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

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In addition to the process verification and post-works inspections, there is generally a contractual requirement that the contractor provide a warranty for the works. The term of the warranty varies by utility, and, in France and Germany, there are legal limits on warranty periods enshrined in national law. Table 8-10 shows the warranty periods of the utilities interviewed. Table 8-10. Warranty Periods on Rehabilitation Works Utility Warranty Period Thames Water Framework contractor does all remediation under his contract during its term Severn Trent Water Framework contractor does all remediation under his contract during and after its term Agglomeration de Chartres 1 year (statutory in French law) Agglomeration des Hauts-de-Bièvre 1 year (statutory in French law) Göttingen Stadtentwässerung 4 years (statutory in German VOB contract law) Technische Betriebe der Stadt 4 years (statutory in German VOB contract law) Leverkusen Public Utilities Board Singapore 2 years Queensland Urban Utilities 1 year. Approx. 3% of installation needs remediation Sydney Water 2 years. Approx. 1% of installation needs remediation 8.6 Utilities’ Views on Effectiveness of Sewer Rehabilitation 8.6.1 Based on Long-Term Samples. Of the utilities interviewed, four have taken samples for testing from CIPP installations after a period in service: Thames Water; Göttingen, Public Utilities Board Singapore; and Queensland Urban Utilities/Brisbane. In addition, Leverkusen has undertaken CCTV surveys after 10 and 15 years in service and Sydney Water has done so after 12 years of service in one line. Thames Water: The original Insituform liner installed in the Brick Lane Sewer was examined in June 1991. Two panels were cut from the sidewall of liner along the spring line of the sewer about 3 ft from an access manhole. The location was revisited in October 2001 and two sample panels about 1 foot square were removed from an area of the sidewall about 4 ft into the sewer. In each instance, test pieces were machined from the test panels and tested in accordance with the relevant testing specifications: BS2782 Part 3 Method 335A:1978 in 1991 and U.K.WIS 4-34-04/BS EN ISO 178 in 2001. The results are provided in Table 8-11. Table 8-11. Test Results from First CIPP Installation Sample Mean Industry Standard Flexural Property 20 Year 30 Year WIS4-34-04 ASTM F1216 Modulus MPa 2900 3300 2200 Modulus psi 420,000 480,000 250,000 Strength MPa 46 43 25 Strength psi 6,700 6,200 4,500 It is anticipated that Insituform Technologies Ltd. will seek the agreement of Thames Water to sample this unique installation again in 2011. 114
Göttingen Stadtentwässerung: Göttingen has taken samples of CIPP lining after 5 and 10 years in service, and some after 12 years. Pieces roughly the size of a sheet of letter paper were removed in sewers 250 to 600 mm (10 to 24 in.) in diameter. A total of 50 samples were tested by the Institute for Underground Infrastructure (Institut für Unterirdische Infrastruktur gGmbH [IKT]) for: elastic modulus; bending stiffness; thickness; and watertightness. No results were made available but, on the basis of the results, Göttingen considers CIPP to have an effective service life of 50 years. Public Utilities Board Singapore: They have carried out inspections of historic rehabilitation projects, typically after about 10 years in service. The findings are shown in Table 8-12. Table 8-12. Findings from Retrospective Samples of CIPP in Singapore Location and Date Date Installed Inspected Diameter Thickness Length Data Collected Upper Paya Lebar Rd 10/30/2008 225 mm NA 15.4 m Good condition (no (1998) defect) Kim Seng Rd (2000) 08/26/2009 225 mm NA 34.3 m Good condition (no defect) Bishan Street 13 ( 1998) 05/29/2009 300 mm NA 43.5 m Good condition (no defect) Ubi Ave 1 btw blk 338/339 (1999) 02/09/2009 150 mm NA 64 m Bulging liner Geylang Rd (1999) NA = not available 05/30/2009 300 mm NA 37.8 m Longitudinal wrinkle Queensland Urban Utilities - Brisbane: An installation from 1985 comprising 1.9 km of 12 mm thick 750 mm and 825 mm 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. 8.6.2 Based on CCTV Inspections. Sydney undertook CCTV inspection of approximately 100 m of 990 × 660 mm ovoid CIPP lining after 15 years of service. No significant defects were noted. Leverkusen has undertaken CCTV inspections after 10 and 15 years in pipes from 250 to 1,200 mm diameter and has not identified any specific problems that raise concern over the general performance of CIPP liners. They also inspect liners as part of routine maintenance of their network. They plan to start taking coupons and testing them in the future now that they have a larger program of CIPP works. In general, the findings from these investigations after a period in service indicate that there is no serious deterioration in performance of the CIPP linings. None of the findings has raised concerns over the service life, and those defects found are often considered to be installation issues rather than inherent weaknesses of the products themselves. The only exception to this is QUU’s concern over resistance to jetting. This was also raised in Germany, where jetting is considered to be the reason for the general failure of short liners. 8.6.3 Based on General Experience. Two of the utilities interviewed, Göttingen and PUB Singapore, have a policy of trying to achieve a watertight sewerage system. Göttingen is more concerned 115
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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
Page 81 and 82: 5.1 Introduction 5.0: CITY OF COLUM
Page 83 and 84: April 16, 2010 The specimen was rec
Page 85 and 86: The resulting gradation curves are
Page 87 and 88: Table 5-4. Soil pH at Designated Lo
Page 89 and 90: Figure 5-8. Average Thickness at Di
Page 91 and 92: 5.2.12 Flexural Testing. Specimens
Page 93 and 94: Figure 5-14. Flexural Stress-Strain
Page 95 and 96: Figure 5-16. Tensile Stress-Strain
Page 97 and 98: 5.2.15 Buckling Test. A mechanical
Page 99 and 100: Figure 5-24. Localized Leak on the
Page 101 and 102: Figure 5-26. Barcol Hardness Readin
Page 103 and 104: 5.3.3 Visual Inspection of Liner. I
Page 105 and 106: Figure 5-32. Ultrasonic Testing for
Page 107 and 108: Table 5-13. Geometric Data for Flex
Page 109 and 110: Figure 5-38. Shore D Hardness of Co
Page 111 and 112: 6.1 Introduction 6.0: REVIEW AND CO
Page 113 and 114: Overall, the liners appear to be ho
Page 115 and 116: age difference between the liners i
Page 117 and 118: Looking for correlations to the low
Page 119 and 120: A significantly lower range of Shor
Page 121 and 122: 7.0: RECOMMENDED TEST PROTOCOL FOR
Page 123 and 124: combining this broadly available in
Page 125 and 126: Table 7-3. Overall Structure for a
Page 127 and 128: Table 8-2. CIPP and Other Rehabilit
Page 129 and 130: Table 8-5. Rehabilitation Specifica
Page 131: 113 Table 8-9. Process Verification
Page 135 and 136: experience and quality, and do not
Page 137 and 138: km of pipe and 50-year-old pipes ar
Page 139 and 140: methods are detailed in the Guide t
Page 141 and 142: The business of pipeline rehabilita
Page 143 and 144: • Destructive testing (but will n
Page 145 and 146: In Denver, in CCTV inspections of n
Page 147 and 148: 9.2 Recommendations for Future Work
Page 149 and 150: Falter, B. 1996. “Structural Anal
Page 151 and 152: Lehmann, M.A, J.P. Schroeder and C.
Page 153 and 154: APPENDIX A LIST OF TEST STANDARDS R
Page 155 and 156: The following table lists the non-A
Page 157 and 158: B.1 Introduction This study was con
Page 159 and 160: Mean thickness values for each cont
Page 161 and 162: APPENDIX C INTERNATIONAL STUDY INTE
Page 163 and 164: The original Insituform liner insta
Page 165 and 166: However, the figures published by O
Page 167 and 168: exfiltration and infiltration. Any
Page 169 and 170: STW uses CIPP for virtually all of
Page 171 and 172: method. Top hat repairs to junction
Page 173 and 174: All design and construction supervi
Page 175 and 176: Process verification test samples a
Page 177 and 178: consultant born out of the corporat
Page 179 and 180: BW continues to use CIPP, mainly in
Page 181 and 182: East, but has not yet had marked su
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