No. 4, pp. 541-549.
[19] Shi, G., Lin, C.C., Wang, Y.Q. and Shi, Y.J., “Experimental Study on Local Buckling of High Strength Steel I-section Stub Columns under Axial Compression”, Journal of Building Structures, 2012, Vol. 33, No. 12, pp. 20-30.
[20] Ban, H.Y., Shi, G., Shi, Y.J. and Wang, Y.Q., “Overall Buckling Behavior of Q460 High Strength Steel Welded Box Section Columns under Axial Compression”, Journal of Building Structures, 2013, Vol. 34, No. 1, pp. 22-29.
[21] Shi, G., Ban, H.Y., Bijlaard, F.S.K., et al., “Experimental Study and Finite Element Analysis on the Overall Buckling Behavior for Ultra-high Strength Steel Compression Members with End Restraints”, China Civil Engineering Journal, 2011, Vol. 44, No. 10, pp. 17-25.
[22] Li, G.Q., Wang, Y.B. and Chen, S.W., “Experimental Study on Ultimate Bearing Capacity of Axially Compression High Strength Steel Columns”, Journal of Building Structures, 2012, Vol. 33, No. 3, pp. 8-14.
[23] ANSI/AISC 360-10.Specification for Structural Steel Buildings, Chicago : American Institute of Steel, Construction, 2010.
[24] BS EN 1993-1-1 Eurocode 3 : Design of Steel Structures,Part 1-1:General Rules and Rules for Buildings, Brussels: European Committee for Standardization, 2005.
[25] Gao, L., Sun, H.C., Jin, F.N., et al., “Load-carrying Capacity of High-strength Steel Box-sections I: Stub columns”, Journal of Constructional Steel Research, 2009, Vol. 65, No. 4, pp. 918-924.
[26] Wang, J.L., ANSYS12.0 Finite Element Analysis and Example, Beijing:China Machine Press, 2010. (in Chinese).
[27] Antonio, F., Matens, Joel A. Witz, “A Parameter Study of the Post-buckling Behaviour of Steel Plate, Engineering Structure, 2001, Vol. 23, pp. 172-185.
[28] Shen, Z.Y. and Zhang, Q.L., “Post-Buckling Ultimate Load-Carrying of Compressed Square-Tube Steel Column”, Journal of Civil Engineering, 1991, Vol. 24, No. 3, pp. 15-26.
[29] Deena, K. Dinno，”Strength and Ductility of Steel Members based on Post-yield Stability and Collapse Behaviour”，Doctor of Philosophy，Canada：Department of Civil Engineering University of Toronto, 2002.