Below is the uncorrected machine-read text of this chapter, intended to provide our own search engines and external engines with highly rich, chapter-representative searchable text of each book. Because it is UNCORRECTED material, please consider the following text as a useful but insufficient proxy for the authoritative book pages.
69 REFERENCES AASHTO (1998). AASHTO LRFD Bridge Design Specifications.. 2nd Edition with annual updated interims, Washington, DC. AASHTO (2003). Guide Manual for Condition Evaluation and Load and Resistance Factor Rating (LRFR) of Highway Bridges, Washington, DC. AASHTO (2004). AASHTO Bridge Design Specifications, 3rd Edi- tion, Washington, DC. Ahn, I.-S., et al. (2004). âEffective Flange Width Provisions for Composite Steel Bridges,â Engineering Structures, 26[12], pp.1843â1851. American Society of Civil Engineers (1979). Structural Design of Tall Steel Buildings, New York. ANATECH Corp. (1997). ANACAP-U Concrete Analysis Program Userâs Manual, Version 2.5, San Diego, CA. ATC/MCEER Joint Venture (2002). NCHRP Report 472: Compre- hensive Specification for the Seismic Designs of Bridges, Transportation Research Board of The National Academies, Washington, DC. Byers, D. (1999). Evaluation of the Effective Slab Width for Com- posite Cable-Stayed Bridge Design, Ph. D. Thesis, University of Kansas. Carden, L.P., et al. (2003). âComposite Action in Steel Girder Bridge Superstructures Subjected to Transverse Earthquake Loading,â Transportation Research Record 1814, Trans- portation Research Board of The National Academies, Wash- ington, DC. pp.245â252. Chen, S.S., et al. (2001). âEffective Slab Width for Composite Steel Bridge Members (NCHRP Project 12-58), Preliminary Draft Interim Report. Chiewanichakorn, M. (2005). Intrinsic Method of Effective Flange Width Evaluation for Steel-Concrete Composite Bridges, Ph.D. Dissertation, University at Buffalo, State University of New York, Buffalo, New York. Chiewanichakorn, M., et al. (2004). âEffective Flange Width Defi- nition for Steel-Concrete Composite Bridge Girder,â Journal of Structural Engineering, ASCE. Daniels, J.H., and Fisher, J.W. (1967). âStatic Behavior of Contin- uous Composite Beams,â Fritz Engineering Laboratory Report No. 324.4, Department of Civil Engineering, Lehigh University, Bethlehem, PA. Daniels, J. H., et al. (1989). NCHRP Report 319: After-Fracture Redundancy in Steel Two-Girder Bridges, Transportation Research Board of The National Academies, Washington, DC. Garcia, I., and Daniels, J. H. (1971). âNegative Moment Behavior of Composite Beams,â Fritz Laboratory Report No. 359.4, Lehigh University, Bethlehem, PA. Kathol, S., et al. (1995). âStrength Capacity of Steel Girder Bridges,â Final Report NO. RES1 (0099) R469, Nebraska University, Lincoln. Moffatt, K.R., and Dowling, P.J. (1978). âBritish Shear Lag Rules for Composite Girders,â Journal of Structural Division, ASCE, 104[7], pp.1123â1130. Michael Baker, Jr., Inc. et al. (2003). NCHRP Report 485: Bridge SoftwareâValidation Guidelines and Examples, Transporta- tion Research Board of The National Academies, Washing- ton, DC. Montgomery, D.C. (2001). Design and Analysis of Experiments, 5th Edition, John Wiley & Sons. Oehlers, D.J., and Coughlan, C.G. (1986). âThe Shear Stiffness of Stud Shear Connectors in Composite Beams,â Journal of Constructional Steel Research, Vol. 6, pp.273â284. Rashid, Y.R. (1968). âUltimate Strength Analysis of Prestressed Concrete Pressure Vessels,â Nuclear Engineering and Design, Vol. 7, pp.334â344.