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

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The benefits of the Quebec study were seen to be that rumors about rehabilitation performance can be addressed and that information critical to life cycle analysis of rehabilitation efforts could be collected. A strategic decision was made in the study to cover as much of the rehabilitation work as possible so that the general condition of rehabilitated lines and any visible defects could be identified. This led to the broad use of CCTV for the assessment work. Specific samples were to be collected for quantitative analysis based on a review of the CCTV data and the available budget. A survey was sent out to the municipal participants to establish how many meters of rehabilitation had been accomplished in each municipality. The survey was also sent to contractors with the promise to keep the data as confidential as possible. On the water rehabilitation side, the collection of data on rehabilitated lines had been relatively simple since there were only two contractors doing the water rehabilitation work. On the sewer side, the situation was more complex. The contractors had changed over time and there was a need to provide even representation in the study. Some cities had already conducted a 10-year evaluation of their own rehabilitation program, e.g., Quebec City for CIPP relining. CERIU had conducted a review of 12 techniques for manhole rehabilitation in 1999 and had followed up with further evaluation in 2004 and 2009. The evaluation techniques used were visual inspection plus hammer tapping to identify liner defects. The results of the inspection were good and a report was to be released soon. The universities participating in the current retrospective evaluation were focused on physical sampling for CIPP and pull-in-place liners, etc., but the budget was very limited. The committees for the project were making decisions about what should take precedence: inspection, sampling, or testing. Many cities have done prior CCTV inspection. Montreal has 20-year old grouting rehabilitation of manholes and mainlines that was recently been reinspected by CCTV in October 2009. Physical samples for sewer lines were planned to be retrieved principally from person-accessible locations (adjacent to manholes, person-entry diameter pipes, etc.). Concordia University was to do the testing and analysis. Both destructive and NDT methods were to be used. Some of the test parameters were to include: Manning’s coefficient, liner/sample dimensions, ease of repair, permeability at connections, flow, and pressure. Most municipalities have before and after CCTV scans for the rehabilitation. Some municipalities have follow-up CCTV one and five years later. Some of the municipalities involved in the Province study have mostly done grouting work and some mostly CIPP. Two pipe groups were anticipated for sample retrieval for water mains: 6 in. diameter and less and greater than 6 in. diameter. One meter long samples were expected in a full pipe sample retrieval. Studies of grouting effectiveness were planned to be done by internal pressure testing. Where the section would not pass, excavation was planned to see if a grout ball exists outside the pipe at this location. Testing specifics anticipated were: • Evidence of water leakage • General state • Hazen-Williams coefficient data (static and dynamic testing) • Water connection integrity • Pressure and flow data 124
• Destructive testing (but will not carry out toxicity testing) • Thickness of liner • Internal pressure testing • Verification of resin penetration at connections • Three-point bending tests to rupture • Live loading assessment • Peel resistance for coatings • Conformance of liner fracture to pipe fracture In summary, the Province of Quebec is undertaking a broad retrospective evaluation of rehabilitation technologies used for sewer collection pipes, manholes, and water distribution pipes with activities that are very complementary to the work described in this report. 125
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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
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 and 132: 113 Table 8-9. Process Verification
Page 133 and 134: Göttingen Stadtentwässerung: Göt
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: The business of pipeline rehabilita
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
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