Connection of Simple-Span Precast Concrete Girders for Continuity (2004) / Chapter Skim
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Appendix B - Details of the Experimental Program
Appendix B - Details of the Experimental Program
Pages 59-68
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From page 59... ...
The prestressing strand was Grade 270 low relaxation. CONNECTION CAPACITY: STUB SPECIMEN TESTS Connection Details The stub specimens consisted of two 16-ft-long AASHTO Type II girders connected by a diaphragm (see Figure B-1)
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From page 60... ...
The section is treated as a regular reinforced concrete section and uses 0.9 as the understrength factor. For the bent-bar connection, the composite cross section was designed as a regular reinforced concrete section with an ultimate capacity of 1.2 Mcr.
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A load cell placed under the stationary end verified that the loading was correct. The specimen was loaded to simulate a condition where the time dependent and the temperature effects created a positive moment of Mcr, and then traffic loads cycled the moment at the connection above or below Mcr.
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Loading yoke. LOAD CELLS GIRDER VIBRATING WIRE STRAIN GAGE DCDT DIAPHRAGM Figure B-5.
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The positive moment connection was designed as a reinforced concrete section using the composite cross section and the strength of the diaphragm concrete. As with the stub specimens, the connection was designed for a capacity of 1.2 Mcr.
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Figure B-8. Full-size bent bar specimen.
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From page 65... ...
Location of vibrating wire gages in the full-size specimen diaphragm.
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From page 66... ...
To generate the cracking moment of 417 k-ft, an internal moment of 278 k-ft was required. This could be achieved with a 1.375-in.-diameter Dywidag bar placed as shown in Figure B-12 and tensioned to the maximum allowable force of 160 k.
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From page 67... ...
Span 2 was unloaded. The upward loads created positive moment, and downward loads created negative moment.
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From page 68... ...
Behavior of Untensioned-Bonded Prestressing Strand. Final Report 77-1, Missouri Cooperative Highway Research Program, Missouri State Highway Department, June 1980.
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