{"id":67,"date":"2015-05-11T16:19:08","date_gmt":"2015-05-12T00:19:08","guid":{"rendered":"http:\/\/research.engineering.ucdavis.edu\/see\/?page_id=67"},"modified":"2015-05-11T16:19:08","modified_gmt":"2015-05-12T00:19:08","slug":"wheel-load-distributions-in-multi-cell-box-girder-bridges","status":"publish","type":"page","link":"https:\/\/research.engineering.ucdavis.edu\/see\/wheel-load-distributions-in-multi-cell-box-girder-bridges\/","title":{"rendered":"Wheel Load Distributions in Multi-Cell Box Girder Bridges"},"content":{"rendered":"

Although a simplified girder-line analysis is permitted by the 1998 AASHTO LRFD Bridge Design Specifications<\/em> for the design of highway bridges in the US, fairly tight constraints are imposed on a number of important design parameters. For the case of box-girder bridges, which are a common type of bridges in California, the AASHTO LRFD Specifications imposes limitations on the curvature of the bridge, variation of deck-width, skew of bridge support, girder spacing etc. More specifically, the simplified 2D girder-line analysis is limited to bridges with:<\/p>\n\n\n\n\n\n\n
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  • Constant Deck Width<\/span><\/em><\/li>\n<\/ul>\n<\/td>\n<\/tr>\n
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  • Number of Girders Great Than 4<\/span><\/em><\/span><\/li>\n<\/ul>\n<\/td>\n<\/tr>\n
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  • Parallel Girders of Approximately Equal Stiffness<\/span><\/em><\/li>\n<\/ul>\n<\/td>\n<\/tr>\n
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