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• W2507646629 abstract "Experimental and numerical programs were carried out to study the Girder Distribution Factors (GDF) for the curved steel I-Girder bridges under Iraqi Standard bridge live loads, the dimension of the five simply supported bridge models was scaled down by (1/10) from full scale simply supported of 30m central span, which was designed according to AASHTO LRFD 2012 (1). The model central span is 3.0 m and the carriageway central radii are 30 m, 15m or 10m. Girder spacing of the first two models is 175 mm with an overall carriageway width of 650mm. Girder spacing of the other three bridge models is 200mm with the overall carriageway width of 700 mm. Overall depth of the composite section was 164 mm, these models manufacturing and testing under Iraqi Standard bridge live loads and the experimental results show that the curvature has a significant effect, while the girder spacing has a little effect on GDF. AASHTO 1993 method were conservative comparing with the experimental results, while there is a good convergence with Courbon's method. The ANSYS Worckbench 14.5 commercial software was adopted to build up the Finite Element model. Results have shown that the numerical model was slightly stiffer than the experimental test bridge model. A good agreement was obtained between the numerical and experimental results in estimating the GDF under Iraqi Standard bridge live loads for all models. The dead load and superimposed (deck slab, wearing surface, and curbs or traffic barriers) affect the lateral live load distribution in curved bridge, these loads cannot be distributed equally to the all girders because of the curvature tends to increase the longitudinal moment in the exterior girder and decrease the longitudinal moment in the interior girder. A research depend on the collection of the field response data for the in-service three horizontally composite curved I-girder bridges show that the experimentally derived Girder distribution Factor (GDF) for both single and double truck test for all bridge under consideration are not exceeds specification GDFs (2). The finite element analysis the three-span, curved steel I-girder bridge showed that the live load distribution results for positive moment have a large discrepancy with the results of AASHTO - V Load method (3). The main conclusion obtained from field collection data study for the curved I-girder bridge were that the peak bending stresses approximately reached to 75% of the yield stress in the girders due to combined dead and live loads under condition of static test and the girder load share (girder distribution factor) depend on the longitudinal and" @default.
• W2507646629 created "2016-09-16" @default.
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• W2507646629 date "2016-01-01" @default.
• W2507646629 modified "2023-09-24" @default.
• W2507646629 title "Distribution Factor of Curved I-Girder Bridges under Iraqi Standard Bridge Live Loads" @default.
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