Advanced Steel Construction

Vol. 15, No. 2, pp. 173-184 (2019)




Rui-Li Shen, Lun-Hua Bai *, Song-Han Zhang

Department of Bridge Engineering, Southwest Jiaotong University, 111 North Second Ring Rd., Chengdu610031, China

*(Corresponding author: E-mail:This email address is being protected from spambots. You need JavaScript enabled to view it.)

Received: 17 October 2017; Revised: 26 July 2018; Accepted: 26 August 2018




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The steel box section, with its excellent performance, has been extensively applied in self-anchored suspension bridges. The ultimate capacity of such sections, which needs to be exactly predicted, is crucial to the safety of the whole bridge. A narrow type steel box section (NTSBS) with width to height ratio of 4.18 is deployed in Egongyan Rail Special Bridge, which is a railway self-anchored suspension bridge with 1120 m span in total. In order to comprehensively investigate the ultimate capacity of NTSBS, the behavior of NTSBS under the most unfavorable internal forces is herein studied by means of experiments and numerical simulations. Firstly, a representative steel box girder is selected to be an experimental rescale model and the most unfavorable internal forces are determined by computation analysis. Then, a load test is conducted on the rescale model of NTSBS girder. The experimental method is introduced, including the loading method and layout of measuring points. During this loading procedure, the prestress loss of the steel strands in the self-loading system is considered in order to improve the accuracy of the actual eccentric loading. Subsequently, a finite element (FE) model meshed by shell element is validated using the test results and is used to investigate effects of residual stress and geometric imperfections. Finally, the FE method is extrapolated to the full scale model, the actual ultimate capacity is obtained, and effect of geometric imperfections of mid webs and failure mechanism are investigated.



Narrow type steel box section, Eccentric compressive experiment, Finite element analysis, Ultimate capacity, Tee stiffener, Local buckling


[1] European Committee forStandardization, Design of Steel Structures. Part 1-5: Plated Structural elements, Brussels, Belgium, 2003.

[2] British Standard Institution,BS5400: Part 6, Steel, Concrete and Composite Bridges-part 6: Specification for Materials and Workmanship,London, British,1999.

[3] Chongqing Communications Technology Research & Design Institute,Guidelines for Design of Highway Cable-stayed Bridge. Guidelines for Design of Highway Cable-stayed Bridge, Beijing,China,2007.

[4] Jung M.R, Jang M.J., Attard M.M. and Kim M.Y.,“Elastic stability behavior of self-anchored suspension bridges by the deflection theory”,International Journal of Structural Stability & Dynamics, 17(4), 1-23, 2016.

[5] Hu J.H., Wang L.H., Shen R.L.,Xiang J.J. and Tang M.L., “Research on the stability of long span self-anchored suspension bridges”,Journal of Hunan University, 35(5), 12-15, 2008.

[6] ChouC.C.,UangC.M.andSeibleF.,“Experimentalevaluation of compressive behavior of orthotropic steel plates for the new San Francisco–Oakland Bay Bridge”,Journal of Bridge Engineering,11(2), 140-150, 2006.

[7] Li L.F., Shao X.D. andYi W.J., “Model test on local stability of flat steel box girder”, China Journal of Highway and Transport,20(3), 60-65, 2007.

[8] Grondin G.Y., ElwiaA.E.andCheng J.J.R.,“Buckling of stiffenedsteel plates—aparametric study”,Journal of Constructional Steel Research, 50(2), 151-175, 1999.

[9] Shen H.X.,“Ultimate capacity of welded box section columns with slender plate elements”,Steel and Composite Structures, 13(1), 15-33, 2012.

[10] Zhang J., Wang C.L. andGe H., “A simplified method for seismic performance evaluation of steel bridge piers with thin-walled stiffened box sections”,Advanced Steel Construction, 10(4), 372-384,2014.

[11] ChenK.M., WuQ.X., NakamuraS. andChenB.C.,“Experimental and numerical study on compressive behavior of convex steel box section for arch rib”, Engineering Structures,114(1), 35-47. 2016.

[12] EstefenS.F., Chujutalli J.H. andSoares C.G.,“Influence of geometric imperfections on the ultimate strength of the double bottom of a suezmax tanker”, Engineering Structures, 127(5), 287-303, 2016.

[13] YarnoldM.T., Wilson J.L., Jen W.C. and Yen B.T.,“Local buckling analysis of trapezoidal rib orthotropic bridge deck systems”,Bridge Structures, 3(2), 93-103, 2007.

[14] Ellobody E.,“Interaction of buckling modes in railway plate girder steel bridges”,thin-walled structures, 115(6), 58-75, 2017.

[15] Nie J.G.,ZhouM.,Wang Y. H.Fan J.S. andTao M.X., “Cable anchorage system modeling methods for self-anchoredsuspension bridges with steel box girders”,Journal of Bridge Engineering, 19(2), 172-185, 2014.

[16] Olmati P., Gkoumas,K., Brando F. and Cai L.L., “Consequence-based robustness assessment of a steel truss bridge”,Steel andComposite Structures, 14(4), 379-395, 2013.

[17] TangM. L.,Shen R. L.andQiangS. Z., “Analytic theories and software development of spatial non-linearity staticand dynamic of long-span suspension bridge”,Bridge Construction,30(1), 9-12,2000.

[18] Sheikh I.A., Grondin G.Y.and Elwia A.E.,“Stiffened steel plates under uniaxial compression”,Journal of Constructional Steel Research,58(5), 1061-1080, 2002.

[19] Luka P., Bernadette F., Ulrike K., Darko B.,“Finite element simulation of slender thin-walled box columns by implementing real initial conditions”,Advances in Engineering Software,44(1), 63-74,2012.

[20] Shi G., Liu Z., Ban H.Y.,Zhang Y. Shi Y.J. and Wang Y.Q.,“Tests and finite element analysis on the local buckling of 420 MPa steel equal angle columns under axial compression”,Steel and Composite Structures, 12(1), 31-51, 2011.

[21] Yuan H.X., Wang Y.Q., Gardner L. andShi Y.J., “Local–overall interactive buckling of welded stainless steel box section compression members”,Engineering Structures,67(8), 62-76,2014.

[22] ChatterjeeS.,The Design of Modern Steel Bridges,(Second Edition),Blackwell Science Ltd,London, 2008.