| An experimental and analytical investigation as conducted regarding the behavior of reinforced concrete skew bridge decks with Ontario-type reinforcement. A series of parametric studies was also conducted to investigate the effect on bridge performance, of some design variables which were not studied experimentally.;In the experimental part of the investigation, a full-scale model representing the essential behavior of a full skew bridge was built and tested in the Ferguson Structural Engineering Laboratory of the University of Texas at Austin. Using a finite element analysis program, the skew bridge test specimen was developed to behave like the full skew bridge. The test specimen had details similar to those required by the Ontario Highway Bridge Design Code, modified as recommended by the Texas State Department of Highways and Public Transportation.;Three series of tests were conducted on the skew bridge test specimen: two at the skew edges, and one at the center. At each test location, the skew bridge specimen was first fully loaded statically to approximately 60 kips (about 3 times the current AASHTO HS20 truck load, including impact factor). The specimen was then tested to failure at each test location, using monotonically increasing load.;The skew bridge deck performed satisfactorily under the current AASHTO design load levels as well as the overload conditions (about three times the current AASHTO design wheel load). The skew edges failed by shear; the center, by punching shear.;To check the experimental results and permit their extension to bridge decks other than the one studied experimentally, a detailed finite element model of the specimen was developed using a structural analysis program. A sequence of linear analyses was used to predict the nonlinear behavior of the deck. This approach was checked using a nonlinear analysis program, and found to be accurate and economical.;Using a rectangular bridge model, parametric studies were conducted to determine the effects on bridge deck performance, of the design variables such as span-to-depth ratio of deck, width of cantilever overhand, presence of integral barriers, and longitudinal spacing of live loads. (Abstract shortened with permission of author.). |
