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7302_DukeRoxboro_DrainageCQA_DIN27082_20161201526 South Church St. Charlotte, NC 28202 P.O. Box 1006 Mail Code EC13K Charlotte, NC 28201-1006 336-215-4576 704-382-6240 fax Page 1 of 1 November 15, 2016 North Carolina Department of Environmental Quality Division of Waste Management Solid Waste Section 1646 Mail Service Center Raleigh, North Carolina 27699 Attn: Ms. Shannon Aufman (submitted electronically) Re: Roxboro Industrial Solid Waste Landfill Facility Drainage Improvements Permit No. 7302-INDUS-1988 Roxboro Steam Electric Plant 1700 Dunnaway Road Semora, North Carolina 27343 Dear Ms Aufman, On September 7, 2016, Duke Energy Roxboro Steam Electric Plant requested approval from the Division of Waste Management (Division) to improve the perimeter drainage and chimney drain system at the Roxboro Landfill (Permit No. 7302-INDUS). Approval for the referenced work was received from the Division on September 13, 2016. Improvements to the Roxboro Landfill were completed in September of 2016 with Construction Quality Assurance (CQA) performed by AMEC Foster Wheeler (AMECFW). Attached to this letter you will find a detailed CQA report for the approved work. If you need additional information in regards to this submittal please do not hesitate to call or email, 336- 215-4576 or kimberlee.witt@duke-energy.com. Regards, Kimberlee Witt, PE Environmental Services Attachments: Certification Report for Phase 6 Chimney Drain Construction cc: Ed Mussler - NCDEQ Larry Frost - NCDEQ Evan Andrews - Duke Energy Robert Howard – Duke Energy Robert Miller – Duke Energy Ed Sullivan – Duke Energy Amec Foster Wheeler Environment & Infrastructure Inc. 2801 Yorkmont Road, Suite 100 Charlotte, North Carolina 28208 704-357-8600 amecfw.com Registered in North Carolina Engineering License No. F-1253 Geology License No. C-247 October 28, 2016 Mr. Chas Hummel, PE Project Manager CCP – Emergent Projects - Carolinas East 411 Fayetteville Street Raleigh, North Carolina 27601 Submitted by email to: charles.hummel@duke-energy.com Certification Report for Phase 6 Chimney Drain Construction Roxboro Industrial Landfill Roxboro Steam Station – Duke Energy Progress Solid Waste Permit No. 7302-INDUS Dear Mr. Hummel: At your request, Amec Foster Wheeler provided construction quality assurance (CQA) services for construction of the Phase 6 chimney drain system and related work within Phase 6 of the Roxboro Industrial Landfill. These services were provided in accordance with Duke Purchase Order 2242456. The project background, construction activities, and CQA activities are described below. CQA documentation is presented in the attachments. Project Background The purposes of this report are to document and certify construction (see Attachment 1) of the chimney drain system and the concrete channel section within Phase 6. Waste disposal began in Phase 6 in June 2015. In accordance with the permitted design for Phase 6, after an initial thickness of CCR was placed, a network of 11 vertical chimney drains (designated CD-6A through CD-6K) and connecting drain pipes was installed to provide drainage of stormwater runoff within the interior of Phase 6 (refer to Record Drawings in Attachment 2). One additional chimney drain will be constructed when waste filling reaches a higher elevation; therefore, a pipe stub-out was constructed to allow for this. In addition, a concrete channel structure was constructed as part of the on-going development of the stormwater management system for Phase 6, which will be constructed in phases as filling of Phase 6 progresses. The following construction drawings were used for this project:  Drawings ROX_C907.002.001 through ROX_C907.001.008, issued for construction on July 14, 2016 by Amec Foster Wheeler, including three civil drawings for chimney drain construction and five structural drawings for concrete channel structure construction. Certification Report for Phase 6 Chimney Drain Construction October 28, 2016 Roxboro Industrial Landfill Amec Foster Wheeler Project No. 7810160709 2 Note that the record drawings do not include Drawing ROX_C907.002.002 because it did not add additional information. Construction Summary The chimney drain plan and details, and the concrete channel structure design, are shown on the Record Drawings in Attachment 6. Construction began on or about August 8, 2016, with initial grading activities. Through September 23, 2016, excavation of CCR and installation of HDPE pipe occurred. Backfilling of excavations continued through October 5, 2016. Construction of the concrete channel structure began about August 8, 2016, with subgrade preparation. Reinforced concrete construction proceeded in three stages: foundation mat, walls, and upper slab. Rebar inspections were performed by Viktor Stegmeir, P.E., on September 6, 12, and 26, 2016. Concrete placement occurred on September 7, 15, and 26, 2016. CQA Summary Amec Foster Wheeler and its subcontractors provided the following CQA monitoring services:  Review of submittals;  Observation and interpretation of pipe integrity testing (refer to Attachment 3 and description below);  Construction quality assurance for backfill of pipe excavations, including in-place density testing (see Attachment 4 and description below), and laboratory testing of CCR (see Attachment 5);  Construction quality assurance for the concrete channel structure including rebar inspections and compressive strength testing of concrete (see Attachment 6); and  Land surveying (performed by Taylor Wiseman Taylor) including the concrete channel structure and locations of chimney drains, cleanouts, stub out, and chimney drain outfall. (refer to Attachment 2). The first segment of pipe installed was connected to the east end of an existing 8-inch diameter PVC pipe, previously installed through the western perimeter berm of Phase 6, and extended across the proposed location of the concrete channel structure toward WYE-01, as shown in Attachment 3. As documented in Attachment 3, a pipe integrity test was performed using low- pressure air on the combined length of the existing pipe and initial segment of new pipe. The test did not pass, and after investigating and ruling out possible sources of leaks in the new pipe segment, it was concluded that the cause of failure is likely within the existing pipe segment. The existing segment was buried within an access road that could not be disrupted, so no further investigation was performed. Amec Foster Wheeler understands that as part of a future construction project, the majority of the existing pipe segment will be replaced. The CCR in Phase 6 exhibited a large variation in maximum dry density and water content. At least once each day that density testing was performed and upon each discernable change of material, a one point proctor was performed in the field and was used to select an appropriate proctor curve for computation of percent compaction for each in-place density test. A library of proctor curves for CCR disposed in Phase 6 (prepared by another consultant for purposes of monitoring the compaction of operational fill in Phase 6) was made available to Amec Foster Wheeler. In Attachment 3, the designations for these proctors begin with “S-“. When a one point proctor result was found to match a curve in the existing library, the existing curve was used. Certification Report for Phase 6 Chimney Drain Construction ATTACHMENTS Certification Report for Phase 6 Chimney Drain Construction ATTACHMENT 1 Certification Statement Certification Report for Phase 6 Chimney Drain Construction ATTACHMENT 2 Record Drawings CD 3 I CD 4 G CD 4 E CD 4 D CD4C CD 3 F CD 3 E CD 3 G CD 3 H CD 4 F CD3C CD4A CD4B DP - 5 B DP - 5 A LI M I T O F P H A S E 6 L I N E R (R E F E R E N C E 5 ) LI M I T O F PH A S E S 1 - 5 L I N E R (R E F E R E N C E 4 ) EX I S T I N G CH A N N E L P C - 2 LI M I T O F P H A S E 6 L I N E R (R E F E R E N C E 5 ) LIMIT OF PHASE 6 LINER (REFERENCE 5)TI-4C DP-3DP-4 CD-6ICD-6E CD - 6 B CD-6F CD-6HCD-6GCD-6K WYE-02 12 " W Y E - 0 1 CH I M N E Y D R A I N - IN L I N E ( T Y P . ) CHIMNEY DRAIN -CLEANOUT (SEE NOTE 4) CD - 6 D 8" H D P E 8" H D P E 8" H D P E 8" HDPE8" HDPE 8" HDPE 8" H D P E 8" HDPE 8" HD P E 8" HDPE8" HDPE 1 .0 0 3 LP - 6 L E A C H A T E FL O W G A U G E B O X LP - 6 1 0 " H D P E TH R E E 2 4 " Ø CP P C U L V E R T S LD S M H LP - 5 L E A C H A T E FL O W G A U G E B O X LP - 5 8 " H D P E DO W N P I P E D P - 4 (1 8 " Ø C P P ) CH I M N E Y D R A I N OU T L E T P I P E CO N N E C T I O N LP6 8" HDPE LP7 8" HDPE LP 7 A 8 " H D P E RI P R A P C H A N N E L L I N I N G (S E E N O T E 2 ) RI P R A P C H A N N E L L I N I N G (S E E N O T E 2 ) TE M P O R A R Y H A U L R O A D APPROXIMATE LIMIT OF 2-FT THICK SOIL COVER WYE-05 WY E - 0 4 CD-6J CD - 6 C CD - 6 A IN T E R I M BE R M DI - 7 B DI-3B DI-3A DI-3 DI - 5 B - B DI - 5 B - C DP - 7 DI - 5 A - A DI - 4 A DI - 4 B 8" HDPE CHIMNEY DRAIN -END OF LINE (TYP.)2 .003 8" P V C P I P E 12 " H D P E ES T A B L I S H VE G E T A T I O N 8" x 1 2 " R E D U C E R AN D 1 2 " P V C P I P E COMPACTION CRITERIA BOUNDARY (SEE NOTES 1 AND 3)95%90%8" HDPE 8" HDPESTUB OUT FOR FUTURE CHIMNEY DRAIN (SEE NOTE 4) E 1 , 9 8 1 , 0 0 0 E 1 , 9 8 1 , 2 0 0 E 1 , 9 8 1 , 4 0 0 E 1 , 9 8 1 , 6 0 0 E 1 , 9 8 1 , 8 0 0 E 1 , 9 8 2 , 0 0 0 E 1,982,200 E 1,982,400E 1,982,600 E 1,982,800 E 1,983,000 E 1,983,200N 993,000 N 992,800 N 992,600 N 992,400 N 992,200 N 992,000 N 991,800 N 991,600 E 1 , 9 8 1 , 0 0 0 E 1 , 9 8 1 , 4 0 0 E 1 , 9 8 1 , 6 0 0 E 1 , 9 8 1 , 8 0 0 E 1 , 9 8 2 , 0 0 0 E 1,982,200 E 1,982,400 E 1,982,600 E 1,982,800 E 1,983,000 E 1,983,200 N LE G E N D EX I S T I N G M A J O R C O N T O U R PH A S E 6 C H I M N E Y D R A I N PI P E W I T H S L I P - O N C A P EX I S T I N G I N L E T 10 0 EX I S T I N G M I N O R C O N T O U R EX I S T I N G C H I M N E Y D R A I N EX I S T I N G S T O R M W A T E R P I P E EX I S T I N G D R A I N A G E D I T C H RE F E R E N C E S 1. T O P O G R A P H Y F R O M A P R I L 1 , 2 0 1 5 A E R I A L S U R V E Y B Y W S P W I T H F I E L D U P D A T E O F R E C O N S T R U C T E D IN T E R I M B E R M A R E A B Y T W T C O M P L E T E D M A Y 3 0 , 2 0 1 5 . 2. A L L M A P P I N G I S N . C . S T A T E P L A N E C O O R D I N A T E S N A D 8 3 ( 2 0 1 1 ) A N D N A V D 8 8 . 3. E X I S T I N G D O W N P I P E L O C A T I O N S A R E A P P R O X I M A T E A N D A R E T O B E F I E L D V E R I F I E D . 4. LI M I T O F P H A S E S 1 - 5 L I N E R L O C A T I O N O B T A I N E D F R O M D R A W I N G E N T I T L E D “ F A C I L I T Y P L A N P H A S E 1 - 5 ” PR E P A R E D B Y B L A C K R O C K E N G I N E E R S D A T E D A U G U S T 1 6 , 2 0 1 3 , C O N V E R T E D T O N A D 8 3 / N A V D 8 8 . 5. LI M I T O F P H A S E 6 L I N E R L O C A T I O N O B T A I N E D F R O M D R A W I N G E N T I T L E D “ R E C O R D S U R V E Y - T O P O F PR O T E C T I V E C O V E R - 0 - 7 0 2 1 ” P R E P A R E D B Y B L A C K R O C K E N G I N E E R S , D A T E D S E P T E M B E R 2 4 , 2 0 1 4 , CO N V E R T E D T O N A D 8 3 / N A V D 8 8 . E 1 , 9 8 1 , 2 0 0 N 9 9 2 , 8 0 0 N 9 9 2 , 6 0 0 N 9 9 2 , 4 0 0 N 9 9 2 , 2 0 0 N 9 9 2 , 0 0 0 N 9 9 1 , 8 0 0 N 9 9 1 , 6 0 0 N 9 9 1 , 4 0 0 N 9 9 3 , 0 0 0 NO T E S 1. CO M P A C T I O N . A L L L A N D F I L L M A T E R I A L S S H A L L B E PL A C E D I N 1 2 - I N C H M A X I M U M L O O S E L I F T S , MO I S T U R E C O N D I T I O N E D A N D C O M P A C T E D A S RE Q U I R E D B Y T H E C U R R E N T V E R S I O N O F T H E LA N D F I L L O P E R A T I O N S P L A N . 2. DR A I N A G E C H A N N E L S WH E R E I N D I C A T E D , R I P R A P C H A N N E L L I N I N G S H A L L CO N S I S T O F A N 1 8 - I N C H T H I C K N E S S O F N C D O T CL A S S B R I P R A P U N D E R L A I N B Y A G E O T E X T I L E SE P A R A T O R . 3. CO M P A C T I O N C R I T E R I A B O U N D A R Y . T H E L O C A T I O N OF T H E B O U N D A R Y I S B A S E D O N A 1 0 0 - F T O F F S E T FR O M T H E A P P R O X I M A T E S E P T . 2 0 1 6 C R E S T O F A S H SL O P E L O C A T I O N A N D T H E C O M P A C T I O N C R I T E R I A IN T H E L A N D F I L L O P E R A T I O N S P L A N . W I T H I N T H E BO U N D A R Y , C O M P A C T C C R T O 9 0 % O F S T A N D A R D PR O C T O R M A X I M U M D R Y D E N S I T Y . O U T S I D E T H E BO U N D A R Y , C O M P A C T C C R T O 9 5 % O F S T A N D A R D PR O C T O R M A X I M U M D E N S I T Y . 4. P R O P O S E D F I N A L C L E A N O U T L O C A T I O N S A R E SH O W N . R E F E R T O D R A W I N G . 0 0 9 F O R R E C O R D SU R V E Y L O C A T I O N O F C L E A N O U T S A N D S T U B O U T . CO N C R E T E C H A N N E L S T R U C T U R E D R A I N A G E P A T T E R N CO N C R E T E C H A N N E L ST R U C T U R E FLO W FLOW ED G E O F R O A D S U R F A C E RI P R A P ( O N L Y 6 " TH I C K N E S S N E E D E D FR O M R O A D T O CO N C R E T E ) F L O W 10 20 30 TE N T H S IN C H E S 12 3 DWG SIZE REVISIONFOR DRAWING NO.TITLE FILENAME:DWG TYPE:JOB NO:DATE:SCALE: D E S : DFTR:CHKD:ENGR:APPD: A FEDCB 23 4 5 78 6 45 78910 6 A FCB 22"x34"ANSI DEnvironment &Infrastructure SEAL RE V DA T E JO B N O . PR O J E C T T Y P E D E S D F T R C H K D E N G R A P P D DESCRIPTION NC GEOLOGY: C-247NC ENG: F-1253LICENSURE:FAX: (704) 357-8638TEL: (704) 357-8600CHARLOTTE, NC 28208SUITE 1002801 YORKMONT ROAD 10/28/20167810160709DWGAS SHOWN TMTMMSDCTM ROXBORO CHIMNEY DRAIN 001.dwg5 5001 ROX_C907.002.001RECORD ISSUEPHASE 6 CHIMNEY DRAIN PLANROXBORO STEAM STATIONROXBORO INDUSTRIAL LANDFILL 0 0 6 / 1 6 / 2 0 1 5 7 8 1 0 1 5 0 4 1 9 . 0 2 LA N D F I L L TM S P M T M T M T M ORIGINAL ISSUE FOR OPERATIONS 1 0 7 / 0 2 / 2 0 1 5 7 8 1 0 1 5 0 4 1 9 . 0 2 LA N D F I L L TM S S C R T M T M R E V I S E D G R A D I N G , A D D E D I N F I L T R A T I O N T R E N C H E S 2 1 0 / 2 1 / 2 0 1 5 7 8 1 0 1 5 0 4 1 9 . 0 2 LA N D F I L L TM S S T M T M T M RE V I S E D C H I M N E Y D R A I N O U T L E T P I P E 3 0 1 / 0 8 / 2 0 1 6 7 8 1 0 1 5 0 4 1 9 . 0 2 LA N D F I L L TM S S T M T M T M R E V . C H I M N E Y D R A I N O U T . P I P E , A D D C O N C . S T R U T . 4 0 7 / 1 4 / 2 0 1 6 7 8 1 0 1 5 0 4 1 9 . 0 2 LA N D F I L L TM D C M S T M T M ISSUED FOR CONSTRUCTION 5 1 0 / 2 8 / 2 0 1 6 7 8 1 0 1 6 0 7 0 9 LA N D F I L L TM D C M S T M T M RECORD ISSUE 5 001 RE C O R D N O T E S 1. R E C O R D S U R V E Y W A S P E R F O R M E D B Y T A Y L O R W I S E M A N T A Y L O R , C A R Y , N C , O C T O B E R 2 0 , 2 0 1 6 . 2. S E E D R A W I N G . 0 0 9 F O R R E C O R D S U R V E Y . 3. R E C O R D I S S U E D R A W I N G S D O N O T I N C L U D E D R A W I N G . 0 0 2 . CO N T R A C T O R ' S G P S M E A S U R E M E N T S O F P I P E F I T T I N G S DE S C R I P T I O N N O R T H I N G ( F T ) E A S T I N G ( F T ) I N V E R T ( F T ) C D - 6 A T E E 9 9 2 , 4 1 1 . 4 1 , 9 8 1 , 9 1 7 . 9 5 2 3 . 9 C D - 6 B T E E 9 9 2 , 1 8 2 . 8 1 , 9 8 2 , 0 5 0 . 7 5 2 8 . 6 C D - 6 C T E E 9 9 2 , 2 8 5 . 5 1 , 9 8 2 , 0 9 6 . 0 5 2 8 . 7 C D - 6 D T E E 9 9 2 , 4 9 9 . 6 1 , 9 8 2 , 0 9 4 . 6 5 2 8 . 1 C D - 6 E T E E 9 9 2 , 1 4 0 . 3 1 , 9 8 2 , 3 4 6 . 9 5 4 1 . 1 C D - 6 F T E E 9 9 2 , 3 5 6 . 3 1 , 9 8 2 , 4 0 3 . 5 5 3 6 . 1 C D - 6 G T E E 9 9 2 , 5 3 8 . 4 1 , 9 8 2 , 4 0 8 . 2 5 3 5 . 6 C D - 6 H T E E 9 9 1 , 9 3 2 . 0 1 , 9 8 2 , 5 4 8 . 8 5 5 3 . 4 C D - 6 I T E E 9 9 2 , 1 4 8 . 1 1 , 9 8 2 , 6 4 0 . 6 5 4 8 . 1 C D - 6 J T E E 9 9 2 , 3 1 0 . 0 1 , 9 8 2 , 6 9 9 . 9 5 4 2 . 1 C D - 6 K T E E 9 9 2 , 5 7 4 . 6 1 , 9 8 2 , 7 0 0 . 1 5 5 5 . 5 W Y E - 0 1 9 9 2 , 4 6 8 . 6 1 , 9 8 1 , 8 6 1 . 0 5 2 2 . 0 W Y E - 0 2 9 9 2 , 5 1 2 . 5 1 , 9 8 2 , 1 9 9 . 6 5 3 0 . 9 W Y E - 0 4 9 9 2 , 4 2 8 . 5 1 , 9 8 1 , 9 1 1 . 6 5 2 3 . 6 W Y E - 0 5 9 9 2 , 1 3 8 . 2 1 , 9 8 2 , 2 6 8 . 5 5 3 9 . 2 *I N V E R T S W E R E C A L C U L A T E D F R O M T O P O F P I P E E L E V A T I O N S B Y S U B T R A C T I N G 0 . 6 7 F T . NO T E S : 1. C H I M N E Y D R A I N R I S E R E X T E N S I O N S T O B E 8 " D I A . P E R F O R A T E D D R 1 7 P I P E C O N N E C T E D W I T H EL E C T R O F U S I O N C O U P L I N G S O R S L I P C O U P L I N G S S E C U R E D B Y 8 S C R E W S M I N I M U M . 2. V E R T I C A L E X T E N S I O N S O F T H E C H I M N E Y D R A I N M A Y B E M A D E I N 5 O R 1 0 F O O T I N C R E M E N T S . 3. W R A P P I P E E X T E N S I O N S W I T H 3 ' W I D T H O F 2 0 0 - M I L H D P E G E O N E T S E C U R E D W I T H N Y L O N C A B L E T I E S AR O U N D T H E C I R C U M F E R E N C E . T H E N W R A P W I T H 3 - F T W I D T H O F H Y B R I D G E O T E X T I L E S E C U R E D WI T H N Y L O N C A B L E T I E S A R O U N D T H E C I R C U M F E R E N C E . H Y B R I D G E O T E X T I L E S H A L L B E N O M I N A L 1 3 OZ / S Y C O M P O S I T E O F N E E D L E P U N C H E D N O N - W O V E N G E O T E X T I L E M A T E R I A L . S I N G L E - S I D E D GE O N E T / H Y B R I D G E O T E X T I L E C O M P O S I T E M A Y B E U S E D . W I T H E A C H V E R T I C A L E X T E N S I O N O F P I P E , OV E R L A P F I L T E R W R A P P I N G B Y 1 F O O T M I N I M U M T O A C H I E V E C O N T I N U O U S W R A P P I N G A L O N G HE I G H T O F D R A I N . 4. I N S T A L L S O L I D W A L L C O L L E C T O R P I P E S W I T H A M I N I M U M 2 . 0 % S L O P E U N L E S S O T H E R W I S E D I R E C T E D . 5. P E R F O R A T I O N S S H A L L B E 0 . 2 5 - I N C H D I A M E T E R S P A C E D A T 3 - I N C H E S A L O N G T H E P I P E A X I S A N D A T 4 5 DE G R E E S A R O U N D T H E P I P E C I R C U M F E R E N C E F O R A T O T A L O F 8 H O L E S E V E R Y 3 I N C H E S . 1% ( M I N . ) 5. 0 ' T Y P . FI L T E R W R A P ( S E E N O T E 3 ) WA S T E 8" N O N - P E R F O R A T E D DR 1 7 H D P E C O L L E C T O R PI P E ( S E E N O T E 4 ) 8" X 8 " H D P E T E E BO T T O M A S H F O R 5 ' R A D I U S B E Y O N D P I P E 8" P E R F O R A T E D D R 1 7 H D P E P I P E (S E E N O T E 5 ) 1% ( M I N . ) 5' M I N . TE M P O R A R Y S L I P C A P ( N O T S H O W N ) NOTES:1. C H I M N E Y D R A I N R I S E R E X T E N S I O N S T O B E 8 " D I A . P E R F O R A T E D D R 1 7 P I P E C O N N E C T E D W I T H ELECTROFUSION COUPLINGS OR SLIP COUPLINGS SECURED WITH 8 SCREWS MINIMUM.2. V E R T I C A L E X T E N S I O N S O F T H E C H I M N E Y D R A I N M A Y B E M A D E I N 5 O R 1 0 F O O T I N C R E M E N T S . 3. W R A P P I P E E X T E N S I O N S W I T H 3 ' W I D T H O F 2 0 0 - M I L H D P E G E O N E T S E C U R E D W I T H N Y L O N C A B L E T I E S AROUND THE CIRCUMFERENCE. THEN WRAP WITH 3-FT WIDTH OF HYBRID GEOTEXTILE SECURED WITH NYLON CABLE TIES AROUND THE CIRCUMFERENCE. HYBRID GEOTEXTILE SHALL BE NOMINAL 13 OZ/SY COMPOSITE OF NEEDLE PUNCHED NON-WOVEN GEOTEXTILE MATERIAL. SINGLE-SIDED GEONET/HYBRID GEOTEXTILE COMPOSITE MAY BE USED. WITH EACH VERTICAL EXTENSION OF PIPE,OVERLAP FILTER WRAPPING BY 1 FOOT MINIMUM TO ACHIEVE CONTINUOUS WRAPPING ALONG HEIGHT OF DRAIN.4. I N S T A L L S O L I D W A L L C O L L E C T O R P I P E S W I T H A M I N I M U M 2 . 0 % S L O P E U N L E S S O T H E R W I S E D I R E C T E D . 5. P E R F O R A T I O N S S H A L L B E 0 . 2 5 - I N C H D I A M E T E R S P A C E D A T 3 - I N C H E S A L O N G T H E P I P E A X I S A N D A T 4 5 DEGREES AROUND THE PIPE CIRCUMFERENCE FOR A TOTAL OF 8 HOLES EVERY 3 INCHES.5.0' TYP.FILTER WRAP (SEE NOTE 3)WASTE 8" NON-PERFORATED DR17 HDPE COLLECTOR PIPE (SEE NOTE 4)BOTTOM ASH FOR 5' RADIUS BEYOND PIPE8" PERFORATED DR17 HDPE PIPE (SEE NOTE 5)90° ELBOW, 8"Ø DR17 HDPE1% (MIN.)1% (MIN.)TEMPORARY SLIP CAP (NOT SHOWN)5' MIN. 24 ' PR O J E C T I O N O F L O W E S T O F T H R E E 2 4 " C P P C U L V E R T S EX I S T I N G L I N E R S Y S T E M EX I S T I N G IN T E R I M BE R M EL E V . 5 2 6 . 0 FU T U R E CO N C R E T E C H A N N E L ST R U C T U R E ( R E F E R T O ST R U C T U R A L D R A W I N G ) NO T E S : 1. S U B M I T P R O D U C T T E C H N I C A L D A T A A N D D R A W I N G S F O R E A C H CO M P O N E N T T O E N G I N E E R F O R R E V I E W A N D A P P R O V A L P R I O R T O CO N S T R U C T I O N . 2. R E F E R T O , A N D C O O R D I N A T E W I T H , S T R U C T U R A L D R A W I N G S . PR O P O S E D G R A D E (S H O W N O N DR A W I N G O P 6 A ) EX I S T I N G 1 8 " P R O T E C T I V E C O V E R EX I S T I N G G E O S Y N T H E T I C S EX I S T I N G 1 2 " C L A Y L I N E R 12" D17 HDPE PIPEFUTUREDOWNPIPE DP-14 EX I S T I N G 8" S C H 8 0 P V C P I P E 8" P V C T O H D P E A D A P T E R 8" T O 1 2 " H D P E R E D U C E R 2'± 3'± EX I S T I N G EL E V . 5 2 0 . 3 6 8" P V C C O U P L I N G (S O L V E N T W E L D E D ) EN D O F C O N C R E T E CU T O F F E X I S T I N G C U L V E R T S AT H E A D W A L L 8" S C H 8 0 P V C P I P E CH I M N E Y D R A I N - I N L I N E NO T T O S C A L E 1 .0 0 3 CHIMNEY DRAIN - END OF LINE NOT TO SCALE2 .003 CH I M N E Y D R A I N O U T L E T P I P E C O N N E C T I O N NO T T O S C A L E 3 .0 0 3 10 20 30 TE N T H S IN C H E S 12 3 DWG SIZE REVISIONFOR DRAWING NO.TITLE FILENAME:DWG TYPE:JOB NO:DATE:SCALE: D E S : DFTR:CHKD:ENGR:APPD: A FEDCB 23 4 5 78 6 45 78910 6 A FCB 22"x34"ANSI DEnvironment &Infrastructure SEAL RE V DA T E JO B N O . PR O J E C T T Y P E D E S D F T R C H K D E N G R A P P D DESCRIPTION NC GEOLOGY: C-247NC ENG: F-1253LICENSURE:FAX: (704) 357-8638TEL: (704) 357-8600CHARLOTTE, NC 28208SUITE 1002801 YORKMONT ROAD 10/28/20167810160709DWGAS SHOWN TMTMMSDCTM ROXBORO CHIMNEY DRAIN 003.dwg3 3003 ROX_C907.002.003RECORD ISSUEPHASE 6 CHIMNEY DRAIN DETAILSROXBORO STEAM STATIONROXBORO INDUSTRIAL LANDFILL 0 1 0 / 2 1 / 2 0 1 5 7 8 1 0 1 5 0 4 1 9 . 0 2 LA N D F I L L TM S P M T M T M T M ORIGINAL ISSUE 1 0 1 / 0 8 / 2 0 1 6 7 8 1 0 1 5 0 4 1 9 . 0 2 LA N D F I L L TM S S T M T M T M REVISED DETAILS 2 0 7 / 1 4 / 2 0 1 6 7 8 1 0 1 5 0 4 1 9 . 0 2 LA N D F I L L TM D C M S T M T M ISSUED FOR CONSTRUCTION 3 1 0 / 2 8 / 2 0 1 6 7 8 1 0 1 6 0 7 0 9 LA N D F I L L TM D C T M T M T M RECORD ISSUE 3 003 DE T A I L L E G E N D EX I S T I N G C O M P A C T E D S O I L L I N E R EX I S T I N G P R O T E C T I V E C O V E R WA S T E IN T E R M E D I A T E C O V E R VE G E T A T I V E S O I L C O V E R CO M P A C T E D A B C S T O N E R E V . 10 20 30TENTHSINCHES123 DWG SIZE REVISION FOR DRAWING NO. TITLE FILENAME: REV. DWG TYPE: JOB NO: DATE: SCALE:DES: DFTR: CHKD: ENGR: APPD: A F E D C B 2 3 4 5 7 86 4 5 7 8 9 106 A F C B 22"x34" ANSI D Environment & Infrastructure SEAL REV DATE JOB NO.PROJECT TYPE DES DFTR CHKD ENGR APPD DESCRIPTION 1.CODES, GUIDES, SPECIFICATIONS AND REFERENCES: A.THE STRUCTURES ARE DESIGNED IN ACCORDANCE WITH THE NORTH CAROLINA BUILDING CODE 2012 (IBC 2009). THE FOLLOWING REFERENCED BUILDING CODES & INDUSTRY STANDARDS WERE USED IN CONJUNCTION WITH IBC 2009: ASCE 7-05 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES ACI 318-08 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE ACI 301-10 SPECIFICATIONS FOR STRUCTURAL CONCRETE ACI 2013 MANUAL OF CONCRETE PRACTICE CRSI MANUAL OF STANDARD PRACTICE, 28TH EDITION EM1110-2-2007 US ARMY CORPS OF ENGINEERS ENGINEERING MANUAL STRUCTURAL DESIGN OF CONCRETE LINED FLOOD CONTROL STRUCTURES 2.DESIGN LOADS THE FOLLOWING LOADS WERE UTILIZED IN THE DESIGN OF THE STRUCTURES; A.DEAD LOADS: FOUNDATIONS....................................................................................................................SELFWEIGHT 683(5,0326(''($'/2$'685&+$5*(««««««««««100 PSF B. LIVE LOADS: LIVE LOADS WERE DETERMINED IN ACCORDANCE WITH IBC 2009 AND ASCE 7-05 UNLESS OTHERWISE NOTED. SINGLE WHEEL LOAD....................................................................................................... N/A 683(5,0326('/,9(/2$'685&+$5*(«««««««««««150 PSF C.SEISMIC LOADS: SEISMIC LOADS WERE DETERMINED IN GENERAL ACCORDANCE WITH THE NORTH CAROLINA STATE BUILDING CODE (NCBC 2012) AND IBC 2009. SEISMIC DESIGN PARAMETERS: /21*3(5,2'63(&75$/5(63216($&&(/(5$7,216(&6O«««0.073g 6+2573(5,2'63(&75$/5(63216($&&(/(5$7,216(&6V«0.188g /21*3(5,2''(6,*163(&75$/5(63216($&&(/(5$7,216(&6GO««0.117g 6+2573(5,2''(6,*163(&75$/5(63216($&&(/(5$7,216(&6GV«0.200g 6,7(&/$66««««««««««««««««««««««««««««««D 6(,60,&'(6,*1&$7(*25<«««««««««««««««««««««B 5,6.&$7(*25<«««««««««««««««««««««««««««I 3.SITE WORK A.THE DESIGN AND SAFETY OF BRACING, TEMPORARY SUPPORTS, OPEN EXCAVATIONS, ETC. FOR ALL WORK IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR DURING CONSTRUCTION. SAFETY MEASURES SHALL MEET THE REQUIREMENTS OF LOCAL CODES AS WELL AS OSHA STANDARDS FOR THE CONSTRUCTION INDUSTRY. B.CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL ABOVE AND BELOW GRADE UTILITIES AT THE JOB SITE PRIOR TO CONSTRUCTION. C.CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND INSTALLATION OF ALL TEMPORARY BRACING AND SHORING REQUIRED FOR CONSTRUCTION. D.CONTRACTOR SHALL BE RESPONSIBLE FOR BUT NOT LIMITED TO THE FOLLOWING: x TO PROVIDE, DESIGN, MONITOR, AND MAINTAIN EXCAVATIONS. x THE DESIGN OF SUPPORT AND PROTECTION SYSTEMS CAPABLE OF SUPPORTING EXCAVATIONS SIDEWALLS AND THE RESISTANCE OF LATERAL EARTH AND HYDROSTATIC PRESSURES, AND SUPERIMPOSED CONSTRUCTION LOADS. E.EXCAVATION SUPPORT AND PROTECTION SYSTEM, INCLUDING ENGINEERING ANALYSIS SHALL BE PROVIDED BY A QUALIFIED PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF NORTH CAROLINA. F.INSTALL DEWATERING SYSTEM UTILIZING PUMP EQUIPMENT, STANDBY POWER AND PUMPS, FILTER MATERIAL GRADATION, VALVES, APPURTENANCES, WATER DISPOSAL, AND SURFACE-WATER CONTROLS. G.OPERATE DEWATERING SYSTEM TO LOWER AND CONTROL GROUND WATER TO PERMIT EXCAVATION, CONSTRUCTION OF STRUCTURES, AND PLACEMENT OF FILL MATERIALS ON DRY SUBGRADES. DRAIN WATER-BEARING STRATA ABOVE AND BELOW BOTTOM OF FOUNDATIONS, DRAINS, AND OTHER EXCAVATIONS. H.REMOVE DEWATERING SYSTEM FROM PROJECT SITE ON COMPLETION OF DEWATERING. 4. FOUNDATIONS: A.FOUNDATIONS ARE DESIGNED IN GENERAL ACCORDANCE WITH THE NORTH CAROLINA STATE BUILDING CODE (NCBC 2012) IN CONJUNCTION WITH ASCE 7-05 AND IBC 2009. THE FOLLOWING SOIL PARAMETERS WERE USED FOR THE DESIGN OF THE FOUNDATIONS AND SLAB-ON-GRADE SYSTEMS FOR THE STRUCTURES: ALLOWABLE SOIL BEARING PRESSURE........................................................................1,500 PSF ACTIVE EARTH PRESSURE COEFFICIENT, Ka...............................................................0.441 PASSIVE EARTH PRESSURE COEFFICIENT, Kp.............................................................4.977 B.THE CONTRACTOR SHALL BE RESPONSIBLE FOR PREPARING THE SITE SUBSURFACE IN ACCORDANCE WITH THE REQUIREMENTS LISTED IN THIS DOCUMENT PRIOR TO THE INSTALLATION OF FOUNDATION SYSTEMS FOR THE STRUCTURES. WHERE SUBSURFACE CONDITIONS VARY FROM THOSE DESCRIBED ABOVE, THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ENGINEER OF RECORD. C.BACKFILL SHALL BE UNIFORMLY COMPACTED TO AT LEAST 95 PERCENT OF THE STANDARD PROCTOR MAXIMUM DRY DENSITY (ASTM D 698). D.WHERE BOTTOM ASH IS UTILIZED OVER THE EXISTING LANDFILL LINER FOR BEARING, MODERATE COMPACTION SHALL BE UTILIZED TO MINIMIZE THE LIKELIHOOD OF LANDFILL LINER DAMAGE DURING THE COMPACTION PROCESS. COMPACTION OF MATERIALS SHALL BE ACCOMPLISHED BY HAND VIBRATION PLATE COMPACTORS OR OTHER ACCEPTABLE MEANS. E.EACH WALL SHALL HAVE A BACKFILL DRAINAGE LAYER CONSISTING OF # 57 STONE WRAPPED WITH A CONTINUOUS LAYER OF FILTER FABRIC AS INDICATED. FILTER FABRIC SHALL BE 6 TO 8 OZ/SY, NON-WOVENGEOTEXTILE. F.CONTRACTOR SHALL FIELD VERIFY AND COORDINATE FOOTING ELEVATIONS WITH FOUNDATION DETAILS, SITE PLAN FINISH GRADES, AND EXISTING CONDITIONS. G.CONTRACTOR SHALL FIELD VERIFY FIELD CONDITIONS AND DIMENSIONS AND REPORT ANY DISCREPANCIES TO THE ENGINEER OF RECORD FOR RESOLUTION BEFORE PERFORMING THE WORK. 5.CONCRETE: A.DESIGN AND CONSTRUCTION PER ACI 318-08 AND THE 2009 NATIONAL BUILDING CODE. B.ALL CONCRETE SHALL BE NORMAL WEIGHT WITH A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 5,000 PSI. COMPRESSIVE STRENGTH SHALL BE DETERMINED IN ACCORDANCE WITH ACI 318. C.ALL CONCRETE SHALL BE TYPE I PORTLAND CEMENT WITH 3% TO 6% ENTRAINED AIR. D.COMPRESSIVE STRENGTH SPECIMENS SHALL BE 4X8 CYLINDERS PREPARED AND FIELD CURED IN ACCORDANCE WITH ASTM C31 AND TESTED IN ACCORDANCE WITH ASTM C39. FOR WALLS, SLABS AND FOUNDATION ELEMENTS, A MINIMUM OF 6 CYLINDERS SHALL BE CAST. 2 CYLINDERS FOR EACH ELEMENT SHALL BE TESTED AT 7 AND 28 DAYS, RESPECTIVELY. 2 CYLINDERS SHALL BE HELD IN RESERVE AND TESTED AT 56 DAYS IN THE EVENT OF LOW COMPRESSIVE STRENGTH RESULTS. E.ALL CONCRETE SHALL HAVE A SLUMP BETWEEN 1 AND 4 INCHES. WHERE CONCRETE PUMPS ARE UTILIZED, THE MAXIMUM SLUMP SHALL NOT EXCEED 6". SLUMP SHALL BE TESTED IN ACCORDANCE WITH ASTM C143. F.ALL CONCRETE SHALL BE CONSOLIDATED IN ACCORDANCE WITH ACI 309R-05 UNLESS OTHERWISE NOTED. G.ALL CONCRETE SHALL BE CURED IN ACCORDANCE WITH ACI 308R-01. 6.REINFORCEMENT: A.REINFORCING BARS TO BE DEFORMED BARS, ASTM A615 GR. 60 (Fy = 60 KSI). UNLESS NOTED OR DETAILED OTHERWISE, ALL REINFORCING STEEL TO BE SPLICED PER REQUIREMENTS OF ACI CLASS "B" TENSION SPLICE. B.WELDED WIRE FABRIC SHALL MEET THE REQUIREMENTS OF ASTM A 185 7.STRUCTURAL STEEL: A.PIPE SLEEVE SHALL MEET THE FOLLOWING SPECIFICATIONS: HSS..................................................................................................................ASTM A500, GR 42 8.CONTRACTOR NOTES AND RESPONSIBILITIES: A.CONTRACTOR SHALL SUBMIT ALL CONCRETE DESIGNS TO ENGINEER OF RECORD FOR APPROVAL PRIOR TO CASTING CONCRETE. COMPRESSIVE STRENGTH DOCUMENTATION, WATER TO CEMENT RATIOS, FLYASH CONTENT, PORTLAND CEMENT TYPE, FLY ASH TYPE, AGGREGATE SIZE, DATED TEST RESULTS AS OUTLINED AS SPECIFIED ACCORDING TO MINIMUM REQUIREMENTS OF ACI 318. CONCRETE SHALL NOT BE PLACED WITHOUT APPROVAL OF MIX DESIGN BY THE ENGINEER OF RECORD. B.ALL JOB STRUCTURAL CONCRETE SHALL BE PROVIDED BY A CERTIFIED READY-MIX CONCRETE SUPPLIER IN ACCORDANCE WITH ASTM C94. C.CONCRETE REINFORCING SHALL BE DETAILED AND THE CHECKED DRAWINGS SUBMITTED FOR CONTRACTING OFFICER APPROVAL PRIOR TO FABRICATION. D.UNLESS OTHERWISE SHOWN OR NOTED, REINFORCING SHALL BE PLACED TO PROVIDE THE FOLLOWING CLEAR COVER (FACE OF CONCRETE TO FACE OF REINFORCING) UNLESS NOTED OTHERWISE: FOR CONCRETE CAST AGAINST GROUND..........................................................´ FOR CAST IN FORMS AND EXPOSED TO WEATHER OR GROUND...................´ FOR ALL OTHER CONDITION.................................................................................´ E.ALL CONCRETE CAST AND CURED IN ACCORDANCE WITH ACI MANUAL OF CONCRETE PRACTICE AND CRSI CODE OF STANDARD PRACTICE. F.ALL EXPOSED EDGES OF CONCRETE SHALL HAVE A 3/4", 45 DEGREE CHAMFER, UNO. G.COLD WEATHER CONCRETING SHALL BE IN ACCORDANCE WITH ACI 306R. H.HOT WEATHER CONCRETING SHALL BE IN ACCORDANCE WITH ACI 305R. I.ALL GROUT NON-METALLIC, NON-SHRINK. MINIMUM 28 DAY COMPRESSIVE STRENGTH OF GROUT SHALL BE 5,000 PSI. J.PVC WATERSTOP SHALL BE SEALTIGHT WATERSTOP BY W. R. MEADOWS, INC OR APPROVED EQUIVALENT. WATERSTOPS SHALL HAVE MINIMUM 3 INCH PROJECTION INTO CONCRETE. K.CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN OF CONCRETE FORM WORK AND FORM WORK COORDINATION.  NC GEOLOGY: C-247 NC ENG: F-1253 LICENSURE: FAX: (704) 357-8638 TEL: (704) 357-8600 CHARLOTTE, NC 28208 SUITE 100 2801 YORKMONT ROAD 10/28/2016 7810150419.02 DWG AS SHOWN WB VS MAA VS/JC VS ST-0 CONCRETE CHANNEL STRUCTURE.dwg 2 2 . 0 0 4 ROX_C907.002.004 RECORD ISSUE CONCRETE CHANNEL STRUCTURE GENERAL NOTES ROXBORO STEAM STATION ROXBORO INDUSTRIAL LANDFILL 0 01/08/2016 7810150419.02 LANDFILL VS VS/JC VS VS WB ORIGINAL ISSUE 1 07/14/2016 7810150419.02 LANDFILL VS VS/JC JN VS VS GENERAL NOTES AND NEW BORDER 2 10/28/2016 7810150419.02 LANDFILL VS VS/JC MAA VS VS RECORD ISSUE         2.004 CONCRETE CHANNEL & PIPE COORDINATION PLAN SCALE: 1/4" = 1'-0" 2 .005 R E V . 10 20 30TENTHSINCHES123 DWG SIZE REVISION FOR DRAWING NO. TITLE FILENAME: REV. DWG TYPE: JOB NO: DATE: SCALE:DES: DFTR: CHKD: ENGR: APPD: A F E D C B 2 3 4 5 7 86 4 5 7 8 9 106 A F C B 22"x34" ANSI D Environment & Infrastructure SEAL REV DATE JOB NO.PROJECT TYPE DES DFTR CHKD ENGR APPD DESCRIPTION  NC GEOLOGY: C-247 NC ENG: F-1253 LICENSURE: FAX: (704) 357-8638 TEL: (704) 357-8600 CHARLOTTE, NC 28208 SUITE 100 2801 YORKMONT ROAD 10/28/2016 7810150419.02 DWG AS SHOWN WB VS MAA VS/JC VS ST-1 CONCRETE CHANNEL STRUCTURE.dwg 2 2 . 0 0 5 ROX_C907.002.005 RECORD ISSUE CONCRETE CHANNEL STRUCTURE PLAN ROXBORO STEAM STATION ROXBORO INDUSTRIAL LANDFILL 0 01/08/2016 7810150419.02 LANDFILL VS VS/JC VS VS WB ORIGINAL ISSUE 1 07/14/2016 7810150419.02 LANDFILL VS VS/JC JN VS VS GENERAL REVISIONS AND NEW BORDER 2 10/28/2016 7810150419.05 LANDFILL VS VS/JC MAA VS VS RECORD ISSUE         2.005 CONCRETE CHANNEL PLAN SCALE: 1/4" = 1'-0" 1 .005 (;,67,1*‘&333,3(72 BE FIELD-CUT. (;,67,1*‘&333,3(72(;7(1' THROUGH NEW CONCRETE CHANNEL WALL. HSS10.75X0.25 PIPE SLEEVE )25‘39&3,3( ‘'2:1'5$,16 TO BE FIELD COORDINATED FOR FUTURE INSTALLATION ‘39&6/((9('5$,16727$/ )8785(‘'2:1 DRAIN INV. ELEV. “6((127(6 ‘&33,19(/(9 520.27. SEE NOTES ‘&33,19(/(9 520.60. SEE NOTES ‘&&3,19(/(9 520.83. SEE NOTES‘39&3,3(,19(/(9 “+66; PIPE SLEEVE NOT SHOWN FOR CLARITY, SEE NOTES ‘39&3,3(,19(/(9 “+66; CONT. PIPE SLEEVE. NOTES: 1) CONTRACTOR SHALL BE RESPONSIBLE FOR ALL COORDINATION NECESSARY TO INSTALL ALL PIPING INDICATED ON 2/.005. 2) ALL ELEVATIONS AND DIMENSIONS INDICATED AS “$5($3352;,0$7(&2175$&7256+$//%( RESPONSIBLE FOR VERIFICATION OF ALL APPROXIMATE ELEVATIONS AND DIMENSIONS. 3) CONTRACTOR SHALL BE RESPONSIBLE FOR THE COORDINATION OF ALL KNOCKOUT PANELS LOCATIONS. COORDINATION OF KNOCKOUT PANELS SHALL CONSIDER THE EXISTING GEOMETRY AND FIELD CONDITIONS TO FACILITATE THE INSTALLATION OF FUTURE 18 INCH DIAMETER DOWN DRAINS. 4) ALL CONCRETE REINFORCING SHALL HAVE A MINIMUM CLEAR COVER EQUAL TO 3 INCHES UNLESS OTHERWISE NOTED. 5) WHERE THERE ARE CONFLICTS BETWEEN THE CONSTRUCTION DOCUMENTS AND THE EXISTING FIELD CONDITIONS, THE CONTRACTOR SHALL NOTIFY THE ENGINEER PRIOR TO PROCEEDING WITH WORK. FAILURE TO NOTIFY THE ENGINEER OF RECORD OF ANY SUCH CONFLICT MAY RESULT IN THE REJECTION OF WORK. 6) CONTRACTOR SHALL BE RESPONSIBLE FOR DETERMINING THE LOCATION OF THE EXISTING LANDFILL PROTECTIVE LINER LOCATED AT THE TOP OF THE EXISTING BOTTOM ASH LAYER IN THE AREAS WHERE SITE WORK AND CONSTRUCTION IS UNDERTAKEN. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DAMAGE THAT OCCURS TO THE EXISTING LANDFILL LINER AT NO ADDITIONAL EXPENSE TO THE OWNER. 7) SUBSTITUTION OF MATERIALS AND CONSTRUCTION ALTERATIONS OR MODIFICATIONS TO THOSE SOLELY INDICATED IN THE CONSTRUCTION DOCUMENTS SHALL NOT BE PERMITTED WITHOUT THE WRITTEN AUTHORIZATION OF THE ENGINEER OF RECORD. 8) INSPECTION OF THE CONCRETE REINFORCING STEEL AND WATERSTOP INSTALLATION SHALL BE PERFORMED BY THE ENGINEER PRIOR TO THE CASTING OF CONCRETE. 9) CONTRACTOR SHALL PROVIDE A WATER-TIGHT SEAL AT EACH CPP WALL PENETRATION BY FULLY GROUTING THE PENETRATION SPACE AROUND THE OUTSIDE DIAMETER OF THE CPP. 10) T.O.S. INDICATES TOP OF SLAB. 11) CPP INDICATES CORRUGATED PLASTIC PIPE. 12) ALL STONE USED FOR DRAINAGE AND FILL SHALL BE #57 STONE, SEE SECTIONS AND DETAILS. 13) AT EXISTING CPP PIPE LOCATIONS, CONCRETE FORMWORK AND REINFORCING SHALL BE FIELD COORDINATED WITH EXISTING PIPE LOCATION. MAINTAIN 3" CLEAR COVER FOR CONCRETE REINFORCING AROUND PIPE PENETRATIONS. 14) EXISTING CPP PIPES ARE TO BE FIELD CUT AFTER THE REMOVAL OF CONCRETE FORMWORK. 6" CONC. SECTION. SEE 1/ST-3 SL O P E SL O P E SL O P E SL O P E SL O P E SL O P E 2'-0" WIDE THICKENED SLAB SECTION. EXTEND THICKENED SLAB TO TOP OF FOOTING. CONTRACTOR COORDINATE THICKENED SLAB GEOMETRY WITH HSS 10.75X0.25 PIPE SLEEVE REQUIREMENTS. SL O P E SL O P E SL O P E SL O P E .008 2 1 .008 .007 1 .006 2 .006 1 .007 1 SIM. NOTES:  ',0(16,216$1'(/(9$7,2166+2:1$6“$5( APPROXIMATE, UNLESS OTHERWISE NOTED. 2) FOOTING DRAINS NOT SHOWN FOR CLARITY. T . O . S . E L . 5 2 0 . 8 5 T.O . S . E L . 52 0 . 7 7 T.O . S . E L . 52 0 . 7 8 T.O . S . E L . 520 . 8 7 T.O . S . E L . 52 0 . 7 3 T.O . S . E L . 520 . 7 7 T. O . S . E L . 52 0 . 8 1 T. O . S . E L . 52 0 . 7 3 T.O . S . E L . 520 . 8 6 T . O . S . E L . 5 2 0 . 7 4 T.O . S . E L . 520 . 5 4 T . O . S . E L . 5 2 0 . 3 3 T . O . S . E L . 5 2 0 . 6 2 T . O . S . E L . 5 2 0 . 6 2 T . O . S . E L . 5 2 0 . 6 9 T.O . S . E L . 52 0 . 8 1 T.O . S . E L . 520 . 7 1 SECTION SCALE: 1/2" = 1'-0" 1 .006 SECTION SCALE: 1/2" = 1'-0" 2 .006 R E V . 10 20 30TENTHSINCHES123 DWG SIZE REVISION FOR DRAWING NO. TITLE FILENAME: REV. DWG TYPE: JOB NO: DATE: SCALE:DES: DFTR: CHKD: ENGR: APPD: A F E D C B 2 3 4 5 7 86 4 5 7 8 9 106 A F C B 22"x34" ANSI D Environment & Infrastructure SEAL REV DATE JOB NO.PROJECT TYPE DES DFTR CHKD ENGR APPD DESCRIPTION  NC GEOLOGY: C-247 NC ENG: F-1253 LICENSURE: FAX: (704) 357-8638 TEL: (704) 357-8600 CHARLOTTE, NC 28208 SUITE 100 2801 YORKMONT ROAD 10/28/2016 7810150419.02 DWG AS SHOWN WB VS MAA VS/JC VS ST-2 CONCRETE CHANNEL STRUCTURE.dwg 2 2 . 0 0 6 ROX_C907.002.006 RECORD ISSUE CONCRETE CHANNEL STRUCTURE SECTIONS ROXBORO STEAM STATION ROXBORO INDUSTRIAL LANDFILL 0 01/08/2016 7810150419.02 LANDFILL VS VS/JC VS VS WB ORIGINAL ISSUE 1 07/14/2016 7810150419.02 LANDFILL VS VS/JC JN VS VS GENERAL REVISIONS AND NEW BORDER 2 10/28/2016 LANDFILL 96 VS/JC MAA VS VS RECORD ISSUE         2.006 #5 @ 8" OC, EA. FACE, DOWEL INTO FOOTING ‘39&:((3# 2&3529,'( FILTER FABRIC WRAP AT BACKFILL SIDE SEE CIVIL PLANS #5 @ 8" OC, DOWEL INTO FOOTING #5 DOWELS @ 12" OC. PROVIDE CLASS B TENSION LAP SPLICE WITH HORIZONTAL REINFORCING BARS, TYP. #5 DOWELS @ 12" OC PROVIDE CLASS B TENSION LAP SPLICE WITH HORIZONTAL REINFORCING BARS, TYP. CONTRACTOR COORDINATE DOWEL PLACEMENT WITH TOP OF ABUTMENT SLOPE & GEOMETRY. 3 1 1.5 1 #5 @ 8" OC, EA. FACE, 3529,'(ƒ+22.6($ END, TYP. TOP OF EXISTING BOTTOM ASH ELEV. VARIES. (EXISTING LANDFILL LINER) EXISTING BOTTOM ASH ELEV. VARIESEXISTING FLY ASH TO REMAIN COMPACTED BACKFILL COMPACT #57 AGGREGATE DRAINAGE LAYER W/ CONT. FILTER FABRIC WRAP 36" WIDE AGGREGATE DRAINAGE TRENCH. PROVIDE CONT. FILTER FABRIC WRAP 12" WIDE #57 AGGREGATE DRAINAGE LAYER. PROVIDE CONT. FILTER FABRIC WRAP. #4 DOWELS @ 16" OC. PROVIDE CLASS B TENSION LAP SPLICE WITH 6" SLAB HORIZONTAL REINFORCING BARS, TYP. EA. SIDE. EXTEND 1'-10" INTO WALL. WATERSTOP, TYP. PROVIDE HORIZ. & VERT. WATERSTOP AT WALL AND FOOTING INTERFACE, TYP. 6" SLAB W/ #4'S @ 8" O.C. EA. WAY. PLACE REINF. IN CENTER OF SLAB. T.O.W. (/(9“ (/(9“ T.O.W. ELEV. 521.08 #5 @ 8" OC, EA. FACE, DOWEL INTO FOOTING ‘39&:((3# 2&3529,'( FILTER FABRIC WRAP AT BACKFILL SIDE SEE CIVIL PLANS 3 1 #5 @ 8" OC, EA. FACE, 3529,'(ƒ+22.6($ END, TYP. TOP OF EXISTING BOTTOM ASH ELEV. VARIES. (EXISTING PROTECTIVE COVER) EXISTING BOTTOM ASH ELEV. VARIESEXISTING FLY ASH TO REMAIN COMPACTED BACKFILL CONT. FILTER FABRIC WRAP 36" WIDE #57 AGGREGATE DRAINAGE TRENCH. PROVIDE CONT. FILTER FABRIC WRAP 12" WIDE # 57 AGGREGATE DRAINAGE LAYER. PROVIDE CONT. FILTER FABRIC WRAP. #4 DOWELS @ 16" OC. PROVIDE CLASS B TENSION LAP SPLICE WITH 6" SLAB HORIZONTAL REINFORCING BARS, TYP. EA. SIDE. 3529,'(ƒ+22.,1:$// WATERSTOP, TYP. 6" SLAB W/ #4'S @ 8" O.C. EA. WAY. PLACE REINF. IN CENTER OF SLAB. T.O.W ELEV. VARIES. SEE 1/.008 AND 2/.008 T.O.S ELEV. VARIES, SEE PLAN SLOPE SLOPE T.O.S. ELEV. VARIES, SEE PLAN T.O.S. ELEV. VARIES SEE PLAN T.O.S. ELEV. VARIES SEE PLAN #5 @ 8" OC, HOOK EA. END, TYP. 72)(/(9“ %2)(/(9“ REMOVE EXISTING FLY ASH AND INSTALL BOTTOM ASH REMOVE EXISTING FLY ASH AND INSTALL BOTTOM ASH REMOVE EXISTING FLY ASH AND INSTALL BOTTOM ASH REMOVE EXISTING FLY ASH AND INSTALL BOTTOM ASH NOTE: REFER TO 1/.006 FOR ADDITIONAL INFORMATION #5 DOWELS @ 12" OC PROVIDE CLASS B TENSION LAP SPLICE WITH HORIZONTAL REINFORCING BARS, TYP. CONTRACTOR COORDINATE DOWEL PLACEMENT WITH TOP OF ABUTMENT SLOPE & GEOMETRY. 2 1 2 " C L E A R , T Y P . NOTE: TOP SLAB ELEVATION VARIES SEE PLAN 1/.005 T.O.S. ELEVATION 520.81 T.O.S. ELEVATION 520.81 T.O.W. (/(9“ T.O.W. ELEVATION 521.18 SECTION SCALE: 1/2" = 1'-0" 1 .007 R E V . 10 20 30TENTHSINCHES123 DWG SIZE REVISION FOR DRAWING NO. TITLE FILENAME: REV. DWG TYPE: JOB NO: DATE: SCALE:DES: DFTR: CHKD: ENGR: APPD: A F E D C B 2 3 4 5 7 86 4 5 7 8 9 106 A F C B 22"x34" ANSI D Environment & Infrastructure SEAL REV DATE JOB NO.PROJECT TYPE DES DFTR CHKD ENGR APPD DESCRIPTION  NC GEOLOGY: C-247 NC ENG: F-1253 LICENSURE: FAX: (704) 357-8638 TEL: (704) 357-8600 CHARLOTTE, NC 28208 SUITE 100 2801 YORKMONT ROAD 10/28/2016 7810150419.02 DWG AS SHOWN WB VS MAA VS/JC VS ST-3 CONCRETE CHANNEL STRUCTURE.dwg 2 2 . 0 0 7 ROX_C907.002.007 RECORD ISSUE CONCRETE CHANNEL STRUCTURE SECTION ROXBORO STEAM STATION ROXBORO INDUSTRIAL LANDFILL 0 01/08/2016 7810150419.02 LANDFILL VS VS/JC VS VS WB ORIGINAL ISSUE 1 07/14/2016 7810150419.02 LANDFILL VS VS/JC JN VS VS GENERAL REVISIONS AND NEW BORDER 2 10/28/2016 7810150419.02 LANDFILL VS VS/JC MAA VS VS RECORD ISSUE         2.007 3 1 1.5 NOTES: 1.CAST-IN-PLACE KNOCKOUT SECTION SHALL BE A 6 INCH CONCRETE SECTION AND REINFORCED WITH (1) LAYER OF #5'S AT 16" O.C. PLACED VERTICALLY AND 16" O.C. HORIZONTALLY. 2.SPLICE KNOCKOUT SECTION S VERTICAL BARS TO THE VERTICAL BARS OF THE LOWER SECTION OF CONCRETE STEEL PLACED. 3.KNOCKOUT PANEL VERTICAL STEEL SHALL BE PLACED AT THE BACKFILL SIDE OF THE WALL 4.PROVIDE CLASS B TENSION SPLICE UNLESS NOTED OTHERWISE. 5.REFER TO 1/.006 FOR REINFORCING AND ADDITIONAL INFORMATION. 1 REMOVE EXISTING FLY ASH AND INSTALL BOTTOM ASH REMOVE EXISTING FLY ASH AND INSTALL BOTTOM ASH T.O.S. ELEV. 520.77T.O.S. ELEV. 520.74 NOTE: TOP OF SLAB ELEVATION VARIES SEE PLAN 1/.005 T.O.W. ELEV. 520.89 T.O.W. ELEV. “ (/(9“ ELEV. VARIES 72:(/(9“ T.O.W. ELEV. “ HATCHED AREA INDICATES CAST-IN-PLACE KNOCKOUT SECTION: SEE NOTES. ANCHOR FILTER FABRIC BEHIND WALL, TYP. NO 6" CONCRETE WALL AT SIMILAR SECTION CHANNEL WALL ELEVATION AND REINFORCING DETAILS SCALE: 1/2" = 1'-0" 1 .008 CHANNEL WALL ELEVATION AND REINFORCING DETAILS SCALE: 1/2" = 1'-0" 2 .008 R E V . 10 20 30TENTHSINCHES123 DWG SIZE REVISION FOR DRAWING NO. TITLE FILENAME: REV. DWG TYPE: JOB NO: DATE: SCALE:DES: DFTR: CHKD: ENGR: APPD: A F E D C B 2 3 4 5 7 86 4 5 7 8 9 106 A F C B 22"x34" ANSI D Environment & Infrastructure SEAL REV DATE JOB NO.PROJECT TYPE DES DFTR CHKD ENGR APPD DESCRIPTION  NC GEOLOGY: C-247 NC ENG: F-1253 LICENSURE: FAX: (704) 357-8638 TEL: (704) 357-8600 CHARLOTTE, NC 28208 SUITE 100 2801 YORKMONT ROAD 10/28/2016 7810150419.02 DWG AS SHOWN WB VS MAA VS/JC VS ST-4 CONCRETE CHANNEL STRUCTURE.dwg 2 2 . 0 0 8 ROX_C907.002.008 RECORD ISSUE CONCRETE CHANNEL STRUCTURE ELEVATIONS ROXBORO STEAM STATION ROXBORO INDUSTRIAL LANDFILL 0 01/08/2016 7810150419.02 LANDFILL VS VS/JC VS VS WB ORIGINAL ISSUE 1 07/14/2016 7810150419.02 LANDFILL VS VS/JC JN VS VS GENERAL REVISIONS AND NEW BORDER 2 10/28/2016 7810150419.02 LANDFILL VS VS/JC MAA VS VS RECORD ISSUE         2.008 T.O.W. ELEV. 526.03 72)(/(9“ %2)(/(9“ INV. ELEV., TYP. SEE NOTES PIPE SLEEVE ELEV. SEE NOTES #5'S @ 8" OC, MAX., EA. FACE #5'S @ 8" O.C. MAX.#5'S @ 8" O.C. MAX. PROVIDE (4) #3'S X 4' 0" LONG, EA. FACE AT EA. PENETRATION, TYP. NOTES: 1)REFER TO GENERAL NOTES ON SHEET .004 AND PLAN SHEET .005 FOR ADDITIONAL INFORMATION. 2)CONCRETE KNOCKOUT PANELS SHALL BE REINFORCED WITH W6xW6 x4 INCH CENTER TO CENTER SPACING. 3)WELDED WIRE FABRIC SHALL HAVE A MINIMUM CLEAR COVER OF 2 INCHES AND SHALL HAVE A MINIMUM DEVELOPMENT LENGTH OF 12 INCHES. ALL FOUR SIDES OF THE WELDED WIRE FABRIC SHALL EXTEND INTO THE ADJACENT CONCRETE. 4)REFER TO 1/.005 FOR PIPE INVERT ELEVATIONS. T.O.W. ELEV. VARIES 72)(/(9“ %2)(/(9“ FUTURE DOWN DRAIN INV. ELEV. SEE NOTES PIPE SLEEVE ELEV. SEE NOTES 30"X30"X4" CAST-IN-PLACE KNOCKOUT PANEL, TYP. SEE NOTES #5'S @ 8" O.C., EA. FACE #5'S @ 8" O.C. MAX.#5'S @ 8" OC MAX. PROVIDE (4) #3'S X 4'-0" LONG, EA. CORNER, EA FACE, EA. PENETRATION, TYP. T.O.W. ELEV. 526.08 T.O.W. ELEV. 526.06T.O.W. ELEV. 526.05 Certification Report for Phase 6 Chimney Drain Construction ATTACHMENT 3 Pipe Integrity Test Documentation Amec Foster Wheeler Environment & Infrastructure Inc. 2801 Yorkmont Road, Suite 100 Charlotte, North Carolina 28208 704-357-8600 amecfw.com Registered in North Carolina Engineering License No. F-1253 Geology License No. C-247 As part of the installation of the chimney drain system for Phase 6 of the Roxboro Industrial Landfill, a low-pressure air test of pipe integrity (test method ASTM F1417) was attempted on August 19, 2016. The segment on which the test was attempted incorporated two segments installed by Charah, Inc. as part of the current project, and an intervening section that had been installed previously by a different contractor. As shown on Attachment 1 (Pressure Test Log), the required test duration was calculated to be 13.4 minutes (based on the simplifying assumption of a uniform 12-inch pipe diameter), with an allowable pressure drop of 0.5 psig. The goal was to observe a stable pressure before starting the test; however, the pressure did not hold steady and, therefore, a 90-second observation was recorded to show that the trend (a pressure drop of 0.2 psig) indicated the full duration test would fail. A second 90-second observation showed a pressure drop of 0.5 psig. All exposed joints were checked by applying a cleaning solution to make any air flow evident as bubbles. In the segments installed by Charah, Inc., bubbles were observed at one PVC coupling, which was resealed. Though a subsequent air test did not achieve passing results, the lack of observed air bubbles in the segments installed by Charah, Inc. is believed to indicate that the newly installed pipe has been adequately installed. The integrity of the previously installed pipe is expected to be addressed under a future project. Memo Date: September 2, 2016 To: Chas Hummel, Duke Energy From: Thomas Maier, Amec Foster Wheeler CC: Ref: 7810160709 (PO 2242456) Re: Results of Pipe Integrity Test – Chimney Drain Outlet Pipe Roxboro Industrial Landfill Semora, Person County, North Carolina PROJECT SHEET 1 / 1 JOB # 7810160709.01 LOCATION DATE 8/19/2016 COMPUTED BY TBM SUBJECT CHECKED BY T = (0.085 DK/Q)/2 where: D =12 nominal pipe size, inches L =470 length of test section, feet  K =2.36316 0.000419 DL (not less than 1.0) Q =0.0015 leak rate in cfm/square feet of internal surface = 0.0015 CFM/SF T =803 seconds 13.4 minutes Contractor or Company: Charah, Inc. Pipe Line Description:12" HDPE DR 17 and 8" PVC SCH 80 (material, thickness rating, etc.) Section Tested: From: beginning To: end Test Section: Diameter:12" (or less)Length: 470 Test Start Time/Date: 0 Maximum Start Pressure (psig): 4 Test End Time/Date: 90 sec Maximum End Pressure (psig): 3.8 Total Test Time: 90 sec Total Pressure Drop (psig): 0.2 Test Result (circle one): Pass (pressure drop less than 0.5 psig) Fail (pressure drop greater than 0.5 psig) If test fails, record leak location and remedial activities below. Notes: 1. Test was not continued for full duration because the trend indicated it would fail. 2. All exposed joints were checked with soapy water. Two couplings inside steel pipe sleeve were not accessible. Buried 8" PVC was not accessible. 3. One small leak in a 12" PVC coupling was identified and sealed. 4. Couplings in steel pipe sleeve were checked indirectly by taping ends of pipe sleeve and applying soapy water to tape seals. No air leakage was observed by contractor. 5. Test result indicates some leakage could occur. All inaccessible pipe joints where integrity was not verified are within the limit of landfill liner where some leakage is tolerable. ROX-CHIM Phase 6 Chimney Drain CQA Semora, North Carolina Pressure Test Field Log TEST TIME CALCULATION This formula is for pipes with nominal diameter from 4" to 30". Test Time (T) is calculated using the following formular from Section 9.2 of ASTM F 1417, modified for allowable pressure drop of 0.5 psig as  12 ”  PV C  &  Re d u c e r Lo w  Pr e s s u r e  Te s t   Certification Report for Phase 6 Chimney Drain Construction ATTACHMENT 4 In-Place Density Testing Documentation Su m m a r y  of  In ‐Pl a c e  De n s i t y  Te s t i n g Ph a s e  6  Ch i m n e y  Dr a i n  Co n s t r u c t i o n Ro x b o r o  St e a m  St a t i o n Te s t  No . Zo n e   No . Zo n e  De s c r i p t i o n Te s t  Ar e a Te s t  De p t h P r o c t o r  ID Ma x  De n s i t y   (p c f ) Op t .  %M C We t  De n s i t y   (p c f ) %M C Dry  Density  (pcf)%Compaction%Compaction  RequiredPass/Fail R e t e s t Avg. Compaction  per  Zone 09 3 0 0 3 0 Va u l t C o n c r e t e  Ch a n n e l  St r u c t u r e ‐6' S ‐8 6 5 . 1 38 . 3 % 82 . 7 33 . 2 % 6 2 . 1 9 5 . 4 % 9 5 % P a s s 10 0 3 0 6 0 Va u l t NE  si d e  of  Va u l t ‐5' ‐‐ ‐ ‐ ‐ ‐ 79 . 2 3 1 . 1 % 6 0 . 4 N D 9 5 % A c c e p t e d 10 0 4 0 5 0 Va u l t 6'  E  of  W  Wa l l ‐4' ‐‐ ‐ ‐ ‐ ‐ 88 . 1 2 7 . 2 % 6 9 . 3 N D 9 5 % A c c e p t e d 10 0 4 0 6 0 Va u l t 6'  N  of  NW  Co r n e r   ‐3' ‐‐ ‐ ‐ ‐ ‐ 83 . 9 2 7 . 2 % 6 6 . 0 N D 9 5 % A c c e p t e d 10 0 4 0 7 0 Va u l t 6'  N  of  NE  Co r n e r   ‐2' S ‐28 65 . 1 4 0 . 2 8 3 . 8 3 2 . 7 % 6 3 . 1 9 7 . 0 % 9 5 % P a s s 10 0 5 0 1 0 Va u l t 5'  W  of  NW  Co r n e r ‐1' S ‐39 6 8 . 5 3 4 . 5 8 5 . 5 3 0 . 0 % 6 5 . 8 9 6 . 0 % 9 5 % P a s s 10 0 5 0 2 0 Va u l t 5'  E  of  NE  Co r n e r 0' ‐‐ ‐ ‐ ‐ ‐ 84 . 5 2 7 . 3 % 6 6 . 4 N D 9 5 % A c c e p t e d 08 2 3 0 1 1 W e s t  of  WY E ‐01 2n d  li f t  af t e r  br i d g e  li f t ‐‐ ‐ ‐ ‐ ‐ 11 2 . 2 1 4 . 6 % 9 7 . 9 N D 9 5 % 09 1 5 0 2 2 W Y E ‐01  to  CD ‐6D Mi d ‐se c t i o n  of  8"  HD P E  pi p e  tr e n c h 2  ft  ab o v e  pi p e S ‐33 6 8 . 9 3 8 . 5 % 9 5 . 1 3 6 . 3 % 6 9 . 8 1 0 1 % 9 0 % P a s s 09 1 6 0 2 2 W Y E ‐01  to  CD ‐6D Mi d ‐se c t i o n  of  8"  HD P E  pi p e  tr e n c h 3  ft  ab o v e  pi p e S ‐7 7 2 . 2 3 2 . 4 % 9 5 . 1 2 9 . 1 % 7 3 . 7 1 0 2 % 9 0 % P a s s 09 1 6 0 3 2 W Y E ‐01  to  CD ‐6D Mi d ‐se c t i o n  of  8"  HD P E  pi p e  tr e n c h 4  ft  ab o v e  pi p e S ‐37 7 2 . 5 3 4 . 0 % 9 3 . 3 3 5 . 6 % 6 8 . 8 9 4 . 9 % 9 0 % P a s s 09 2 2 0 1 3 C D ‐6D  to  CD ‐6G 60 '  Ea s t  of  CD ‐6D 2  ft  ab o v e  pi p e S ‐5 6 2 . 7 4 2 . 0 % 7 9 . 3 3 6 . 1 % 5 8 . 3 9 2 . 9 % 9 0 % P a s s 09 2 2 0 2 3 C D ‐6D  to  CD ‐6G 60 '  Ea s t  of  CD ‐6D 3  ft  ab o v e  pi p e S ‐5 6 2 . 7 4 2 . 0 % 8 1 . 8 3 5 . 6 % 6 0 . 3 9 6 . 2 % 9 0 % P a s s 09 2 3 0 1 3 C D ‐6D  to  CD ‐6G 50 '  Ea s t  of  CD ‐6D 4  ft  ab o v e  pi p e S ‐32 6 3 . 7 4 0 . 7 % 8 1 . 5 3 5 . 1 % 6 0 . 3 9 4 . 7 % 9 0 % P a s s 09 2 3 0 2 3 C D ‐6D  to  CD ‐6G 10 5 '  We s t  of  CD ‐6G 4  ft  ab o v e  pi p e S ‐9 5 7 . 8 3 4 . 0 % 7 9 . 4 4 1 . 5 % 5 6 . 1 9 7 . 1 % 9 0 % P a s s 09 2 3 0 4 3 C D ‐6D  to  CD ‐6G 10 5 '  We s t  of  CD ‐6G 5  ft  ab o v e  pi p e S ‐9 5 7 . 8 3 4 . 0 % 7 9 . 9 4 1 . 5 % 5 6 . 5 9 7 . 7 % 9 0 % P a s s 09 2 4 0 1 3 C D ‐6D  to  CD ‐6G 60 '  We s t  of  CD ‐6G 6  ft  ab o v e  pi p e S ‐21 6 1 . 2 4 6 . 7 % 7 8 . 9 3 5 . 9 % 5 8 . 1 9 4 . 9 % 9 0 % P a s s 09 3 0 0 6 3 C D ‐6D  to  CD ‐6G 1 0 0 ' W  of  CD 6 G 5  ft  ab o v e  pi p e S ‐32 6 3 . 7 4 0 . 7 % 7 8 . 3 3 6 . 0 % 5 7 . 6 9 0 . 4 % 9 0 % P a s s 09 3 0 0 7 3 C D ‐6D  to  CD ‐6G 7 5 ' W  of  CD 6 G 6  ft  ab o v e  pi p e S ‐44 6 2 . 2 4 4 . 8 % 7 9 . 2 4 0 . 5 % 5 6 . 4 9 0 . 6 % 9 0 % P a s s 09 1 9 0 3 4 C D ‐6G  to  CD ‐6K 75 '  We s t  of  CD ‐6K 2  ft  ab o v e  pi p e 09 1 9 ‐2 6 6 . 6 4 0 . 5 % 9 4 . 7 3 2 . 5 % 7 1 . 5 1 0 7 % 9 0 % P a s s 09 3 0 0 4 4 C D ‐6G  to  CD ‐6K 10 0 '  We s t  of  CD ‐6K 3  ft  ab o v e  pi p e S ‐21 6 1 . 2 4 6 . 7 % 7 7 . 8 4 1 . 2 % 5 5 . 1 9 0 . 0 % 9 0 % P a s s 09 3 0 0 5 4 C D ‐6G  to  CD ‐6K 10 0 '  We s t  of  CD ‐6K 4  ft  ab o v e  pi p e S ‐5 6 2 . 7 4 2 . 0 % 8 6 . 1 4 0 . 6 % 6 1 . 2 9 7 . 7 % 9 0 % P a s s 09 2 7 0 3 4 C D ‐6G  to  CD ‐6K 50 '  We s t  of  CD ‐6K 3  ft  ab o v e  pi p e S ‐36 6 2 . 5 4 6 . 4 % 8 1 . 3 3 2 . 1 % 6 1 . 5 9 8 . 5 % 9 0 % P a s s 09 2 7 0 1 5 C D ‐6K  to  Cl e a n o u t 50 '  Ea s t  of  CD ‐6K  (C l e a n o u t  Ex t e n s i o n ) 2  ft  ab o v e  pi p e 1 6 / 0 9 2 S 3 6 5 . 2 4 0 . 6 % 8 0 . 4 3 4 . 1 % 6 0 . 0 9 2 . 0 % 9 0 % P a s s 92.0% 09 2 2 0 3 6 W Y E ‐02  to  CD ‐6F 14 0 '  So u t h e a s t  of  WY E ‐02 2  ft  ab o v e  pi p e S ‐5 6 2 . 7 4 2 . 0 % 8 1 . 3 3 5 . 6 % 6 0 . 0 9 5 . 6 % 9 0 % P a s s 09 2 2 0 4 6 W Y E ‐02  to  CD ‐6F 14 0 '  So u t h e a s t  of  WY E ‐02 3  ft  ab o v e  pi p e S ‐5 6 2 . 7 4 2 . 0 % 8 1 . 1 3 6 . 4 % 5 9 . 5 9 4 . 8 % 9 0 % P a s s 09 2 3 0 3 6 W Y E ‐02  to  CD ‐6F 14 0 '  So u t h e a s t  of  WY E ‐02 4  ft  ab o v e  pi p e S ‐9 5 7 . 8 3 4 . 0 % 8 0 . 9 4 1 . 5 % 5 7 . 2 9 8 . 9 % 9 0 % P a s s 09 3 0 0 1 6 W Y E ‐02  to  CD ‐6F 25 ' N W  of  CD 6 F  (R e t e s t  on  10 0 4 0 3 ) 5  ft  ab o v e  pi p e S ‐32 6 3 . 7 4 0 . 7 % 7 8 . 8 4 2 . 6 % 5 5 . 3 8 6 . 7 % 9 0 % F a i l P a s s  100403 09 3 0 0 2 6 W Y E ‐02  to  CD ‐6F 75 ' N W  of  CD 6 F 6  ft  ab o v e  pi p e S ‐5 6 2 . 7 4 2 . 0 % 8 0 . 4 4 3 . 0 % 5 6 . 2 8 9 . 7 % 9 0 % P a s s 10 0 4 0 3 6 W Y E ‐02  to  CD ‐6F 25 ' N W  of  CD ‐6F  ‐   Re t e s t  of  09 3 0 0 1 5  ft  ab o v e  pi p e S ‐28 6 5 . 1 4 0 . 2 % 8 4 . 4 3 5 . 2 % 6 2 . 4 9 5 . 9 % 9 0 % P a s s 09 2 4 0 2 7 C D ‐6F  to  CD ‐6J 12 0 '  We s t  of  CD ‐6J 2  ft  ab o v e  pi p e S ‐32 6 3 . 7 4 0 . 7 % 7 8 . 1 3 2 . 7 % 5 8 . 9 9 2 . 4 % 9 0 % P a s s 09 2 4 0 3 7 C D ‐6F  to  CD ‐6J 12 0 '  We s t  of  CD ‐6J 3  ft  ab o v e  pi p e S ‐32 63 . 7 4 0 . 7 % 7 7 . 3 3 2 . 0 % 5 8 . 6 9 1 . 9 % 9 0 % P a s s 09 2 6 0 1 7 C D ‐6F  to  CD ‐6J 80 '  Ea s t  of  CD ‐6F 4  ft  ab o v e  pi p e 1 6 / 0 9 2 S 3 6 5 . 2 4 0 . 6 % 7 8 . 5 3 3 . 6 % 5 8 . 8 9 0 . 1 % 9 0 % P a s s 09 2 6 0 2 7 C D ‐6F  to  CD ‐6J 12 0 '  Ea s t  of  CD ‐6F 5  ft  ab o v e  pi p e 1 6 / 0 9 2 S 3 6 5 . 2 4 0 . 6 % 7 7 . 0 3 0 . 9 % 5 8 . 8 9 0 . 2 % 9 0 % P a s s 09 2 6 0 3 7 C D ‐6F  to  CD ‐6J 17 0 '  Ea s t  of  CD ‐6F 6  ft  ab o v e  pi p e 1 6 / 0 9 2 S 3 6 5 . 2 4 0 . 6 % 8 2 . 6 3 1 . 8 % 6 2 . 7 9 6 . 1 % 9 0 % P a s s 09 2 7 0 2 8 C D ‐6J  to  Cl e a n o u t 10 0 '  Ea s t  of  CD ‐6J 3  ft  ab o v e  pi p e 1 6 / 0 9 2 S 3 6 5 . 2 4 0 . 6 % 7 9 . 5 3 3 . 6 % 5 9 . 5 9 1 . 3 % 9 5 % F a i l 09 2 7 0 5 8 C D ‐6J  to  Cl e a n o u t 40 '  Ea s t  of  CD ‐6J 4  ft  ab o v e  pi p e S ‐36 6 2 . 5 4 6 . 4 % 8 1 . 4 2 8 . 0 % 6 3 . 6 1 0 2 % 9 0 % P a s s 09 2 8 0 1 8 C D ‐6J  to  Cl e a n o u t 15 0 '  Ea s t  of  CD ‐6J 4  ft  ab o v e  pi p e S ‐32 6 3 . 7 4 0 . 7 % 8 0 . 5 3 2 . 7 % 6 0 . 7 9 5 . 2 % 9 5 % P a s s 09 2 8 0 2 8 C D ‐6J  to  Cl e a n o u t 50 '  Ea s t  of  CD ‐6J 5  ft  ab o v e  pi p e S ‐32 6 3 . 7 4 0 . 7 % 8 0 . 0 3 3 . 1 % 6 0 . 1 9 4 . 4 % 9 0 % P a s s 09 2 8 0 3 8 C D ‐6J  to  Cl e a n o u t 10 0 '  Ea s t  of  CD ‐6J 6  ft  ab o v e  pi p e S ‐32 6 3 . 7 4 0 . 7 % 7 9 . 9 3 2 . 9 % 6 0 . 1 9 4 . 4 % 9 5 % A c c e p t e d 08 3 0 0 1 9 W Y E ‐04  to  CD ‐6B Mi d ‐se c t i o n  of  8"  HD P E  pi p e  tr e n c h 3  ft  ab o v e  pi p e S ‐35 7 0 . 1 3 4 . 1 % 8 0 . 4 1 8 . 2 % 6 8 . 0 9 7 . 0 % 9 5 % P a s s 08 3 0 0 3 9 W Y E ‐04  to  CD ‐6B Mi d ‐se c t i o n  of  8"  HD P E  pi p e  tr e n c h 3  ft  ab o v e  pi p e S ‐35 7 0 . 1 3 4 . 1 % 8 4 . 8 2 3 . 5 % 6 8 . 7 9 8 . 0 % 9 5 % P a s s 08 3 0 0 4 9 . 5 P a d  ar e a Ar e a  be t w e e n  tr e n c h  Zo n e  9  & 10 4  ft  ab o v e  pi p e S ‐35 7 0 . 1 3 4 . 1 % 8 6 . 3 2 3 . 1 % 7 0 . 1 1 0 0 % 9 5 % P a s s 08 2 9 0 1 1 0 W Y E ‐01  to  CD ‐6C Mi d ‐se c t i o n  of  8"  HD P E  pi p e  tr e n c h 2  ft .  ab o v e  pi p e S ‐35 7 0 . 1 3 4 . 1 % 8 4 . 0 2 3 . 0 % 6 8 . 3 9 7 . 4 % 9 5 % P a s s 08 3 0 0 2 1 0 W Y E ‐01  to  CD ‐6C Mi d ‐se c t i o n  of  8"  HD P E  pi p e  tr e n c h 2f t  ab o v e  pi p e S ‐35 7 0 . 1 3 4 . 1 % 8 0 . 5 1 5 . 2 % 6 9 . 9 9 9 . 7 % 9 5 % P a s s Pr o c t o r Nu c l e a r  Gauge  Data 99.4%94.4%98.4%96.1%Accepted  by  observation  of  response  to  compactive  effort  Accepted  by  observation 98.6%Accepted  based  on  average  for  zone  of  95.4%.93.6%92.2%95.4%98.3% Su m m a r y  of  In ‐Pl a c e  De n s i t y  Te s t i n g  (c o n t i n u e d ) Ph a s e  6  Ch i m n e y  Dr a i n  Co n s t r u c t i o n Ro x b o r o  St e a m  St a t i o n Te s t  No . Zo n e   No . Zo n e  De s c r i p t i o n Te s t  Ar e a Te s t  De p t h P r o c t o r  ID Ma x  De n s i t y   (p c f ) Op t .  %M C We t  De n s i t y   (p c f ) %M C Dry  Density  (pcf)%Compaction%Compaction  RequiredPass/Fail R e t e s t Avg. Compaction  per  Zone 09 0 9 0 9 1 1 C D ‐6C  to  WY E ‐05 No r t h e r n  en d  of  8"  HD P E  pi p e  tr e n c h  be t w e e n  WY E ‐05  an d  CD ‐6H  cu r v e 2f t  ab o v e  pi p e S ‐6 6 4 . 8 4 2 . 0 % 7 8 . 5 3 1 . 2 % 5 9 . 8 9 2 . 3 % 9 0 % P a s s 09 0 8 0 1 1 1 C D ‐6C  to  WY E ‐05 So u t h e a s t  of  CD ‐6C 3  ft  ab o v e  pi p e S ‐39 6 8 . 5 3 4 . 5 % 8 2 . 4 2 8 . 5 % 6 4 . 1 9 3 . 6 % 9 0 % P a s s 09 0 8 0 2 1 1 C D ‐6C  to  WY E ‐05 So u t h e a s t  of  CD ‐6C 4  ft  ab o v e  pi p e S ‐39 6 8 . 5 3 4 . 5 % 8 6 . 2 3 6 . 6 % 6 3 . 1 9 2 . 1 % 9 0 % P a s s 09 0 9 0 1 1 1 C D ‐6C  to  WY E ‐05 8"  HD P E  pi p e  tr e n c h  be t w e e n  CD ‐6C  an d  WY E ‐05   5  ft  ab o v e  pi p e S ‐6 6 4 . 8 4 2 . 0 % 7 8 . 8 2 9 . 6 % 6 0 . 8 9 3 . 8 % 9 0 % P a s s 09 0 9 0 4 1 1 C D ‐6C  to  WY E ‐05 Mi d ‐se c t i o n  of  8"  HD P E  pi p e  tr e n c h  be t w e e n  CD ‐6C  an d  WY E ‐05  (R e t e s t e d   an d  pa s s e d ,  se e  te s t  09 2 6 0 4 ) 6  ft  ab o v e  pi p e S ‐6 6 4 . 8 4 2 . 0 % 7 7 . 2 3 4 . 7 % 5 7 . 3 8 8 . 4 % 9 0 % F a i l P a s s  092604 09 2 6 0 4 1 1 C D ‐6C  to  WY E ‐05 90 '  So u t h e a s t  of  CD ‐6C  (R e t e s t  09 0 9 0 4 ) 6  ft  ab o v e  pi p e S ‐6 6 4 . 8 4 2 . 0 % 7 7 . 5 3 2 . 2 % 5 8 . 6 9 0 . 5 % 9 0 % P a s s 10 0 3 0 7 1 1 C D ‐6C  to  WY E ‐05 C D ‐6C  to  Wy e ‐05 3  ft  ab o v e  pi p e S ‐6 6 4 . 8 4 2 . 0 % 9 0 . 4 3 2 . 8 % 6 8 . 1 1 0 5 . 0 % 9 0 % P a s s 10 0 3 0 8 1 1 C D ‐6C  to  WY E ‐05 1 0 0 '  Ea s t  of  CD ‐6C 5  ft  ab o v e  pi p e 09 1 9 ‐2 6 6 . 5 4 0 . 6 % 8 7 . 0 3 3 . 4 % 6 5 . 2 9 8 . 1 % 9 0 % P a s s 09 0 9 0 2 1 2 W Y E ‐05  to  CD ‐6I Ea s t  si d e  of  8"  HD P E  pi p e  tr e n c h  be t w e e n  CD ‐6E  an d  CD ‐6I 2f t  ab o v e  pi p e S ‐6 6 4 . 8 4 2 . 0 % 7 8 . 1 2 8 . 9 % 6 0 . 6 9 3 . 5 % 9 0 % P a s s 09 0 9 0 3 1 2 W Y E ‐05  to  CD ‐6I We s t  si d e  of  8"  HD P E  pi p e  tr e n c h  be t w e e n  CD ‐6E  an d  CD ‐6I 2f t  ab o v e  pi p e S ‐6 6 4 . 8 4 2 . 0 % 7 8 . 3 2 9 . 1 % 6 0 . 7 9 3 . 6 % 9 0 % P a s s 09 0 9 0 6 1 2 W Y E ‐05  to  CD ‐6I 8"  HD P E  pi p e  tr e n c h  be t w e e n  CD ‐6E  tr e n c h  to  CD ‐6I 3  ft  ab o v e  pi p e S ‐6 6 4 . 8 4 2 . 0 % 7 5 . 9 2 7 . 7 % 5 9 . 4 9 1 . 7 % 9 0 % P a s s 09 0 9 0 7 1 2 W Y E ‐05  to  CD ‐6I Mi d ‐se c t i o n  of  8"  HD P E  pi p e  tr e n c h  be t w e e n  CD ‐6E  an d  CD ‐6I 3  ft  ab o v e  pi p e S ‐6 6 4 . 8 4 2 . 0 % 7 7 . 6 2 7 . 8 % 6 0 . 7 9 3 . 7 % 9 0 % P a s s 10 0 3 0 3 1 2 W Y E ‐05  to  CD ‐6I 75 ' E  of  CD ‐6E 4  ft  ab o v e  pi p e S ‐6 6 4 . 8 4 2 . 0 % 7 8 . 7 3 5 . 9 % 5 7 . 9 8 9 . 4 % 9 0 % A c c e p t e d 10 0 3 0 4 1 2 W Y E ‐05  to  CD ‐6I 5 0 '  W  of  CD ‐6I 5  ft  ab o v e  pi p e 09 1 9 ‐2 6 6 . 5 4 0 . 6 % 7 9 . 8 3 4 . 7 % 5 9 . 2 8 9 . 1 % 9 0 % F a i l 10 0 3 0 5 1 2 W Y E ‐05  to  CD ‐6I Mi d w a y  be t w e e n  CD ‐6E  an d  CD ‐6I 6  ft  ab o v e  pi p e S ‐6 6 4 . 8 4 2 . 0 % 7 8 . 6 3 4 . 1 % 5 8 . 6 9 0 . 5 % 9 0 % P a s s 09 0 9 0 5 1 3 W Y E ‐05  to  CD ‐6H 8"  HD P E  pi p e  tr e n c h  be t w e e n  WY E ‐05  an d  CD ‐6H ,  sh o r t  se c t i o n  ne a r  en d  of   li n e  at  CD ‐6H 2f t  ab o v e  pi p e S ‐6 6 4 . 8 4 2 . 0 % 7 9 . 8 3 7 . 3 % 5 8 . 1 9 0 . 0 % 9 0 % P a s s 09 0 9 1 0 1 3 W Y E ‐05  to  CD ‐6H Mi d ‐se c t i o n  of  8"  HD P E  pi p e  tr e n c h  be t w e e n  WY E ‐05  an d  CD ‐6H  (R e t e s t e d   an d  pa s s e d ,  se e  te s t  09 2 7 0 4 A  an d  09 2 7 0 4 B ) 2f t  ab o v e  pi p e S ‐6 6 4 . 8 4 2 . 0 % 7 7 . 8 3 7 . 3 % 5 6 . 7 8 7 . 4 % 9 0 % F a i l Pass  092704A  and  092704B 09 2 7 0 4 A 1 3 W Y E ‐05  to  CD ‐6H Re t e s t  of  09 0 9 1 0 2  ft  ab o v e  pi p e S ‐6 6 4 . 8 4 2 . 0 % 8 0 . 0 3 3 . 9 % 5 9 . 7 9 2 . 2 % 9 0 % P a s s 09 2 7 0 4 B 1 3 W Y E ‐05  to  CD ‐6H Co n f i r m i n g  Re t e s t  of  09 0 9 1 0 2  ft  ab o v e  pi p e S ‐6 6 4 . 8 4 2 . 0 % 8 0 . 6 3 5 . 1 % 5 9 . 7 9 2 . 1 % 9 0 % P a s s 09 3 0 0 8 1 3 W Y E ‐05  to  CD ‐6H 15 0 ' N W  of  CD 6 H  (R e t e s t  on  10 0 4 0 4 ) 3  ft  ab o v e  pi p e S ‐5 6 2 . 7 4 2 . 0 % 7 9 . 0 4 2 . 2 % 5 5 . 6 8 8 . 6 % 9 0 % F a i l P a s s  100404 09 3 0 0 9 1 3 W Y E ‐05  to  CD ‐6H 1 7 5 ' N W  of  CD 6 H 4  ft  ab o v e  pi p e S ‐5 6 2 . 7 4 2 . 0 % 7 8 . 7 3 8 . 7 % 5 6 . 7 9 0 . 5 % 9 0 % P a s s 10 0 3 0 1 1 3 W Y E ‐05  to  CD ‐6H 7 5 '  W  of  CD ‐6H 5  ft  ab o v e  pi p e S ‐8 6 5 . 1 3 8 . 3 % 7 9 . 6 3 6 . 6 % 5 8 . 3 8 9 . 5 % 9 0 % P a s s 10 0 3 0 2 1 3 W Y E ‐05  to  CD ‐6H 5 0 '  W  of  CD ‐6H 6  ft  ab o v e  pi p e S ‐6 6 4 . 8 4 2 . 0 % 8 1 . 2 3 3 . 6 % 6 0 . 8 9 3 . 8 % 9 0 % P a s s 10 0 4 0 4 1 3 W Y E ‐05  to  CD ‐6H 15 0 ' N W  of  CD 6 H  (R e t e s t  of  09 3 0 0 8 ) 3  ft  ab o v e  pi p e S ‐25 6 7 . 1 3 9 . 9 % 9 1 . 8 3 5 . 4 % 6 7 . 8 1 0 1 . 0 % 9 0 % P a s s 10 0 4 0 1 C l e a n o u t  Ex t e n s i o n 50 '  E  of  CD ‐6I   Ro c k  ob s e r v e d  in  te s t  sa m p l e  in  la b o r a t o r y 5  ft  ab o v e  pi p e 09 1 9 ‐2 6 6 . 5 4 0 . 6 % 8 9 . 6 3 1 . 6 % 6 8 . 1 1 0 2 . 4 % 9 0 % P a s s 10 0 4 0 2 C l e a n o u t  Ex t e n s i o n 10 0 '  E  of  CD ‐6I 6  ft  ab o v e  pi p e S ‐27 6 5 . 8 4 0 . 7 % 8 2 . 9 3 4 . 9 % 6 1 . 5 9 3 . 4 % 9 0 % P a s s Accepted  based  on  zone  avg.97.9%94.2%91.6%91.7% Pr o c t o r Nu c l e a r  Gauge  Data Certification Report for Phase 6 Chimney Drain Construction ATTACHMENT 5 Laboratory Testing of CCR Documentation Certification Report for Phase 6 Chimney Drain Construction ATTACHMENT 6 Laboratory Testing of Concrete Documentation UNLESS OTHERWISE INDICATED, TESTS WERE PERFORMED IN GENERAL ACCORDANCE WITH THE FOLLOWING ASTM TEST METHODS C31, C39, C138, C143, C172, C173 or C231, C1064, C617 or C1231; SLUMP MEASURED TO ONE-QUARTER INCH; AIR CONTENT MEASURED TO ONE-TENTH PERCENT; # UNLESS OTHERWISE NOTED, INDICATES NO REQUIREMENT OR NOT SPECIFIED, AVAILABLE, AND/OR PROVIDED; * DENOTES CURED IN FIELD; <<< DENOTES LOW COMPRESSIVE STRENGTH; FRACTURE TYPE IS INDICATED BY NUMBER CORRESPONDING TO FRACTURE PATTERN SHOWN IN ASTM C39 AND SKETCHES BELOW: Concrete Field and Lab Test Data SET ID: 60709-0926-01 CLIENT:Duke Energy DATE:10/24/2016 PROJECT:Chimney Drain Installation JOB NO:7810-16-0709 MIX ID:S50AF REPORT NO:C006 MIX DESC:5000 psi ae ash w/sp SPECIFIED STRENGTH:5,000 PSI FIELD INFORMATION FIELD TESTS (ACTUAL)(SPECIFIED) DATE SAMPLED:9/26/2016 BY:Ken Thorpe SLUMP, INCHES:4.50 LO: # HI: # TIME BATCHED:1:40 PM TIME SAMPLED:2:40 PM AIR CONTENT, %:7.0 LO: # HI: # BATCH PLANT:CHANDLER CONCRETE UNIT WEIGHT, PCF:137.8 LO: # HI: # TRUCK:431 DATE RECV'D:9/27/2016 AIR TEMP, °F:70 LO: # HI: # TICKET:2450566 MIX TEMP, °F:80 LO: # HI: # POUR LOCATION: First 1/3 of Slab on grade on west side.Air Content Test Method ASTM C231 End Preperation ASTM C1231 REMARKS: DISTRIBUTION: Thomas Maier, Amec Foster Wheeler [Thomas.Maier@amecfw.com] (1) Stephen Fenton, Amec Foster Wheeler [Stephen.Fenton@amecfw.com] (1) RESPECTFULLY SUBMITTED 4021 Stirrup Creek Drive, Suite 100, Durham, NC 27703 Type 7Type 6Type 5Type 4Type 3Type 2Type 1 Pablo Rios Maldonado Senior Technician COMPRESSION TEST RESULTS CYLINDER NO. DIAMETER (IN.) AREA (SQ. IN.) TEST DATE TEST AGE (DAYS) MAX. LOAD (LBS.) COMP. STRENGTH (PSI) FRACTURE TYPE 1 4.01 12.6 10/3/2016 7 50,305 3,990 2 2 4.01 12.6 10/3/2016 7 54,215 4,300 2 3 4.01 12.6 10/24/2016 28 66,460 5,270 3 4 4.01 12.6 10/24/2016 28 63,800 5,060 2 5 4.01 12.6 10/24/2016 28 65,940 5,230 2 6 R Amec Foster Wheeler Environment and Infrastructure, Inc. The results presented in this report relate only to the items tested. This report shall not be reproduced, except in full, without written approval from Amec Foster Wheeler