Retrospective Evaluation of Cured-in-Place Pipe - (NEPIS)(EPA ...

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Australia; its first installation was in 1979. BW had already used sliplining for some 10 years prior to the first use of CIPP. The technologies used for sewer rehabilitation by BW are shown in Table C-7. Table C-7. Use of Rehabilitation Methods in Brisbane, Australia Method First Use Total Installed (km) Length in past year (km) CIPP 1979 45 (main sewers); 330 (laterals) 1.7 Spiral lining 1985 25.5 2.5 Sliplining 1968 9.5 Minimal PVC fold & form 1985 28.9 2.2 In addition to the main sewer and lateral lining, BW has installed 660 patch repairs and 120 tees/top hats using CIPP technology. Between 1979 and 1985, it used CIPP almost exclusively for its sewer rehabilitation requirements. At that time there was no viable alternative to CIPP, so BW continued to use it despite several problems. The problems encountered were: • Where there was a high head of groundwater over the pipe, there was leakage into the pipe during the installation. This caused holidays and areas of uncured resin. At that time, unsaturated polyester resin was exclusively used. • Poor bond of resin to concrete pipe. This led to risk of collapse. Liners shrunk away from the host pipe leaving an annular space. In deep sewers this was under high pressure. One installation was undertaken at 116 ft (35 m) deep. • Tendency of the ends of the CIPP to contract back into the pipe when cut, leaving a length of unlined sewer adjacent to manholes. • Operational risk. Brisbane has a sub-tropical climate and is subject to sudden and severe rainfall events at certain times of the year. When one of these occurs, the sewer system quickly becomes surcharged and it is necessary to stop all works in the system. If using CIPP, this results in a major problem as the liner is left partially cured and has to be painstakingly removed and the work repeated. • Installation risk. BW had one experience where an installation of 100 m (328 ft) length of 675 mm (27 in.) diameter CIPP was lost. The end plug holding the curing water blew out and all the curing water was lost. The sewer was 10 m (32.8 ft) deep and it was not possible to retrieve the partially cured liner, so it continued to cure, but slowly and not sufficiently to provide the necessary rehabilitation. It had to be cut into small pieces and extracted; this work took several months. As a result of these problems and also due to the problems of ensuring that the line was sufficiently dry for CIPP to cure, BW considers CIPP to be risky in sub-tropical climates and was open to alternatives. When spiral lining and PVC fold-and-form became available in 1985, BW tested them and switched to spiral lining as its main rehabilitation method. The more recent use of CIPP has been mainly in laterals. Spiral lining has two practical advantages for BW: • It can be undertaken with some flow in the pipe. • If there is a sudden rainfall event, it can easily be removed and the work repeated. C-17
BW continues to use CIPP, mainly in laterals. The current methods used are: • Installation: air inversion 80%; water inversion 15%; and pull-in and inflate 5% • Curing: steam 80%; hot water 15%; and UV 5% Recently, BW experienced a problem with a UV-cured installation. A liner failed to cure properly for unknown reasons, but BW suspects that it was due to contractor inexperience or equipment failure. The liner was removed by cutting it into small pieces, and successfully replaced with a similar UV-cured liner. However, BW considers that such failures are a rarity and that the systems are generally reliable; the technology is adequate, but that the problems occur with installers. A committed and experienced installing contractor is necessary. In order to ensure the quality of CIPP installation, BW has developed a specification based around the following standards: • EN13566-1:2002: plastics piping systems for renovation of underground non-pressure drainage and sewerage networks - General. • EN13566-4:2002: plastics piping systems for renovation of underground non-pressure drainage and sewerage networks - Lining with CIPP. • ISO175:1999: plastics - methods of test for the determination of the effects of immersion in liquid chemicals. • EN1542:1999: products and systems for the protection and repair of concrete structures. Test methods. • A jetting resistance test developed by BW. • The Darmstadt abrasion resistance test. Type testing is required for all materials used. Tests stipulated are: strain corrosion, creep, and chemical resistance. Samples from the installation are taken and tested in a third party laboratory for thickness, tensile modulus and watertightness. Post-installation CCTV survey is also required; it is linked to GIS data and the data is archived for future reference. Liners are also pressure tested where their location is considered critical, for example under embankments where the consequence of failure is high. The above items are QA/QC data required from the contractor, but BW is moving to a system of performance specification and requiring a guarantee from the manufacturers of proprietary products that this can be met. Products will be allowed based on such guarantees and the performance risk placed on the vendor. BW has undertaken inspection of CIPP installations after a period in service. An installation from 1985 comprising 1.9 km (1.18 mi) of 12 mm (0.47 in.) thick 750 mm (30 in.) and 825 mm (32.5 in.) diameter lining was inspected in 2002, i.e., after 17 years of service. The inspection was by CCTV only and no defects were noted. Since then, several further inspections by CCTV and man entry have been undertaken of this same line, and coupons taken. No defects were noted in the inspection. Coupons have been retrieved from certain pipes when pieces have been dislodged by high pressure jetting done for cleaning purposes, but have not been tested to establish their properties. This has raised concerns over jetting for cleaning in CIPP-lined pipes. BW has addressed this through changing its operational procedures for jetting by limiting pressure and using specific designs of nozzle. C-18
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EPA/600/R-12/004 | January 2012 | w
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DISCLAIMER The work reported in thi
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ACKNOWLEDGMENTS This report has bee
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samples had a flexural modulus valu
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CONTENTS DISCLAIMER ...............
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4.3.10.2 Upstream Sample ..........
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9.2.2 Recommendations for Developme
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Figure 5-27. Raman Spectra for the
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ABBREVIATIONS AND ACRONYMS AMP Asse
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1.0: INTRODUCTION This report forms
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1.2 Organization of the Report Foll
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Some sections of a sewer system may
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• The depth of the pipe below the
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Figure 2-3 highlights the main diff
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The most commonly used resins are i
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the glass fiber. The tube, which is
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3.0: DEVELOPMENT OF CIPP EVALUATION
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• The municipality would be willi
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• Measurements and/or physical sa
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Table 3-3. Laboratory Evaluation an
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4.1 Introduction 4.0: CITY OF DENVE
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Figure 4-1. Images of the Recovered
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Sample ID Figure 4-4. Soil Grain Si
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Location Table 4-5. Denver 8-in. Li
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Profile Plot Red - Steel tube Green
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Table 4-7. Results from Flexural Te
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35 Table 4-9. Comparison of Test Da
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4.2.12 Buckling Test. A steel mecha
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Figure 4-18. Pressure Gage and Pres
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4.2.13 Shore D Hardness. Durometer
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Figure 4-24. Barcol Hardness Readin
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increases and the heat of cure decr
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In summary, CCTV inspection of thre
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Figure 4-28. Thickness for Denver 4
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4.3.6.2 Downstream Sample. Seven sp
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Figure 4-34. Flexural Stress-Strain
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Table 4-18. Flexural Test Results f
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4.3.8.2 Upstream Sample. Specimens
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4.3.10 Barcol Hardness 4.3.10.1 Dow
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4.3.11.2 Downstream Sample. The Ram
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5.1 Introduction 5.0: CITY OF COLUM
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April 16, 2010 The specimen was rec
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The resulting gradation curves are
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Table 5-4. Soil pH at Designated Lo
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Figure 5-8. Average Thickness at Di
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5.2.12 Flexural Testing. Specimens
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Figure 5-14. Flexural Stress-Strain
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Figure 5-16. Tensile Stress-Strain
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5.2.15 Buckling Test. A mechanical
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Figure 5-24. Localized Leak on the
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Figure 5-26. Barcol Hardness Readin
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5.3.3 Visual Inspection of Liner. I
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Figure 5-32. Ultrasonic Testing for
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Table 5-13. Geometric Data for Flex
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Figure 5-38. Shore D Hardness of Co
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6.1 Introduction 6.0: REVIEW AND CO
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Overall, the liners appear to be ho
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age difference between the liners i
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Looking for correlations to the low
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A significantly lower range of Shor
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7.0: RECOMMENDED TEST PROTOCOL FOR
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combining this broadly available in
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Table 7-3. Overall Structure for a
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