Overall Stability of Welded Q460GJ Steel Box Columns: Experimental Study and Numerical Simulations
To date, high-performance structural steel has been widely used for columns in construction practices due to its significant advantages over conventional steel. However, the same design approach with conventional steel columns is still adopted in the design of high-performance steel columns. As a result, its superior properties cannot be fully considered in design. This paper conducts a test and finite element analysis on the overall stability behaviour of welded Q460GJ steel box columns. In the test, four steel columns with different slenderness and width-to-thickness ratio were compressed under an axial compression testing machine. And finite element models were established in which material nonlinearity and residual stress distributions of test columns were included. Then, comparisons were made between test results and finite element result, it showed that finite element analysis results are agree well with the test result. It means that the test and finite element model are reliable. Then, we compared the test result with the design value calculated by current code, the result showed that Q460GJ steel box columns have the higher overall buckling capacity than the design value. It is necessary to update the design curves for Q460GJ steel columns so that the overall stability capacity of Q460GJ box columns can be designed appropriately.
 Bjorhovde R. Development and use of high performance steel. Journal of Constructional Steel Research, vol.60, pp.393-400, 2004.
 GB/T 19879-2005 Steel Plates for Building Structure. Beijing: Quality inspection of China press: 2005 (in Chinese).
 Raoul J. Use and application of high-performance steels for steel structures. Iabse, 2005.
 Miki C, Ichikawa A, Kusunoki T, et al. Proposal of New High Performance Steels for Bridges (BHS500, BHS700). Journal of Structural Mechanics and Earthquake Engineering, vol.738, pp.1-10, 2003.
 EN 1993-1-10. Design of Steel Structures. Part 1-10: Material Toughness and Through-Thickness Properties.2005.
 Fukumoto Y. New constructional steels and structural stability. Engineering Structures, vol.18, pp.786-791, 1996.
 Ricles J. M, Sause R, Green P S. High-strength steel: implications of material and geometric characteristics on inelastic flexural behavior. Engineering Structures, vol.20, pp.323-335, 1998.
 Earls C J. Constant moment behavior of high-performance steel I-shaped beams. Journal of Constructional Steel Research, vol.57, pp.711-728, 2001.
 BS EN 1993-1-1. Eurocode 3: design of steel structures: part 1-1: general rules and rules for buildings. London: BSI; 2005.
 Ban H Y, Shi G, Shi Y J, et al. Research Progress on the Mechanical Property of High Strength Structural Steels. Advanced Materials Research, 250-253(250-253), pp.640-648, 2011.
 Ban H, Shi G, Shi Y, et al. Overall buckling behavior of 460 MPa high strength steel columns: Experimental investigation and design method. Journal of Constructional Steel Research, vol.74, pp. 140-150, 2012.
 Shi G, Hu F, Shi Y. Recent research advances of high strength steel structures and codification of design specification in China(J). International Journal of Steel Structures, vol. 14, pp. 873-887, 2014.
 Wang, Yan Bo, et al. "Experimental and numerical study on the behavior of axially compressed high strength steel box-columns." Engineering Structures, vol.58, pp.79-91, 2014.
 Xiong G, Kang S B, Yang B, et al. Experimental and numerical studies on lateral torsional buckling of welded Q460GJ structural steel beams(J). Engineering Structures, vol. 126, pp. 1-14, 2016.
 Yang B, Xiong G, Ding K, Nie S, Zhang W, Hu Y et al. Experimental and Numerical Studies on Lateral-Torsional Buckling of GJ Structural Steel Beams Under a Concentrated Loading Condition. International Journal of Structural Stability and Dynamics. 2015; 16:1640004.
 GB 50017-2003 Code for design of steel structures. Beijing: China Planning Press: 2003 (in Chinese).
 ANSI/AISC 360-10. Specification for Steel Structural Buildings. Chicago: AISC; 2010.