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

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5.2.2 Timeline for Fieldwork Tuesday, April 13, 2010 7:30 AM Contractor’s (Bale) crew began staging equipment and preparing the site for the excavation. 8:00 AM Excavation began on asphalt roadway. The asphalt layer was approximately 4 in. thick with 4 in. of road base material compacted beneath. The excavation was carried out between manholes 0233S0013 and 0233S0010, from 254 ft to 264 ft west of manhole 0233S0013. 8:05 AM After removal of the asphalt pavement, a soil sample was taken at the sub-grade level. Sample No. 1 was collected and placed in a 1 gallon plastic bag. All samples were collected with a spade shovel and hand loaded into sample containers. 8:30 AM Excavation was halted and sample No. 2 was collected from the bottom of the trench at a depth of 3 ft. 9:45 AM In-service, 4 in. diameter, vitrified clay lateral was encountered. The lateral entered the main line from the south with a 90° bend. At the connection, concrete was poured to assist in keeping the lateral in place at the main line. No noticeable leaking was detected in this area. There was also a second, inactive lateral on the north side of the excavation. 10:00 AM Excavation encountered crown of pipe. Excavation was halted and sample No. 3 was collected from 6 ft below grade and immediately above the crown of the pipe. Sample No. 4 was collected from the side of the trench at elevation 5 ft below grade. 10:05 AM Excavation activity entered the area surrounding and below the pipe. Formation l consisted predominantly of native shale. Visual observation suggested good compaction around the pipeline. The bedding material was undisturbed with a solid beam support and good support at the spring lines. Normal condensation was observed around the outside of the clay host pipe. The clay host pipe was installed with 2 ft joints. 10:55 AM Sample No. 5 was collected with continued hand digging at the spring line level of the pipe. 11:10 AM Sample No. 6 was collected with continued hand digging at the invert of the pipe. Bedding beneath the invert consisted mainly of native shale. Traces of excess resin from the installation were observed and a resin sample collected for future consideration. 11:30 AM Once the line was 90% exposed, shims and bracing were used to support the host pipe. The pipe was lashed to a wooden support structure and layers of the shrink wrap material were applied. Two lifting slings were then fitted to the pipe specimen and the excavator. It should be noted that the host pipe with CIPP was not fully supported several times during the excavation and removal process, acting as a simple supported beam. One section of lateral was damaged during excavation and was removed so that the excavation around the pipe could be completed. 14:00 AM One wastewater sample (Richards-8) was collected for pH and total petroleum hydrocarbons (TPH) including gasoline range organics (GRO) and diesel range organics (DRO). 14:05 PM Another wastewater sample (Richards-8D) was collected for pH and TPH GRO/DRO. 14:15 PM The shoring box was set and a temporary line was put in place for the lateral that was removed. Steel plates were placed over the excavation and cold patch around the edges. 15:15 PM Measurements of the annular gap between the host pipe and liner were taken using a feeler gauge at both ends of the specimen and at both ends of the remaining pipe before the repair is made. 15:30 PM The construction crew finished wrapping the specimen and loaded the specimen into the bed of a truck. 64
April 16, 2010 The specimen was received at TTC (see Figure 5-1). Figure 5-1. Images of the Recovered Specimen (Columbus 8-in. Liner) 5.2.3 Visual Inspection of Liner. The visual inspection in the field was documented by Ed Kampbell of Jason Consultants. The liner appeared to be in good shape overall (see Figure 5-2). The polymeric film on the CIPP appeared to be intact with no evidence of hydrolysis. In-situ measurements indicated that the CIPP was at least 6.0 mm thick around the circumference, with the greatest thickness observed being approximately 6.5 mm. The annular space was very small, including that at the branch connection. A large amount of resin was formed around the circumference of the liner at each branch connection location. There was no evidence of external hydrostatic loading (no visible signs of a seasonal water table). The resin-impregnated felt was solid and intact. The stitch holding together the CIPP tube was found to be in good condition. Signs of wear were restricted to the bottom third of the tube. The liner varied significantly in external diameter as it accommodated the short pipe segments between the four branches. Figure 5-2. Images of the Inner Surface of the 5-year Old Columbus 8-in. Liner 65
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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
Page 31 and 32: the glass fiber. The tube, which is
Page 33 and 34: 3.0: DEVELOPMENT OF CIPP EVALUATION
Page 35 and 36: • The municipality would be willi
Page 37 and 38: • Measurements and/or physical sa
Page 39 and 40: Table 3-3. Laboratory Evaluation an
Page 41 and 42: 4.1 Introduction 4.0: CITY OF DENVE
Page 43 and 44: Figure 4-1. Images of the Recovered
Page 45 and 46: Sample ID Figure 4-4. Soil Grain Si
Page 47 and 48: Location Table 4-5. Denver 8-in. Li
Page 49 and 50: Profile Plot Red - Steel tube Green
Page 51 and 52: Table 4-7. Results from Flexural Te
Page 53 and 54: 35 Table 4-9. Comparison of Test Da
Page 55 and 56: 4.2.12 Buckling Test. A steel mecha
Page 57 and 58: Figure 4-18. Pressure Gage and Pres
Page 59 and 60: 4.2.13 Shore D Hardness. Durometer
Page 61 and 62: Figure 4-24. Barcol Hardness Readin
Page 63 and 64: increases and the heat of cure decr
Page 65 and 66: In summary, CCTV inspection of thre
Page 67 and 68: Figure 4-28. Thickness for Denver 4
Page 69 and 70: 4.3.6.2 Downstream Sample. Seven sp
Page 71 and 72: Figure 4-34. Flexural Stress-Strain
Page 73 and 74: Table 4-18. Flexural Test Results f
Page 75 and 76: 4.3.8.2 Upstream Sample. Specimens
Page 77 and 78: 4.3.10 Barcol Hardness 4.3.10.1 Dow
Page 79 and 80: 4.3.11.2 Downstream Sample. The Ram
Page 81: 5.1 Introduction 5.0: CITY OF COLUM
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 and 132: 113 Table 8-9. Process Verification
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Göttingen Stadtentwässerung: Göt
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experience and quality, and do not
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km of pipe and 50-year-old pipes ar
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methods are detailed in the Guide t
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The business of pipeline rehabilita
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• Destructive testing (but will n
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In Denver, in CCTV inspections of n
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9.2 Recommendations for Future Work
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Falter, B. 1996. “Structural Anal
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Lehmann, M.A, J.P. Schroeder and C.
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APPENDIX A LIST OF TEST STANDARDS R
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The following table lists the non-A
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B.1 Introduction This study was con
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Mean thickness values for each cont
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APPENDIX C INTERNATIONAL STUDY INTE
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The original Insituform liner insta
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However, the figures published by O
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exfiltration and infiltration. Any
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STW uses CIPP for virtually all of
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method. Top hat repairs to junction
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All design and construction supervi
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Process verification test samples a
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consultant born out of the corporat
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BW continues to use CIPP, mainly in
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East, but has not yet had marked su
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