Behavior of a Continuous Composite Box Girder with a Prefabricated Prestressed-Concrete Slab in Its Hogging-Moment Region
Publication: Journal of Bridge Engineering
Volume 20, Issue 8
Abstract
The application of prestress is a very effective way to prevent the cracking of the concrete slab in the negative-moment region of continuous composite girders, and using a prefabricated prestressed-concrete slab in this region is an easier option than posttensioning. To elucidate the structural response of a continuous composite box girder with a prefabricated prestressed-concrete slab, two large, 18-m-long specimens were fabricated and tested under short-term loading, and the results are reported in this paper. One, a control specimen, was a conventional composite girder with its concrete slab cast in situ, whereas the other was a composite box girder with a prefabricated prestressed-concrete slab in the negative-moment region. The relative slip between the steel girder and the concrete slab; the load-deflection response; the distribution of strain in the steel girder, reinforcement, and concrete slab; as well as the crack widths in the concrete slab were measured during the tests. The paper shows that, although the ultimate strengths of the two specimens are almost the same, the initial cracking load and serviceability limit state load of the specimen with a prefabricated prestressed-concrete slab are 3.16 and 2.61 times, respectively, those of the specimen with a conventional concrete slab. It is also shown that simple linear-elastic analysis leads to a close prediction of the load for initial cracking. By comparison, a continuous composite bridge beam with a prefabricated prestressed slab over its internal support is stiffer and less likely to experience the ingress of corrosive materials than one with a conventional RC slab is.
Get full access to this article
View all available purchase options and get full access to this article.
Acknowledgments
This research was sponsored by the Key Project of Chinese National Programs for Fundamental Research and Development (973 Program, Grant No. 2013CB036303). Partial support was provided to the third author by the Australian Research Council through an Australian Laureate Fellowship (FL100100063) awarded to him.
References
Ansourian, P. (1981). “Experiments on continuous composite beams.” Proc. Inst. Civ. Eng., 73(1), 25–51.
Ataei A., and Bradford, M. A. (2013). “FE modelling of sustainable semi-rigid flush end plate composite joints with deconstructable bolted shear connectors.” Proc., Int. Conf. on Composite Construction VII, ASCE, Reston, VA.
Basu, P. K., Sharif, A. M., and Ahmed, N. U. (1987). “Partially prestressed continuous composite beams. I.” J. Struct. Eng., 1909–1925.
Bradford, M. A. (1990). “Elastic local buckling of trough girders.” J. Struct. Eng., 1594–1610.
Bradford, M. A. (1994). “Buckling of post-tensioned composite beams.” Struct. Eng. Mech., 2(1), 113–123.
Bradford, M. A., and Johnson, R. P. (1987). “Inelastic buckling of composite bridge girders near internal supports.” Proc. Inst. Civ. Eng., 83(1), 143–159.
Bradford, M. A., and Kemp, A. R. (2000). “Buckling in continuous composite beams.” Prog. Struct. Mater. Eng., 2(2), 169–178.
Chen, S. (2005). “Experimental study of prestressed steel–concrete composite beams with external tendons for negative moments.” J. Constr. Steel Res., 61(12), 1613–1630.
Comité Euro-International du Béton. (1993). CEB-FIP model code 1990, Thomas Telford, London.
Dekker, N. W., Kemp, A. R., and Trinchero, P. (1995). “Factors influencing the strength of continuous composite beams in negative bending.” J. Constr. Steel Res., 34(2–3), 161–185.
Fan, J., Nie, J., Li, Q., and Wang, H. (2010a). “Long-term behavior of composite beams under positive and negative bending. I: Experimental study.” J. Struct. Eng., 849–857.
Fan, J., Nie, X., Li, Q, and Li, Q. (2010b). “Long-term behavior of composite beams under positive and negative bending. II: Analytical study.” J. Struct. Eng., 858–865.
Gilbert, R. I., and Bradford, M. A. (1995). “Time-dependent behavior of continuous composite beams at service loads.” J. Struct. Eng., 319–327.
Kwak, H.-G., and Seo, Y.-J. (2000). “Long-term behavior of composite girder bridges.” Comput. Struct., 74(5), 583–599.
Loh, H. Y., Uy, B., and Bradford, M. A. (2004a). “The effects of partial shear connection in the hogging moment regions of composite beams: Part I—Experimental study.” J. Constr. Steel Res., 60(6), 897–919.
Loh, H. Y., Uy, B., and Bradford, M. A. (2004b). “The effects of partial shear connection in the hogging moment regions of composite beams: Part II—Analytical study.” J. Constr. Steel Res., 60(6), 921–962.
Mallick, S. K., and Chattopadhyay, S. K. (1975). “Ultimate strength of continuous composite beams.” Build. Sci., 10(3), 189–198.
Ministry of Communication of China. (2004a). “Code for design of highway reinforced concrete and prestressed concrete bridges and culverts.” JTG D62-2004, China Communications Press, Beijing.
Ministry of Communication of China. (2004b). “General code for design of highway bridges and culverts.” JTG D60-2004, China Communications Press, Beijing.
Ministry of Construction of China. (2002). “Code for design of concrete structure.” GB50010-2002, China Communications Press, Beijing.
Ministry of Construction of China. (2003). “Code for design of steel structures.” GB50017-2003, China Planning Press, Beijing.
Oehlers, D. J., and Bradford, M. A. (1995). Composite steel and concrete structural members: Fundamental behaviour, Pergamon Press, Oxford, U.K.
Ramm, W., and Elz, S. (2000). “Ductility and cracking of slabs as part of continuous composite beams in regions with hogging bending moments.” Proc., Composite Construction in Steel and Concrete IV Conf., J. F. Hajjar, M. Hosain, W. S. Easterling, and B. M. Shahrooz, eds., ASCE, Reston, VA, 141–151.
Randl, E., and Johnson, R. P. (1982). “Widths of initial cracks in concrete tension flanges of composite beams.” IABSE Proc., 4(1982), 69–80.
Ryu, H.-K., Chang, S.-P., Kim, Y.-J., and Kim, B.-S. (2005). “Crack control of a steel and concrete composite plate girder with prefabricated slabs under hogging moments.” Eng. Struct., 27(11), 1613–1624.
Ryu, H.-K., Kim, Y.-J., and Chang, S.-P. (2007). “Crack control of a continuous composite two-girder bridge with prefabricated slabs under static and fatigue loads.” Eng. Struct., 29(6), 851–864.
Shim, C.-S., and Chang, S.-P. (2003). “Cracking of continuous composite beams with precast decks.” J. Constr. Steel Res., 59(2), 201–214.
Standards Australia. (2009). AS3600 concrete structures, Sydney, NSW, Australia.
Su, Q.-T., Yang, G.-T., and Wu, C. (2012). “Experimental investigation on inelastic behavior of composite box girder under negative moment.” Int. J. Steel Struct., 12(1), 71–84.
Trahair, N. S., Bradford, M. A., Nethercot, D. A., and Gardner, L. (2008). The behaviour and design of steel structures to EC3, Taylor & Francis, London.
Vrcelj, Z., and Bradford, M. A. (2009). “Inelastic restrained distortional buckling of continuous composite T-beams.” J. Constr. Steel Res., 65(4), 850–859.
Xu, C., Su, Q., Wu, C., and Sugiura, K. (2011). “Experimental study on double composite action in the negative flexural region of two-span continuous composite box girder.” J. Constr. Steel Res., 67(10), 1636–1648.
Information & Authors
Information
Published In
Journal of Bridge Engineering
Volume 20 • Issue 8 • August 2015
Copyright
© 2014 American Society of Civil Engineers.
History
Received: Jan 29, 2014
Accepted: Aug 22, 2014
Published online: Sep 12, 2014
Published in print: Aug 1, 2015
Authors
Metrics & Citations
Metrics
Citations
Download citation
If you have the appropriate software installed, you can download article citation data to the citation manager of your choice. Simply select your manager software from the list below and click Download.