Improved methods for decreasing stresses of concrete slab of large-span through tied-arch composite bridge

Abstract

Mechanical behavior of concrete slab of large-span through tied-arch composite bridge was investigated by finite element analysis (FEA). Improved methods to decrease concrete stresses were discussed based on comparisons of different deck schemes, construction sequences and measures, and ratios of reinforcement. The results show that the mechanical behavior of concrete slab gets worse with the increase of composite regions between steel beams and concrete slab. The deck scheme with the minimum composite region is recommended on condition that both strength and stiffness of the bridge meet design demands under service loads. Adopting in-situ-place construction method, concrete is suggested to be cast after removing the full-supported frameworks under the bridge. Thus, the axial tensile force of concrete slab caused by the first stage dead load is eliminated. Preloading the bridge before concrete casting and removing the load after the concrete reaching its design strength, the stresses of concrete slab caused by the second stage dead load and live load are further reduced or even eliminated. At last, with a high ratio of reinforcement more than 3%, the concrete stresses decrease obviously.

Keywords

composite bridge / concrete slab / tension / through tied-arch / large span / finite element method

References

[1] NakamuraS., MomiyamaY., HosakaT., HommaK.. New technologies of steel-concrete composite bridges [J]. Journal of Constructional Steel Research, 2002, 58(1): 99-130

[2] HaenselJ.. Composite bridge design: The reanimation of steel bridge construction [J]. Journal of Constructional Steel Research, 1998, 46(1/3): 54-55

[3] JacquesB.. Design development of steel-concrete composite bridges in France [J]. Journal of Constructional Steel Research, 2000, 55(1/3): 229-243

[4] ZhangY.-zhi.. Comparison of bridge structures of railway through truss composite bridges [J]. Journal of the China Railway Society, 2005, 27(5): 107-110

[5] GAO Jing-qing. Deck system of double-track through steel truss girder and composite girder [J]. Railway Standard Design, 2005(5): 73–75. (in Chinese)

[6] ZhouD., YeM.-xin.. Composite deck structure of large span through tied-arch bridge on high-speed railway [J]. Journal of Central South University: Science and Technology, 2009, 40(1): 256-262

[7] ChenL., LiX.-z., LiuD.-jun.. Composite deck system of through tied-arch bridge on high-speed railway [J]. China Railway Science, 2007, 28(5): 37-42

[8] LebetJ. P., NavarroM. G.. Influence of concrete cracking on composite bridge behaviour [C]. Proceedings of the 5th International Conference on Composite: Construction in Steel and Concrete V, 2006, New York, ASCE: 77-86

[9] NavarroM. G., LebetJ. P.. Concrete cracking in composite bridges: Tests, models and design proposals [J]. Structural Engineering International, 2001, 11(3): 184-190

[10] RammW., ElzS.. Behaviour and cracking of slabs as part of composite beams in regions with negative bending moments [C]. Proceedings of an Engineering Foundation Conference: Composite Construction in Steel and Concrete III, 1997, New York, ASCE: 871-886

[11] RyuH. K., ChangS. P., KimY. J., KimB. S.. Crack control of a steel and concrete composite plate girder with prefabricated slabs under hogging moments [J]. Engineering Structures, 2005, 27(11): 1613-1624

[12] RyuH. K., KimY. J., ChangS. P.. Crack control of a continuous composite two-girder bridge with prefabricated slabs under static and fatigue loads [J]. Engineering Structures, 2007, 29(6): 851-864

[13] LamD., ElliottK. S., NethercotD. A.. Parametric study on composite steel beams with precast concrete hollow core floor slab [J]. Journal of Constructional Steel Research, 2000, 54(2): 283-304

[14] YeM.-x., HuangQ., WuQ.-qin.. Analysis of steel-concrete composite structure with overlap slab of Xingguang bridge [J]. Journal of Central South University of Technology, 2007, 14(1): 120-124

[15] ZienkiewiczO. C., TaylorR. L.Finite element method [M], 2000, Oxford, Butterworth-Heinemann: 276-304