Cast-in-Place Concrete Connections for Precast Deck Systems (2011) / Chapter Skim
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433 Chapter 13 Transverse Joint Details for Accelerated Bridge Construction: Fatigue Evaluation 13.0 Introduction This chapter presents a summary of the investigation of the U-bar detail used for the transverse joint (i.e., tension tests)
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434 4'' 5.5'' 1.125'' 2.5'' 4'' 5.5'' 1.125'' 2.5'' Shear Key Detail 32'' 32''7 .2 5 '' 15 '' Panel 1 Panel 2 See "Shear Key Detail" Centerline of Joint Figure 13.1.1: Dimension of transverse joint (tension) specimen 13.1.2.
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436 UB-3 UB-4 UB-2 4-2 LB1-m 3-2 2-2 LB-1 LB-2 UB-5 UB-4 UB-3 UB-2 UB-1 6" 2-1 4-1 3-1 2" 4" 2"4" 2" 4" (a) Strain gage configuration for U-bars 534 in LB1-m (b)
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437 (a) Before pouring (b)
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438 Figure 13.1.5: Profile of joint surface after sandblasting 13.1.5. Closure-Pour Materials The longitudinal joint, which is filled with closure-pour (CP)
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439 (a) Before grouting (b)
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440 Figure 13.1.7: Tension test setup The compressive strength of the concrete panel f'c and the compressive strength of grouted joint f'cj at the time of testing for each specimen are given in Table 13.1.2.
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441 Table 13.1.2: Compressive strength of concrete panel and grouted joint Panel (psi) Joint (psi)
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442 In the tests, the compression load was not applied to be conservative. During the fatigue test, the applied tension load was cycled between 12.8 kips (6.4 kips on each actuator)
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443 calculated tensile capacity. In Section 9.2.4, it was concluded that tensile capacities were reduced by reducing the concrete strength.
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444 13.1.10. Crack Width Development During the tests, the entire specimen was monitored for crack development, and crack widths were measured.
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449 Figure 13.1.13: Load-strain curve 13.1.12. Failure of Specimen The crack patterns at tensile failure for ST-O, FT-O, ST-7 and FT-7 are shown in Figure 13.1.14.
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452 Figure 13.1.15: Deformation of lacer bar 13.2. Conclusions Based on the parametric study and the experimental program, the following conclusions can be made: 1.
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