A platform for research: civil engineering, architecture and urbanism
A platform for research: civil engineering, architecture and urbanism
Tests of a Precast Post-Tensioned Composite Bridge Girder Having Two Spans of 124 Feet
A prototype bridge girder was designed, built, and tested. The 250 ft long two-span girder was made of 3 precast segments about 88, 74, and 88 ft in length. The segments were supported on 3 final and 2 temporary supports. The joints were of cast-in-place concrete, as was the composite deck. After the site-cast concrete was cured, the structure was post-tensioned to establish continuity and the temporary supports were removed. The two longer segments were pretensioned to resist the girder and deck dead loads, while the shorter segment was reinforced with deformed bars for the same loads. The structure was subjected to a series of loadings, during which deflections, reactions, and concrete strains were measured. The loads approximated AASHTO HS-20 vehicles. The first 4 tests were to service loads, with total applied loads of 73.6 kips. The structure remained elastic and crack free during these tests. Two tests were to the design ultimate load, 198.7 kips. A load of 328.2 kips was applied in the final test without causing failure. The final loading was applied to produce maximum shear in one splice, and a shear failure, complicated by large flexural deformations, appeared to be developing when the test ended. The final test produced a maximum deflection of 10.8 in., and a residual of about 1.0 in. The joint details used in the prototype structure were adequate, and the presence of the joint had no influence on the behavior of the structure until extremely large overloads were reached.
Tests of a Precast Post-Tensioned Composite Bridge Girder Having Two Spans of 124 Feet
A prototype bridge girder was designed, built, and tested. The 250 ft long two-span girder was made of 3 precast segments about 88, 74, and 88 ft in length. The segments were supported on 3 final and 2 temporary supports. The joints were of cast-in-place concrete, as was the composite deck. After the site-cast concrete was cured, the structure was post-tensioned to establish continuity and the temporary supports were removed. The two longer segments were pretensioned to resist the girder and deck dead loads, while the shorter segment was reinforced with deformed bars for the same loads. The structure was subjected to a series of loadings, during which deflections, reactions, and concrete strains were measured. The loads approximated AASHTO HS-20 vehicles. The first 4 tests were to service loads, with total applied loads of 73.6 kips. The structure remained elastic and crack free during these tests. Two tests were to the design ultimate load, 198.7 kips. A load of 328.2 kips was applied in the final test without causing failure. The final loading was applied to produce maximum shear in one splice, and a shear failure, complicated by large flexural deformations, appeared to be developing when the test ended. The final test produced a maximum deflection of 10.8 in., and a residual of about 1.0 in. The joint details used in the prototype structure were adequate, and the presence of the joint had no influence on the behavior of the structure until extremely large overloads were reached.
Tests of a Precast Post-Tensioned Composite Bridge Girder Having Two Spans of 124 Feet
A. I. Fadl (author) / Q. L. Gamble (author) / B. Mohraz (author)
1977
180 pages
Report
No indication
English
Long post-tensioned bridge spans 216 ft
Engineering Index Backfile | 1958
PRECAST, POST-TENSIONED BRIDGE REPAIR SOLUTIONS
| British Library Conference Proceedings | 2006
Post-tensioned precast composite slabs
| British Library Online Contents | 2014
Precast Post-tensioned Segmental Box-Girder Bridges in Vancouver, B.C.
| British Library Conference Proceedings | 1990
| British Library Conference Proceedings | 1999