Rehabilitation of the Deacon Reservoir Cell 1 and 2 Interconnector Pipes by Sliplining Methods under Full Reservoir Head
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Résumé
Winnipeg, Manitoba, is a city in central Canada with a service area population of more than 700,000 people. Cell 1 and 2 of the Deacon Reservoir are critical components of the overall water supply system for the City providing seasonal balancing and emergency storage for the raw water supply system. Under normal operating conditions the two cells have 4.1 billion L of water in them or 47% of the total seasonal balancing and emergency storage in the system. Their maximum operating depth is 8.5 m. Cell No. 1 was constructed in 1972 and Cell No. 2 in 1978. The two cells are interconnected with 1829 mm (6 ft) high and 2,438 mm (8 ft) wide concrete box culverts that are predominately in 1.8 m long precast sections. The interconnector pipes have leaked extensively since their original construction. Considerable effort has been made to repair the original leaks including external soil grouting, channeling excess leakage to an adjacent underdrain system,0 an extensive program of installing hypalon diapers over the joints, and finally polyurethane injection of the joints. While many techniques were successful for a time, all had somewhat short effective design lives. Due to the high risk, cost, and logistical complexity of taking the reservoir cells out of service for rehabilitation work, a more robust long-term solution was desired, and the City wanted to employ mitigative alternatives that would have a considerably longer design life. Further, as emergency storage is a critical component of maintaining reliability of supply, the City desired a solution that could be implemented with the reservoirs in full service. After reviewing all established relining and rehabilitation technologies, the preferred option was to slipline the culverts with circular 1,600 mm DR 26 HDPE pipe. This is the largest solid wall HDPE pipe that can be extruded in North America. To complete the installation at full reservoir head required considerable innovation. The HDPE liner pipes were fused and tested on shore prior to being floated into position, sunk, and pulled into the culverts. To facilitate blocking the liner in place and the grouting of the large annulus in a controlled environment, a mechanical bulkhead utilizing pneumatic seals was designed and installed within the existing box culvert to facilitate dewatering each culvert without affecting the reservoir levels. While working under full reservoir head, concrete bulkheads were installed at each end of the lined section and the annulus between the existing box culvert and the HDPE liner was grouted with a very carefully designed and monitored controlled low strength, low density material (ACI 229-R2). The project was successfully completed in 2012/2013. The paper will provide an overview of the design and innovative construction process and the quality assurance procedures employed to confirm that the finished construction product met the design intent. Initial postinstallation monitoring results will also be presented.
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