7302_DukeRoxboro_DrainageCQA_DIN27082_20161201

526 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 [e-mail].
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: [e-mail]
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
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NOTES:1.

C
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D
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W
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ELECTROFUSION COUPLINGS OR SLIP COUPLINGS SECURED WITH 8 SCREWS MINIMUM.2.

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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.

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DWG SIZE REVISIONFOR DRAWING NO.TITLE FILENAME:DWG TYPE:JOB NO:DATE:SCALE:

D
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:
DFTR:CHKD:ENGR:APPD:
A FEDCB
23
4
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78
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78910
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A FCB 22"x34"ANSI DEnvironment &Infrastructure SEAL
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DESCRIPTION NC GEOLOGY: C-247NC ENG: F-1253LICENSURE:FAX: [phone]TEL: [phone]CHARLOTTE, 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
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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: [phone]
TEL: [phone]
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: [phone]
TEL: [phone]
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: [phone]
TEL: [phone]
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: [phone]
TEL: [phone]
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: [phone]
TEL: [phone]
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
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a
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y
 of
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‐Pl
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e
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s
i
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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
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5
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P
a
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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 [[e-mail]] (1)
Stephen Fenton, Amec Foster Wheeler [[e-mail]] (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