Click for next page ( 70


The National Academies | 500 Fifth St. N.W. | Washington, D.C. 20001
Copyright © National Academy of Sciences. All rights reserved.
Terms of Use and Privacy Statement



Below are the first 10 and last 10 pages of uncorrected machine-read text (when available) of this chapter, followed by the top 30 algorithmically extracted key phrases from the chapter as a whole.
Intended to provide our own search engines and external engines with highly rich, chapter-representative searchable text on the opening pages of each chapter. Because it is UNCORRECTED material, please consider the following text as a useful but insufficient proxy for the authoritative book pages.

Do not use for reproduction, copying, pasting, or reading; exclusively for search engines.

OCR for page 69
69 REFERENCES AASHTO (1998). AASHTO LRFD Bridge Design Specifications.. Chiewanichakorn, M., et al. (2004). "Effective Flange Width Defi- 2nd Edition with annual updated interims, Washington, DC. nition for Steel-Concrete Composite Bridge Girder," Journal AASHTO (2003). Guide Manual for Condition Evaluation and of Structural Engineering, ASCE. Load and Resistance Factor Rating (LRFR) of Highway Daniels, J.H., and Fisher, J.W. (1967). "Static Behavior of Contin- Bridges, Washington, DC. uous Composite Beams," Fritz Engineering Laboratory AASHTO (2004). AASHTO Bridge Design Specifications, 3rd Edi- Report No. 324.4, Department of Civil Engineering, Lehigh tion, Washington, DC. University, Bethlehem, PA. Ahn, I.-S., et al. (2004). "Effective Flange Width Provisions for Daniels, J. H., et al. (1989). NCHRP Report 319: After-Fracture Composite Steel Bridges," Engineering Structures, 26[12], Redundancy in Steel Two-Girder Bridges, Transportation pp.18431851. Research Board of The National Academies, Washington, American Society of Civil Engineers (1979). Structural Design of DC. Tall Steel Buildings, New York. Garcia, I., and Daniels, J. H. (1971). "Negative Moment Behavior ANATECH Corp. (1997). ANACAP-U Concrete Analysis Program of Composite Beams," Fritz Laboratory Report No. 359.4, User's Manual, Version 2.5, San Diego, CA. Lehigh University, Bethlehem, PA. ATC/MCEER Joint Venture (2002). NCHRP Report 472: Compre- Kathol, S., et al. (1995). "Strength Capacity of Steel Girder hensive Specification for the Seismic Designs of Bridges, Bridges," Final Report NO. RES1 (0099) R469, Nebraska Transportation Research Board of The National Academies, University, Lincoln. Washington, DC. Moffatt, K.R., and Dowling, P.J. (1978). "British Shear Lag Rules Byers, D. (1999). Evaluation of the Effective Slab Width for Com- for Composite Girders," Journal of Structural Division, posite Cable-Stayed Bridge Design, Ph. D. Thesis, University of Kansas. ASCE, 104[7], pp.11231130. Carden, L.P., et al. (2003). "Composite Action in Steel Girder Michael Baker, Jr., Inc. et al. (2003). NCHRP Report 485: Bridge Bridge Superstructures Subjected to Transverse Earthquake Software--Validation Guidelines and Examples, Transporta- Loading," Transportation Research Record 1814, Trans- tion Research Board of The National Academies, Washing- portation Research Board of The National Academies, Wash- ton, DC. ington, DC. pp.245252. Montgomery, D.C. (2001). Design and Analysis of Experiments, 5th Chen, S.S., et al. (2001). "Effective Slab Width for Composite Steel Edition, John Wiley & Sons. Bridge Members (NCHRP Project 12-58), Preliminary Draft Oehlers, D.J., and Coughlan, C.G. (1986). "The Shear Stiffness of Interim Report. Stud Shear Connectors in Composite Beams," Journal of Chiewanichakorn, M. (2005). Intrinsic Method of Effective Flange Constructional Steel Research, Vol. 6, pp.273284. Width Evaluation for Steel-Concrete Composite Bridges, Rashid, Y.R. (1968). "Ultimate Strength Analysis of Prestressed Ph.D. Dissertation, University at Buffalo, State University of Concrete Pressure Vessels," Nuclear Engineering and New York, Buffalo, New York. Design, Vol. 7, pp.334344.