| 1. |
- Scordelis, Alex C, et al.
(author)
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Time-dependent behavior of concrete box girder bridges
- 1979
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In: Journal of the American Concrete Institute. - 0002-8061. ; 76:1, s. 159-177
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Journal article (peer-reviewed)abstract
- Time-dependent deflections and strain histories under sustained dead load, after successively increasing overload conditions, are presented for two 1:2.82 scale reinforced concrete models of a two-lane prototype bridge in California having two 30. 9 m spans with a single column bent at the center. The two models had the same four cell cross section but one was straight in plan, while the other was curved. The experimental data for the two bridge models are presented and compared with each other as well as with theoretical predictions. Time-dependent responses of the two bridges were quite similar. Maximum dead load deflection after 4 months and the application and removal of heavy overloads was about 4 times the initial deflection.
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| 2. |
- Scordelis, Alexander C, et al.
(author)
-
Ultimate strength of curved RC box girder bridge
- 1977
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In: Journal of the Structural division (1956-1982). - 0044-8001. ; 103:8, s. 1525-1542
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Journal article (peer-reviewed)abstract
- Results obtained in a study of a large-scale curved two-span four-cell reinforced concrete box girder bridge model are presented. The model, which was a 1:2. 82 scale replica of a prototype, had overall plan dimensions of 72 ft (21 m) long by 12 ft (3. 7 m) wide. The radius of curvature was 100 ft (30. 5 m). This represents the sharpest curvature normally used for bridges in the California highway system. Experimental and theoretical results are considered for reactions, steel and concrete strains, deflections, and moments due to conditioning overloads producing stress values as high as 2. 5 times the nominal design stress. The loading to failure and the ultimate strength behavior is examined. The excellent live-load overload capacity of the bridge is evaluated and comparisons are made with the similar behavior of an earlier tested straight bridge model. Conclusions appropriate for the design of this type of bridge are given.
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