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Concrete In Australia : June 2013
Concrete in Australia Vol 39 No 2 53 was maintained across the joints at service and the limit was set to zero tension during construction load cases. Epoxy grout beds and packers were used for levelling and sealing the segments and to ensure stability during erection. Grouting was carried out from the base of the structure, ensuring that the grout penetrated all ducts. Four temporary VSL CT stress bars were designed to temporarily secure every two precast segments and compress the epoxy in the joints as they were erected prior to installing the permanent stress bars. 6.2 Cast insitu piles e site topography consisted of a relatively flat plain, incorporating a steeply incised valley containing the Werribee River. e subsurface layer generally consisted of a layer of moderate to high plasticity clay underlain by basalt. e depth of clay materials varied between 4 m to 6 m across the alignment. Each pier was designed to be supported on two 1500 mm diameter cast-insitu piles with an insitu pile cap, as shown in Figure 12. e 7.69 m x 2.28 m x 1.5 m insitu pile cap was poured with cast in nuts, bearing plate and PT Plus ducts for the pier stress bars above. All piers and corresponding piles were designed to resist the horizontal loads specified in AS 5100.2 with coexisting vertical loads. e substructure was also designed for the temporary horizontal loads based on 5% friction in bearings with the coexisting vertical loads during launching. 7.0 AQUEDUCT LAUNCHING AND ASSOCIATED STRUCTURAL ELEMENTS 7.1 Casting yard Casting the aqueduct on a launch bay on the bank of the river provided a safe and well controlled work environment on a prepared ground slab. A 25 m long casting yard was located 2 m behind the east end of the bridge, as shown in Figure 13. After the completion of the launching, the in-ground sections approaching the aqueduct were built directly on top of the casting bay. Additional foundations were constructed on short cast-insitu piles socketed into bedrock to eliminate settlement issues and to support the 21 m long launch bay. e remaining 4 m was left to be founded directly on soil to act as a removal bay for the soffit formwork with an isolation joint in between. Figure 9. Expansion joint. Figure 10. Expansion joint at invert. Figure 11. Aqueduct piers. Figure 12. Insitu pile cap.