NC0022406_30 Percent Basis of Design Report_20161228

526 South Church St.
n
NC 28202
tDUKECharlotte,
ENERGY,
P.O. Box 1006
Mail Code EC13K
Charlotte, NC 28201-1006
336-445.0610
December 21, 2016
State of North Carolina Department of Environmental Quality
Division of Water Resources
Winston Salem Regional Office
Attn: Shuying Wang, P.G., Hydrogeologist
450 Hanes Mill Road, Suite 300
Winston-Salem, NC 27105
Subject:: Belews Creek Steam Station
Interim Action Plan
Basis of Design Report
Dear Ms. Wang:
Enclosed you will find the first submittal of the Interim Action Plan Basis of Design Report for the
Belews Creek Steam Station. This submittal incorporates the 30% design and pumping test report.
If you have any questions on the enclosed information, please contact me at [phone] or
[e-mail] at your convenience.
Respectfully submitted, �-
l
Melonie Martin
Lead Environmental Specialist
Waste and Groundwater Programs
Attachment: Belews Creek Steam Station - Interim Action Plan Basis of Design Report
NCDEQ Cc : Steve Lanter
NCDEQ DWR
1636 Mail Service Center
Raleigh, NC 27699-1636
Duke Cc (electronic): Henry Taylor
Kevin Kirkley
Melonie Martin
Jeremy Pruett
Ed Sullivan
Page 1 of 1

4clp
synTerra
BASIS OF DESIGN REPORT
(30% SUBMITTAL)
ACCELERATED REMEDIATION INTERIM ACTION PLAN
BELEWS CREEK STEAM STATION
3195 PINE HILL ROAD
BELEWS CREEKF NORTH CAROLINA 27009
DECEMBER 2016
PREPARED FOR
DUKE ENERGY CAROLINAS, LLC.
526 SOUTH CHURCH STREET
CHARLOTTES NORTH CAROLINA 28202
• DUKE
ENERGY,
William Lantz, C PE 44301
Senior Proj ct Engineer
Cr 'g Eady, NC LG 1 39
Project Ma ger

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TABLE OF CONTENTS
(GRAY HIGHLIGHTS INDICATE WORK THAT WILL BE INCLUDED IN FINAL
BASIS OF DESIGN REPORT)
SECTION PAGE
1.0 INTRODUCTION AND BACKGROUND .............................................................. 1-1
1.1 Project Background ................................................................................................... 1-1
1.1.1 Settlement Agreement ........................................................................................ 1-1
1.1.2 Interim Action Plan ............................................................................................. 1-2
1.1.3 Purpose of Basis of Design ................................................................................ 1-2
1.1.4 Scope and Objectives of Interim Action .......................................................... 1-2
1.2 Interim Action Alternatives Evaluation ................................................................ 1-3
1.3 Report Organization ................................................................................................. 1-3
2.0 REFINED SITE CONCEPTUAL MODEL ................................................................ 2-1
2.1 Geology and Hydrogeology .................................................................................... 2-1
2.2 Summary of Baseline Site Conditions .................................................................... 2-2
2.2.1 Summary of HDR Field Investigation ............................................................. 2-2
2.2.2 Summary of HDR Recent Groundwater Quality Results ............................. 2-4
2.3 Summary of Aquifer Characteristics ...................................................................... 2-4
3.0 INTERIM ACTION DESIGN CONSIDERATIONS ............................................. 3-1
3.1 Preliminary Design Criteria and Layout ............................................................... 3-1
3.2 Evaluation of Alternative Technologies ................................................................ 3-2
3.3 Groundwater Flow Modeling ................................................................................. 3-3
3.3.1 Groundwater Flow Model Conceptualization................................................ 3-3
3.3.2 Groundwater Flow Model Calibration ............................................................ 3-3
3.4 Groundwater Extraction System Design ............................................................... 3-4
3.4.1 Current Conditions ............................................................................................. 3-4
3.4.2 Post-Basin Closure Conditions .......................................................................... 3-4
3.5 Groundwater Fate and Transport Modeling ........................................................ 3-4
3.5.1 Groundwater Fate and Transport Model Calibration ................................... 3-5
3.5.2 Predictive Results ................................................................................................ 3-5
3.5.3 Implications of Remedy on Geochemical Conditions and Plume Stability 3-5
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3.6 Groundwater Extraction System Design Limitations .......................................... 3-5
4.0 WELL DESIGN .............................................................................................................. 4-1
4.1 Overview of Extraction Well Network .................................................................. 4-1
4.2 Well Construction ..................................................................................................... 4-1
4.3 Groundwater Extraction Rates ................................................................................ 4-1
5.0 EXTRACTION SYSTEM PUMP AND PIPELINE DESIGN ................................. 5-1
5.1 Overall Pipeline Design Basis ................................................................................. 5-1
5.1.1 Design Basis and Assumptions ......................................................................... 5-1
5.1.2 Calculation Method ............................................................................................ 5-1
5.1.3 Well Head Configuration................................................................................... 5-1
5.2 Extraction Well Pipeline ........................................................................................... 5-2
5.2.1 Pipe Pressure ....................................................................................................... 5-2
5.2.2 Pipe Flow .............................................................................................................. 5-3
5.2.3 Pipe Expansion/Contraction .............................................................................. 5-4
5.2.4 Pipe Trenching..................................................................................................... 5-4
6.0 ELECTRICAL AND INSTRUMENTATION DESIGN ......................................... 6-1
6.1 Piping and Instrumentation Diagram .................................................................... 6-1
6.2 Pump Controls .......................................................................................................... 6-1
6.3 Emergency System Shutdown ................................................................................ 6-1
7.0 DESIGN DOCUMENTS .............................................................................................. 7-1
7.1 Design Drawings ....................................................................................................... 7-1
7.2 Specifications ............................................................................................................. 7-1
8.0 GROUNDWATER EXTRACTION SYSTEM OPERATION ................................ 8-1
8.1 System Performance Metrics ................................................................................... 8-1
8.2 Permits ........................................................................................................................ 8-1
8.3 Institutional Controls ................................................................................................ 8-1
8.4 Contingency Plans .................................................................................................... 8-1
8.5 Construction and Monitoring Schedules ............................................................... 8-1
9.0 REFERENCES ................................................................................................................ 9-1

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LIST OF FIGURES

Figure 1-1 Site Location Map
Figure 1-2 Site Layout
Figure 2-1 Boron in Surficial Zone
Figure 2-2 Boron in Transition Zone
Figure 2-3 Boron in Bedrock Zone
Figure 2-4 Chloride in Surficial Zone
Figure 2-5 Chloride in Transition Zone
Figure 2-6 Chloride in Bedrock Zone
Figure 2-7 Selenium in Surficial Zone
Figure 2-8 Selenium in Transition Zone
Figure 2-9 Selenium in Bedrock Zone
Figure 2-10 Total Dissolved Solids (TDS) in Surficial Zone
Figure 2-11 Total Dissolved Solids (TDS) in Transition Zone
Figure 2-12 Total Dissolved Solids (TDS) in Bedrock Zone
Figure 3-1 Phase I Remediation System Layout
Figure 3-2 Extraction Well Schematic
Figure 5-1 Typical Below Grade Vault
Figure 5-2 Piping Plan Profile

LIST OF TABLES

Table 1-1 Summary of Select Constituent Analytical Data in Area of Interest

LIST OF APPENDICES
Appendix A Aquifer Testing Analysis (HDR Field Investigation and Pumping Test
Report, October 6, 2016)
Appendix B Evaluation of Alternative Remedial Technologies
Appendix C Groundwater Flow Model Report
Appendix D Geochemical Model Report
Appendix E Pipe and Pump Selection Package
Appendix F Design Drawings
Appendix G Technical Specifications
Appendix H Permits

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LIST OF ACRONYMS
2L

DEQ/Division of Water Resources Title 15, Subchapter 2L.
Groundwater Quality Standards
AOI
BCSS
BGS
Area of Interest
Belews Creek Steam Station
Below Ground Surface
CAMA Coal Ash Management Act
CAP Corrective Action Plan (Parts 1 and 2)
CCR Coal Combustion Residuals
CSA
DEQ
FGD
FPS
Comprehensive Site Assessment
North Carolina Department of Environmental Quality
Flue Gas Desulfurization
Feet per Second
GPM
HDPE
HMI
HP
IAP
Gallons per Minute
High Density Polyethylene
Human Machine Interface
Horsepower
Interim Action Plan
IMAC Interim Maximum Allowable Concentrations
NPDES National Pollution Discharge Elimination System
O&M
P&ID
Operations and Maintenance
Piping and Instrumentation Diagram
PPBTVs Proposed Provisional Background Threshold Values
PSI
PVC
SCM
Pounds per Square-Inch
Polyvinyl Chloride
Site Conceptual Model
TDS Total Dissolved Solids
VFD Variable Frequency Drive

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1.0 INTRODUCTION AND BACKGROUND
Duke Energy Carolinas, LLC (Duke Energy) owns and operates the Belews Creek Steam
Station (BCSS), located on Belews Lake in Stokes County, North Carolina (Figure 1-1).
BCSS began operation in 1974 and operates two coal-fired units. Coal combustion
residuals (CCR) and other liquid discharges from the coal combustion process have
been disposed in the ash basin since its construction. In 1983, BCSS converted to dry
handling of fly ash with disposal in on-site landfills with bottom ash sluiced to the ash
basin and fly ash sluiced to the ash basin on plant start-up and in emergency situations.
Water discharge from the ash basin is permitted by the North Carolina Department of
Environmental Quality (DEQ) Division of Water Resources (DWR) under the National
Pollutant Discharge Elimination System (NPDES) Permit NC0024406.

1.1 Project Background
In order to satisfy requirements of the North Carolina Coal Ash Management Act
(CAMA), a Comprehensive Site Assessment (CSA) and Corrective Action Plan (CAP)
Parts 1 and 2 were prepared and submitted to the DEQ by HDR Engineering, Inc. of the
Carolinas (HDR). The CAP (Parts 1 and 2) describes means to restore groundwater
quality to the level of the standards, or as close as is economically and technologically
feasible in accordance with T15A NCAC 02L .0106. Exceedances of numerical values
contained in Subchapter 2L and Appendix 1 Subchapter 02L (IMACs) at or beyond the
compliance boundary were determined to be the basis for corrective action with the
exception of parameters for which naturally occurring background concentrations are
greater than the standards.
A CSA Supplement 1, prepared by HDR, was submitted to DEQ on February 18, 2016 as
an appendix to the CAP Part 2 and provided information to address information
requested by DEQ subsequent to submittal of the CSA report, additional data validation
reporting, and a response to site-specific DEQ comments obtained during in-person
meetings. A CSA Supplement 2, prepared by HDR, was submitted to DEQ on August
11, 2016.
1.1.1 Settlement Agreement
A Settlement Agreement between DEQ and Duke Energy signed on September
29, 2015, requires accelerated remediation to be implemented at sites that
demonstrate off-site groundwater impacts. Historical and CSA assessment
information indicates the potential for off-site groundwater impact northwest of
the ash basin in the area of the 2.23-acre parcel (hereafter Parcel A) not owned by
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Duke Energy. Figure 1-2 illustrates Parcel A with pertinent features and shows
the general area to be addressed for accelerated remediation.
Duke Energy provided an Accelerated Remediation Summary report to DEQ on
February 17, 2016 which supplemented and updated information included with
the CAP Part 2. In correspondence dated March 28, 2016, DEQ acknowledged
receipt of the Remediation Summary and requested additional information.
DEQ conditionally approved the Interim Action Plan (IAP) in a letter dated July
22, 2016 with the condition (among others) that a Basis of Design (BOD) Report
be submitted for review. Duke Energy provided a response to the conditional
approval letter on September 9, 2016. In follow-up, the Table of Contents for the
Basis of Design report was adjusted by DEQ in a letter dated September 27, 2016.
1.1.2 Interim Action Plan
Interim action activities associated with Parcel A consisted of pilot testing with
the potential of installing a groundwater extraction system along the northwest
corner of the ash basin. Specific objectives outlined in the Interim Action Plan
(HDR, April 2016) were:
Acquire Parcel A. This activity is no longer being pursued by Duke Energy.
Conduct initial aquifer tests to evaluate feasibility and aid in the
preliminary design of a groundwater extraction system and/or subsurface
barrier wall. Recently completed aquifer tests indicate groundwater
extraction is a viable remedial alternative at BCSS.
Initiate preliminary design of a groundwater extraction system.
Initiate permitting for a groundwater extraction system.
1.1.3 Purpose of Basis of Design
The purpose of this Basis of Design Report is to provide a system layout and
sizing of system components including wells, piping, pumps, and discharge
system. It also serves to provide control system capabilities and power
requirements. Due to the preliminary nature of this 30% Basis of Design report,
the actual design criteria, calculation and assumptions are unknown or in the
preliminary development stages as this time.
1.1.4 Scope and Objectives of Interim Action
Constituents associated with coal ash pore water have been identified within
groundwater in shallow (saprolite) and deep (transition zone between saprolite
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and competent bedrock) flow layers between the ash basin and Parcel A and
downgradient of Parcel A. Groundwater in shallow and deep layers near Parcel
A flows north and northwest toward the Dan River. Groundwater monitoring
wells delineating concentrations in this area are located on Duke Energy
property.
Implementation of a groundwater extraction system located between the ash
basin and the southeast side of Parcel A will be used to capture groundwater
flow toward Parcel A. The compliance boundary coincides with the southeast
property line of Parcel A.
1.2 Interim Action Alternatives Evaluation
In a letter from DEQ to Duke Energy dated July 22, 2016, evaluation of alternative
technologies to achieve Agreement objectives related to potential off-site groundwater
impacts must be considered as part of the implementation of the Interim Action Plan.
Options incorporated in the IAP included groundwater extraction and/or a low
permeability barrier wall. A detailed evaluation of the alternatives is presented in
Section 3.2.
1.3 Report Organization
The initial 30% design submittal provides sufficient detail of the groundwater extraction
design to conceptualize system components, performance, and initiate evaluation of site
specific considerations. Provided herein are conceptual layout drawings, preliminary
pump and piping specifications and findings from the aquifer pumping tests. This
design report will be updated and incorporated into the final (100%) Basis of Design
report.
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2.0 REFINED SITE CONCEPTUAL MODEL
The site conceptual model (SCM) is an interpretation of processes and characteristics
associated with hydrogeologic conditions and constituent interactions at the BCSS ash
basin. The purpose of the SCM is to evaluate areal distribution and flow pattern of
constituents with regard to site-specific geological/ hydrogeological and geochemical
properties at the BCSS ash basin relative to the source, potential receptors and natural
control mechanisms. The SCM was developed using data and analysis from the CSA
(HDR, September, 2015) and further refined in the CAP Part 2 (HDR, March 2016) and
recent field investigations related to Parcel A.
Key components of the SCM are as follows:
The hydraulic head of the ash basin, coupled with the significant topographic
relief from the ash basin to the Dan River, drives groundwater flow through the
system. This concept is further described in the Groundwater Flow and
Transport Modeling Report for the BCSS (CAP Part 1).
Partition coefficient (Kd) values were developed for major constituents at the
BCSS. Boron has a Kd determined to facilitate high mobility across the site.
Analysis of site specific Kd values is provided in the Soil Sorption Evaluation
Belews Creek Steam Station (CAP Part 1, Appendix D).
Groundwater flow within the Area of Interest (AOI), incorporating Parcel A and
the northwest corner of the ash basin, is generally to the northwest from the ash
basin toward the Dan River. The topographic grade between the basin and the
river averages approximately 6 percent (southeast to northwest). It is likely that
the water table exhibits a similar trend. The water table is typically 20 to 30 feet
below ground surface in the topographic high areas near the ash basin and
decreases nearer the river. The water table is in the upper portions of the
saprolite; however, the transition zone has a greater transmissivity (by a factor of
approximately 100) and thus the bulk of groundwater flow and constituent
transport is in this zone (HDR Field Investigation and Pumping Test Report,
October 6, 2016).
2.1 Geology and Hydrogeology
The BCSS site is located in the Milton terrane of the Piedmont Physiographic Provence;
the Dan River Basin is located approximately 2,500 to 3,000 feet north/northwest of the
Site. Geologic units mapped in the vicinity of the site include alluvium, terrace
deposits, sedimentary rocks of the Dan River Basin, a diabase dike, and felsic gneisses
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and schists with interlayered hornblende gneiss and schist. Alluvial and terrace
deposits have not been encountered in boreholes advanced in the area of the BCSS ash
basin, but alluvial deposits have been mapped along the unnamed stream north of the
ash basin main dam and along the Dan River.

The hydrogeologic regime at BCSS is characterized by residual soil/saprolite and
weathered rock overlying fractured crystalline rock separated by a transition zone (TZ).
The BCSS groundwater system is divided into three layers referred to as shallow, deep
(TZ), and bedrock to distinguish the flow layers within the connected aquifer. This
system is similar to that described by LeGrand (2004) in that groundwater flow in not
confined within these units.

In keeping with LeGrand model, groundwater flow and transport at the BCSS site can
be approximated from surface topography. A topographic divide along Pine Hall Road
separates the ash basin and Pine Hall Road landfill, both located north of the road, from
the ash structural fill, coal pile, and power plant, located south of the road (Figure 1-1).
Groundwater flow north of the road is to the north-northwest toward the Dan River,
while groundwater flow south of the road is to the south-southeast towards Belews
Lake. Additional topographic divides are located west and north of the ash basin
approximately near Middleton Loop Road. These divides separate the surface drainage
area containing the ash basin from adjacent drainage areas.

While the topographic divides generally function as groundwater divides, groundwater
flow across topographic divides may occur based on head conditions from the ash basin
or preferential flow paths within the shallow and/or deep flow layers. In the area of
Parcel A, groundwater flows across the topographic divide of Middleton Loop Road to
the northwest toward Parcel A and the Dan River.
2.2 Summary of Baseline Site Conditions

2.2.1 Summary of HDR Field Investigation
The following summarizes results from a HDR report (October 2016). The HDR field
investigation and pumping test activities included the advancement of four soil borings
(SB-1, SB-2, SB-4, and SB-5) along the property boundary and Middleton Loop Road,
and installation of two extraction wells (EW-1 and EW-2) and four observation wells
(TW-1 through TW-4) (Figure 1-2). The activities were conducted in August/September
2016. The soil borings were advanced to evaluate geologic conditions within the
estimated extent of impacted groundwater in the AOI and evaluate target depths for
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potential groundwater extraction wells. The results of the HDR field investigation
activities are included in Appendix A.

Lithology encountered during installation of the four soil borings (SB-1, SB-2, SB-4, and
SB-5) along the western property boundary primarily included low-plasticity silt from
approximately 0 to 55 feet below ground surface (ft bgs) with relict foliation and
structure identified with increasing depth. Lenses of sandy silt and sandy silt with
gravel were identified within the range of 25 to 55 ft bgs in soil borings SB-2, SB-4 and
SB-5. Partially weathered and fractured rock was encountered in SB-1 at 54 ft bgs, in
SB-2 at 59 ft bgs, at 60 ft bgs in SB-4, and at 45 ft bgs in SB-5. Competent (sound)
bedrock was encountered at 59 ft bgs in SB-1 and 53 ft bgs in SB-5.

Observation well TW-1 was installed along the western property boundary,
immediately downgradient from extraction well EW-1. Silt, sandy silt, and sandy silt
with gravel were encountered from 0 to 42 ft bgs during installation and
weathered/fractured rock was encountered from 42 to 58 ft bgs. An additional
observation well (TW-4) was installed with a fully penetrating screen in the shallow
flow layer adjacent to TW-1. Conditions encountered in TW-4 were similar to those
encountered during installation of TW-1.

During installation of extraction well EW-1, low-plasticity silt and lenses of silty sand
were encountered from 0 to 46 ft bgs. Weathered and fractured rock was encountered
at 46 ft bgs and sound rock was encountered at 63 ft bgs. An additional extraction well
(EW-2) was installed approximately 15 ft south of EW-1 and screened within the
shallow flow layer from approximately 15 to 45 ft bgs. Conditions encountered in EW-2
were similar to those encountered during installation of EW-1.

Conditions encountered during installation of two observation wells (TW-2 and TW-3)
located between the extraction well EW-1 and the ash basin were generally similar to
those encountered with the other soil borings and extraction wells. Low-plasticity silt
with lenses of silty sand with gravel was encountered from 0 to 48 ft bgs. Slightly
weathered and fractured rock was encountered at 48 ft bgs and sound bedrock was
encountered at 58 ft bgs.

The water table was encountered from approximately 20 to 28 ft bgs in shallow
extraction and observation wells installed for the pumping test. Water levels in the
deep (TZ) extraction and observation wells ranged from 21 to 29 ft bgs. The saturated
thickness within the soil/saprolite zone (above weathered and fractured rock) ranged
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from approximately 11 to 29 ft at the pumping test site. Other than the sound rock
beneath the transition zone there is no unit identified that will impede vertical
migration of groundwater flow and contaminant transport.

2.2.2 Summary of HDR Recent Groundwater Quality Results
The most recent groundwater analytical data available (May/June 2016) as provided by
HDR were used to develop isoconcentration maps for the three flow layers (shallow
(surficial), deep/transition zone, and bedrock) for select constituents as depicted in
Figures 2-1 through 2-12. The constituents: boron, chloride, selenium and total
dissolved solids (TDS) were chosen based on exceedances above 2L in the AOI and to
represent constituent behavior in subsurface media. A summary of the analytical data
provided by HDR is presented in Table 1. A brief summary of results follows:

Concentrations of boron in the shallow and transitions zones have been defined
and are shown on Figures 2-1 and 2-2. No 2L exceedances were observed in
bedrock (Figure 2-3).
Chloride concentrations are shown on Figures 2-4 to 2-6. Exceedances of 2L exist
in the shallow and transition zones in small areas and no exceedances are found
in bedrock.
Selenium concentrations are shown on Figures 2-7 to 2-9. The transition and
bedrock zones have no exceedances of 2L, while the shallow zone has an
exceedance.
Total dissolved solids concentrations are shown on Figures 2-10 to 2-12.
Exceedances of 2L are present in the shallow and transition zones but not in
bedrock.
Exceedances of 2L are confined to the upper two zones and not present in bedrock. It is
likely that these concentrations represent near stable conditions (that is concentrations
are not changing with time) because of the age of the system and the velocity of
groundwater.

2.3 Summary of Aquifer Characteristics
HDR conducted pumping test activities within the AOI which included step draw
down tests on EW-1 and EW-2; a 24-hour pumping test on EW-2 and single well pumps
tests on TW-1 and TW-3. Drawdown and recovery information was obtained using
downhole pressure transducers. The pumping test activities were performed from
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September 7 to 9, 2016. The results of the HDR pumping test activities are included in
Appendix A.
Transmissivity and hydraulic conductivity values were calculated for both the shallow
and deep flow layers. Using graphical calculation methods and AQTESOLV, the
transmissivity in the shallow flow layer based on the drawdown and recovery test
results was 6.78 to 13.2 gallons per day/foot (0.9 to 1.8 feet2/day), respectively. These
transmissivity values equate to hydraulic conductivities of 0.08 feet per day (2.8 x 10-5
centimeters/second) and 0.04 feet/day (1.41 x 10-5 centimeters/second), respectively.
These values are representative of silt and sandy silt (Freeze and Cherry, 1979).
Hydraulic communication was observed between the shallow and deep flow layers
during the pumping test activities.
Using graphical calculation methods, the average transmissivity in the deep flow layer
based on the TW-1 single pumping test results was 570 gallons per day/foot (76.1
feet2/day), which equates to a hydraulic conductivity of 217 feet/day (7.68 x 10-4
centimeters/second).
Based on drawdown observed in shallow and deep wells during the constant rate test at
TW-1, the shallow and deep flow layers are connected and pumping from the deep
layer will draw groundwater from the shallow layer. The radius of influence
calculations for the deep flow layer indicate that a well spacing of 45 feet may be
needed to provide hydraulic control for impacted groundwater migrating offsite in the
deep flow layer for wells pumping at 2 gpm.

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3.0 INTERIM ACTION DESIGN CONSIDERATIONS
This section addresses the identification and evaluation of corrective measures
applicable to the capture of groundwater flow between the ash basin and Parcel A.

3.1 Preliminary Design Criteria and Layout
A series of extraction wells upgradient of the southeastern perimeter of Parcel A will be
installed to capture groundwater and create hydraulic control by minimizing the flow
of groundwater passing from the ash basin through Parcel A. Results from the
pumping test (HDR, October 2016) suggest that it is appropriate to plan for several
phases of well installation given the highly variable nature of the transition zone (in
terms of thickness and hydraulic conductivity). Note that the methods for determining
capture are based on assumptions of homogeneity and isotropy. Due to local variations
in hydrogeologic properties along the proposed alignment, well spacing (to provide
capture) may need to be varied throughout the 700 foot length of the line of extraction
wells. Experience with other capture well systems in similar geologic environments
suggests a 45 foot well spacing (HDR, October 2016) is overly conservative and that a
larger spacing is more apt to be appropriate.
In Phase 1, five extraction wells will be installed as shown on Figure 3-1. These
locations were chosen to determine probable extremes in site conditions (i.e., transition
zone thickness, transmissivity) and resultant range in well spacing. As part of the first
phase, a monitoring period will be initiated after system startup where water level and
water quality data will be collected from the extraction wells and nearby existing and
proposed monitoring wells for a period no longer than three months. These data will
be used to determine well spacing for the balance of the system.
Extraction wells will be screened across the depth of the transition zone at each location
(Figure 3-2). Reduced heads in the transition zone will cause flow from the shallow
zone to migrate to the transition zone, which will result in further reduction of mass
transport. Based on the pumping test results, the flow rate from each well is estimated
at 2 gpm; however, increased flow rates may be encountered depending on the
transmissive nature of the transition zone at an extraction well location. Existing and
proposed monitoring wells will be used to measure the effectiveness of the system in
controlling groundwater flow in the area.
Extracted groundwater would be pumped through discharge piping to the nearby
permitted outfall conveyance system via the ash basin discharge tower. Pending final
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permit modification issuance, it is anticipated that the groundwater may require pH
adjustment prior to discharge.
3.2 Evaluation of Alternative Technologies
Options incorporated in the IAP included groundwater extraction and/or a low
permeability barrier wall.

A low permeability barrier wall as a method of alternative remediation has been
evaluated and is not considered technically feasible for the following reasons:
Constituent concentrations greater than 2L are observed within the shallow and
transition zone flow systems. The fractures inherit within the transition zone
formation preclude the suitability for the installation of slurry walls or permeable
reactive barriers. Boron treatment via a reactive barrier is not a proven
technology.
Increased hydraulic heads behind a barrier wall and localized leaks could result
in accelerated flow through areas of the transition zone.
Site conditions indicate that it is infeasible to ensure that a barrier wall is
hydraulically sealed at the interface with bedrock.
The surface of the competent bedrock beneath the transition zone is uneven, the
thickness of the transition zone is variable, the surface of the transition zone is
uneven, the rock comprising the transition zone is fractured, and the depth to
competent bedrock is significant.
A barrier wall would have to extend significant distances to the northeast and
southwest beyond Parcel A property boundaries to prevent impacted
groundwater from flowing around the wall and into the property.
The area where a barrier wall is most apt to be located consists of major
topographic relief southeast to northwest, from the crest of the ash basin dam to
the Dan River. The topography, along with an irregular bedrock surface, renders
the implementation of a slurry trench technically infeasible and would not
benefit the off-site parcel.
Another option considered was a combination of extraction wells and a low
permeability barrier. This option was also rejected because of the technical infeasibility
to ensure an effective hydraulic seal between the barrier wall and the bedrock interface.
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The pumping tests conducted by HDR in September 2016 confirmed the feasibility of
implementation of extraction wells northwest of the ash basin. As indicated in the
pumping test report, soils and pumping test data indicate that extraction from the
deeper, more permeable transition zone is a viable approach to limiting plume
migration.
Review of the boring logs for wells in this area indicates that the shallow zone and the
transition zone are connected hydraulically. This means that extraction from the
transition zone will result in lowering the water level in the shallow zone and creation
of a hydraulic barrier to down gradient migration throughout the water column.
Several additional monitoring wells will be added to monitor the shallow zone as part
of Phase 1. Once steady state conditions are reached, a hydraulic barrier can be
maintained with a sustainable, relatively constant, extraction flow rate from the
transition zone.

Note that the groundwater extraction system operation may not be necessary once the
ash basin is dewatered and closed (as groundwater levels are anticipated to drop below
the transition zone). The future water levels following basin closure will be predicted
through groundwater modeling currently underway. Groundwater modeling of the
final extraction system under closure condition simulations will be provided in the final
Basis of Design report.

3.3 Groundwater Flow Modeling
A Groundwater Flow and Transport Modeling Report has been developed and submitted
with the CAP Part 1 (December 8, 2015) and the CAP Part 2 (March 4, 2016). This model
is being updated with information obtained from the installation of data gap wells and
the recently completed aquifer pumping tests and the domain expanded to include a
larger area. The updated groundwater flow model will be included in a final Basis of
Design report.
3.3.1 Groundwater Flow Model Conceptualization
Discussion of Groundwater Flow Model Conceptualization will be included in
the final Basis of Design Report submittal.
3.3.2 Groundwater Flow Model Calibration
Discussion of Groundwater Flow Model Calibration will be included in the final
Basis of Design Report submittal.

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3.4 Groundwater Extraction System Design
The groundwater extraction system design is based on effective and efficient capture
and conveyance of groundwater for treatment and discharge.
Based on the HDR pumping test results, up to twenty 6-inch diameter extraction wells
may ultimately be installed along the southeastern side of Middleton Loop Road
(Figure 3-1), between the ash basin and Parcel A based upon a spacing of 45 feet as
suggested from the pumping test report. However, flow rates are likely to vary
significantly throughout the transition zone and spatially along the proposed well
alignment. The phased installation approach will allow refinement of the well spacing
and flow rates. The flow rate achieved from the transition zone of 2 gallons per minute
(gpm) during the test of well TW-1 resulted in a sustained drawdown of approximately
16 feet. If all proposed groundwater extraction wells achieve a similar flowrate, the
total flow rate for the extraction system could be 40 gpm. Extraction wells will be
completed to depths expected to be 55 to 65 feet below grade to encounter the fractured
rock constituting the transition zone/deep flow layer.
Pump controls will allow operation based on speed, flow rate, or water level. An ideal
pumping scenario will create a constant drawdown with continuous pumping after
steady state conditions are reached. During initial dewatering of the shallow zone soil,
pump cycling will likely occur. High level and low level float switches may be used as
an alternative method for pump cycling should conditions warrant. Thermal and
electrical current load protection (shut-off) is built into the pump motor.
3.4.1 Current Conditions
The area of the proposed extraction well network is between the ash basin and
Middleton Loop Road. The southern portion of the area is slightly wooded,
while the northern area is an open area associated with maintenance of the ash
basin discharge structure.

3.4.2 Post-Basin Closure Conditions
Plans for basin closure are not complete at this time. Groundwater modeling of
post-closure groundwater levels with and without system operation will also be
used in the final design of the system.

3.5 Groundwater Fate and Transport Modeling
An initial Groundwater Flow and Transport Modeling Report was submitted with the CAP
Part 1 on November 20, 2015. This model will be updated with information obtained
from the installation of data gap wells and the recently completed aquifer pumping
tests and groundwater analysis. The updated groundwater fate and transport model
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will predict how long boron concentrations will remain above the 2L at the offsite
property boundary (compliance boundary), and through the year 2117. Modelling
results will be submitted in the final Basis of Design report.
3.5.1 Groundwater Fate and Transport Model Calibration
Discussion of Groundwater Fate and Transport Model Calibration will be
included in the final Basis of Design Report submittal.
3.5.2 Predictive Results
Discussion of Predictive Results will be included in the final Basis of Design
Report submittal.
3.5.3 Implications of Remedy on Geochemical Conditions and
Plume Stability
This discussion will be included in the final Basis of Design report.

3.6 Groundwater Extraction System Design Limitations
Discussion of Groundwater Extraction System Design Limitations will be included in
the final Basis of Design Report submittal.
Because of variable hydrogeologic conditions it is necessary to have a phased approach
for system design and installation. This process is included in this design. A second
factor that will affect the final design is the closure plan for the ash basin. When the
design and implementation schedule are known, the layout of the extraction well
system will be amended as necessary.

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4.0 WELL DESIGN
The extraction well system will be designed to capture groundwater flow between the
ash basin and Parcel A to provide mass removal of constituents of concern to accelerate
groundwater remediation at the property boundary.

4.1 Overview of Extraction Well Network
Based on this objective, the Phase I preliminary design spacing between extraction wells
is estimated at 200 feet along Middleton Loop Road, adjacent to the subject property.
Additional extraction wells may be needed depending of site conditions. Based on the
HDR pump test results, with the assumption of 2 gpm per well, the total flow rate for
the extraction system would be 40 gpm. Following the Phase I implementation, greater
pumping rates and drawdown levels may be needed so a design flow rate of 80 gpm is
currently anticipated.
4.2 Well Construction
The extraction wells will be installed by a North Carolina licensed well driller in
accordance with North Carolina Administrative Code Title 15A, Subchapter 2C – Well
Construction Standards, Rule 108 Standards of Construction: Wells Other Than Water
Supply (15A NCAC 02C .0108).
The wells will be drilled and installed to depths of between about 55 and 65 feet,
corresponding to the depth of competent bedrock. The exact depths will be determined
during drilling. The extraction wells will be 6-inch diameter wells with casings and
screens. The well screens will be installed near the bottom of the transition zone to
provide capture across the depth of this layer.
4.3 Groundwater Extraction Rates
Groundwater extraction rates will be fully discussed in the final Basis of Design report.
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5.0 EXTRACTION SYSTEM PUMP AND PIPELINE DESIGN
5.1 Overall Pipeline Design Basis
The anticipated flow rate for the system is 40 to 80 gpm. The pipeline design basis is 80
gpm to allow for the higher end of the anticipated pumping rate range. The piping
system will be constructed below grade with high density polyethylene (HDPE).
5.1.1 Design Basis and Assumptions
The extraction wells will be equipped with variable frequency drive (VFD) motor
control and electrical and thermal motor protection.
5.1.2 Calculation Method
Assuming similar conditions and flow rates as indicated by the pumping test, the
proposed submersible pumps provide 270 feet of nominal head, operate on 230
volt single phase power and have a 0.75 horsepower (hp) submersible electric
motor (e.g., Grundfos SQE Smart Flo 10SQE07-240 or equivalent). The pump
diameter is 3 inches with a 1-inch discharge. At both 2 and 4 gpm, the pump
provides between 40 and 360 feet of head based on the motor drive frequency.
The expected head requirement assumes 65 feet from the well water column, 20
feet for surface elevation changes, 50 feet for piping losses, 20 feet for fittings
loss, and an estimated 20 feet for treatment system requirements.
This pump provides the greatest efficiency over the design flow rate range. Use
of a VFD will provide the capability to operate the pump at lower flow rates, if
necessary, while not significantly sacrificing efficiency or subjecting the pump to
unnecessary working pressure. The control system will include water level and
flow monitoring feedback to the VFD providing effective operation of the
pumps.
It is anticipated that the well pump will discharge through 1-inch diameter
discharge pipe to the surface. The pipe will be secured in the center of the well
casing with Simmons (or equal) top guides.
5.1.3 Well Head Configuration
Well vaults will be finished below grade with insulated covers to simplify O&M
(Figure 5-1) and utilize the following design parameters.
o Well vault piping and fittings may be 304 stainless steel to reduce risk of
damage due to O&M. The piping will transition to high density
polyethylene (HDPE) fusion-welded pipe.
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o The well seal will be Simmons Model 316 (or equal) cast solid plate, 4-bolt
seal with threaded openings for the pump power cable, level monitor and
well vent.
o The piping will be fitted with a Simmons Model 516SS (or equal) check
valve.
o Flow monitoring at the well head will be accomplished with a Sparling
Tigermag EP FM656 (or equal) electromagnetic flow meter with direct
read and transmitter.
o Well water level will be monitored with a Solinst Levelogger (or equal)
transducer. High level and low level floats may be incorporated into the
design to provide pump on and off control.
o The piping will be fitted with a one-half inch sampling port ball valve.
o The well head piping train will include a ball valve for isolation of the
well head from the header and pipe unions for maintenance access.
5.2 Extraction Well Pipeline
The extraction well header pipe will connect all of the well discharges to the treatment
system. It will be constructed of 2-inch diameter DR-11 HDPE.
5.2.1 Pipe Pressure
The maximum pressure of the system is anticipated to be less than 150 psi.
Manufacturers’ pressure rating for DR-11 HDPE pipe is 200 psi. DR-11 pipe also
meets long term pressure performance criteria. PR =2(HDS) 𝑓𝑓𝐸𝐸 𝑓𝑓𝑇𝑇𝐷𝐷𝐷𝐷−1

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where:
PR: pressure rating, psi
HDS: hydrostatic design stress, psi; 800 @ 73 degrees Fahrenheit (oF)
fE: environmental design factor; 1.00 for water
fT; operating temperature multiplier; 1.11 @ 73 oF
DR: pipe dimension ratio, DR=D/t; D: diameter, t: thickness
150 =2(800)(1.00)(1.11)𝐷𝐷𝐷𝐷−1
DR = 11.8; 11.8 > 11, so DR-11 is acceptable

5.2.2 Pipe Flow
Flow velocities for the extraction well and header piping were estimated using
the Hazen Williams formula with US units. S = 𝑃𝑃𝑑𝑑𝐿𝐿=4.52 𝑄𝑄1.852 𝐶𝐶1.852 𝑑𝑑4.8704
where:
S = frictional resistance (pressure drop per foot of pipe) in psig/ft (psi
gauge pressure per foot)
Pd = pressure drop over the length of pipe in psig
L = length of pipe in feet
Q = flow, gpm
C = pipe roughness coefficient
d = inside pipe diameter, in

At the assumed header pipe operating flow rate of 40 gpm, the water velocity in
the pipe would be 4.08 feet per second (fps) and the head loss would be 0.03 feet
of water per foot of pipe length (ft/ft). At the design flow rate of 80 gpm, the
velocity will be 8.17 fps and the head loss will be 0.12 ft/ft (Appendix E).
Piping from the well boxes to the header is anticipated to be 1-inch diameter DR-
11 HDPE. At the expected well line operating flow rate of 2 gpm, the water
velocity in the pipe will be 0.82 fps and the head loss will be 0.004 ft/ft. At the
design flow rate of 4 gpm, the velocity will be 1.63 fps and the head loss will be
0.014 ft/ft (Appendix E).
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The fluid velocities and head losses are within acceptable ranges given the fluid
and piping material characteristics. Installation of the pipe will be completed
with heat fused joints and all piping connections will be pressure tested prior to
burial.
5.2.3 Pipe Expansion/Contraction
HDPE pipe has a thermal expansion coefficient of 67.0 ×10-6 in/in. Using a
conservative groundwater temperature variation of 20 °F, the linear dimension
change per 100 feet of pipe length is estimated to be: ∆𝑇𝑇=20 ℉ ∆𝐿𝐿=100 𝑓𝑓𝑓𝑓 × 12 𝑖𝑖𝑖𝑖𝑓𝑓𝑓𝑓× 67.0 × 10−6 in℉ in × 20 ℉.=1.6 𝑖𝑖𝑖𝑖

Pipe expansion loops or curvature will be included in the detailed pipe layout to
accommodate this expansion/contraction. Due to the thermal capacity of the
pipe contents and soil matrix, this will be a conservative approach.
5.2.4 Pipe Trenching
The extraction piping system will be installed in trenches constructed with
granular bedding material, backfilled with excavated native soil and compacted.
The pipe trenching will be designed to accommodate vehicle loading.
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6.0 ELECTRICAL AND INSTRUMENTATION DESIGN
It is anticipated that single-phase, 230-Volt, 200-Amp electrical service will be provided
to the system from a power drop initiated from a transformer on Middleton Loop Road
and terminated inside the fenced area at the current ash basin discharge structure
location. The control panel for the system will be located in the same location. It is also
assumed that power to the well pumps, through the VFDs, as well as the pumping
system controls will be provided from this panel.
6.1 Piping and Instrumentation Diagram
The Piping and Instrumentation Diagram (P&ID) will be completed as part of the Final
Basis for Design package once the conceptual design and complete design objectives are
determined.
6.2 Pump Controls
The pumps will be controlled with individual Grundfos CUE (or equal) VFDs which
adjust the power frequency to vary the motor speed to control the pumping rate. The
pumping rate can be adjusted manually or based on set points for flow rate or water
level in the well from flow or level sensor signals. The VFDs allow for soft starts of the
motor and allow the motors to operate efficiently by only drawing the necessary
amperage to provide the desired pumping rate. It is assumed control of the system will
be accomplished through a Human Machine Interface (HMI) screen for ease of
operation.
6.3 Emergency System Shutdown
The pump motors have internal shutdown systems if the motors start to draw excessive
power indicative of pump problems. The motors also have internal shutdown systems
for motor overheating. In addition to these safeguards, high pressure conditions or
other treatment system malfunctions can also trigger complete system shutdown.
These safeguards can be programmed into the pumping control system once the
treatment system design is completed.
The control system can also be equipped with an auto-dialer to notify operations staff
immediately of a system shutdown condition.

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7.0 DESIGN DOCUMENTS
This 30% design package includes preliminary site layout drawings and conceptual
details for the wells and well head configurations. Additional details and specifications
will be finalized in the Final Basis of Design package.
7.1 Design Drawings
The complete design package will include site layout plans and profiles, process flow
diagrams, P&ID diagrams, construction details, electrical and control drawings, and
indices and notes.
7.2 Specifications
Complete equipment, materials and construction specifications will be incorporated
into the final design package. Supporting equipment performance data, calculations,
and significant equipment and materials cut-sheets will also be included. This 30%
design package includes supporting documentation for the significant elements
necessary to evaluate the conceptual design.
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8.0 GROUNDWATER EXTRACTION SYSTEM OPERATION
8.1 System Performance Metrics

8.2 Permits

8.3 Institutional Controls

8.4 Contingency Plans

8.5 Construction and Monitoring Schedules

These sections will be provided in the Final Basis of Design report.
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9.0 REFERENCES
HDR Engineering, Inc. of the Carolinas, September 9, 2015. Comprehensive Site
Assessment Report – Belews Creek Steam Station Ash Basin.
HDR Engineering, Inc. of the Carolinas, December 8, 2015. Corrective Action Plan – Part
1: Belews Creek Steam Station Ash Basin.
HDR Engineering, Inc. of the Carolinas, March 4, 2016. Corrective Action Plan – Part 2:
Belews Creek Steam Station Ash Basin.
HDR Engineering, Inc. of the Carolinas, August 11, 2016. Comprehensive Site Assessment
– Supplement 2 – Belews Creek Steam Station Ash Basin.
HDR Engineering, Inc. of the Carolinas, October 6, 2016. Field Investigation and Pumping
Test Report.
Basis of Design Report (30% Submittal) December 2016
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FIGURES

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PARCEL LINE, WASTE BOUNDARY AND COMPLIANCE BOUNDARY BASED ON INFORMATION OBTAINED
FROM AN HDR DRAWING TITLED "BELEWS CREEK STEAM STATION GW FLOW DIRECTION"
BELEWS CREEK STEAM STATION FIGURE 1-1
STOKES COUNTY
SITE LOCATION MAP
WINSTON-SALEM. DUKE ENERGY CAROLINAS
- .RALErGH BELEWS CREEK STEAM STATION
GREENVILLE• 3195 PINE HILL RD
� erra •CMARLO7iE
. FAYETrEV"`E BELEWS CREEK, NORTH CAROLINA
148 RIVER STREET, SUITE 220 BELEWS LAKE NC QUADRANGLE
GREENVI LLE, SOUTH CAROLINA w LMIlG 101
DRAWN BY: JOHV CHASTAIN DATE: 12/27/2016 GRAPHIC SCALE
PHONE [phone] PRaECT MANAGER: C. EADY CONTOUR INTERVAL: zo FEET 1000 0 1000 2000
www.synterracorp.com [LAYOUT: USGSTOPO MAP DATE: 2013
P.\Duke Ener Pro ress.1026\20. BELEWS CREEK\04. CUP Accelera Led Rem, Interim Action Plan - Design & Dev\30 PERCENT DESIGN \dw \DE BELEWS CK FIG 1-1 USGSTOPO.d,g IN FEET

GWA-
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0,//,,,.�r
APPROX.ROAD
RIGHT OF WAY — — — — DUKE ENERGY CAROLINAS PROPERTY LINE
�-� ----- PARCEL A BOUNDARY
\\ EXISTING CONCRETE MONUMENT SB-1 4,
v 10 �a°mv�v T r .r ��� �r ASH BASIN Ill AMW 17S CSA MONITORING WELL
ELEVATION: APPROX. 750' 0 EW-1 EXTRACTION WELL FOR HDR PUMP TEST
770` / n TW-1 TEMPORARY WELL FOR HDR PUMP TEST
\\ -.'so. \\ \\ i \' • � SB-1 HDR SOIL BORING G
EXISTING AXLE
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NOTES:
1. THE DUKE ENERGY CAROLII PROPERTY LINE, COMPLIANCE BOUNDARY AND WASTE BOUNDARY
SHOWN ARE FROM THE HDR SCSA SUPPLEMENT 2. DUKE IS ANTICIPATING COMMENTS FROM DEQ
\\ CONCERNING THE COMPLIANCE BOUNDARY.
2. PARCEL A (2.23 ACRES) PROPERTY LINE IS BASED ON A PLAT PREPARED BY LDSI TITLED "EXHIBIT MAP
\\ / FOR DUKE ENERGY CORPORATION", DATED 09-28-2016, PROJECT NUMBER 4115187, FILE NAME
4115198.DWG.
3. SITE FEATURES AND TOPOGRAPHY OBTAINED FROM MAP PREPARED BY WSP TITLED "MONITORING WELL
/ LOCATION SURVEY BELEWS CREEK STEAM STATION', JOB NUMBER 1188313A, DATED JULY 22, 2015,
FILE NAME "BELEWS GWA FINAL 07-22-15.DWG".
\ 4. THE COMPLIANCE BOUNDARY, WASTE BOUNDARY, DUKE ENERGY CAROLINAS PROPERTY LINE,
\\ ,' TEMPORARY WELLS, SOIL BORINGS, AND AOW LOCATIONS ARE APPROXIMATE.
\ MIDDLETON GRAPH IC SCALE
LOOP ROAD 100 0 100 200 FIGURE 1-2
IN FEET SITE LAYOUT
148 RIVER STREET, SUITE 220 DUKE ENERGY CAROLINAS
GREEN/ PHONE [phone]LLE, SOUTH ROLINA29601 BELEWS CREEK STEAM STATION
/ PHONE [phone]
www.synte"aco'p.com 3195 PINE HALL RD
Terra PROJECT
MANAGIGLER*
DATE: PRINTED*
BELEWS CREEK, NORTH CAROLINA
O F PROJECT MANAGER: E LADY DATE PRINTED:
/ CHECKED BY: B. MILLER 12/27/2016 2:14 PM
P:\Duke Energy Progress.1026\20. BELEWS CREEK\04. CCP Accelerated Rem, Interim Action Plan - Design & Dev\30 PERCENT DESIGN\dwg\DE BELEWS CK FIG 1.2 SITE LAYOUT.dwg

NOTES ) \ l � o
1. CONCENTRATIONS SHOWN ARE FROM APRIL 27, 2016
TO OCTOBER 18, 2016. \o
2. THE 2L FOR BORON IS 700 ug/L. \ S5o
3. J =INDICATES CONCENTRATION REPORTED BELOW
PRACTICAL QUANTITATION LIMIT (PQL), BUT ABOVE -� cc z-
/i
METHOD DETECTION LIMIT (MDL) AND THEREFORE
CONCENTRATION IS ESTIMATED. o , /(<, \/ </ \\'
m
\ m s
Ull
60 \ GWA 30S \ J
j
§ \ \ T00
o. \
MIDDLETONop
LOOP ROAD
A Ole
A\ __ 74
�� �
OUTLET
STRUCTURE �gg
° \\ GWA-27S �, PIPE DISCHARGE
I
0
EXTRACTION W
— LEGEND
ALIGNMENT — NCENTRATION CONTOUR (ug/L)
PARCEL A
— — —
?o PROPOSED PHASE 1 EXTRACTION WELL (APPROXIMATE)
ASH BASIN GMW-18S CSA MONITORING WELL
28 J CONCENTRATION IN ug/L
EXISTING CONCRETE MONUMEN
)q / ,
o Z°SF\\ ��� � S-2 SEEP/AREA OF WETNESS (AOW) LOCATION
v �% FEW-1 EXTRACTION WELL FOR PUMP TEST
"° O 4) TW-1 TEMPORARY WELL FOR PUMP TEST
GRAPHIC SCALE
r =m 240 0 240 480 FIGURE 2-1
GWA-2os �� ' �� BORON IN SURFICIAL ZONE
84,� \\. / � HORIZONTAL SCALE 1" 240
° \ GWA-18S 148 STREET, SUITE 220
GREENVILE, SOUTH CARD INA 29601
28J DUKE ENERGY CAROLINAS
\\ / PHONE [phone]
LOOP J> BELEWS CREEK STEAM STATION
t00P ROAD ) wwwsynterraoorp.Com
\ 777
���� PRO ECTMANAGER DATE: RINTE 2016 BELEWS CREEK, NORTH CAROLINA
PROJEC BY. FEIGL C. LADY DATE PRINTED:
CHECKED BY: B. WICKER 12/27/2016 2:29 PM
P:\Duke Energy Progress.1026\20. BELEWS CREEK\04. CCP Accelerated Rem, Interim Action Plar - Design & Dev\30 PERCENT DESIGN\dwg\OE BELEWS CK FIG 2-1 To 2-12 ISOCONTOL

NOTES
1. CONCENTRATIONS SHOWN ARE FROM APRIL 27, 2016
TO OCTOBER 18, 201f-1
u~\
2. THE 2L FOR BORON IS 700 ug/L.
3. J = INDICATES CONCENTRATION REPORTED BELOW
PRACTICAL QUANTITATION LIMIT (PQL), BUT ABOVE X�
METHOD DETECTION LIMIT (MDL) AND THEREFORE WIl I /
CONCENTRATION IS ESTIMATED.
� f
e)
Aso �9 j �- GWA-30D � J
GWA-21D
IDDI FTON
69..4
Ex STING AXLE \
v
\ r / „ - OUTLET
TW � Tw-z.
STRUCTURE
w-3
I
\ GW 5301D o ' o I TC- I DISCHARGE �—
-.. PIPE
,60 � �s°m�\ ' ! iI � ��� ♦ LEGEND
�o vv .�lI // ;
EXTRACTION WELL � BORON ISOCONCENTRATION CONTOUR (ug/L)
r ALIGNMENT � � � PARCEL A
v -
// PROPOSED PHASE 1 EXTRACTION WELL (APPROXIMATE)
3D GWA-19D 9 ion �i��t ASH BASIN GMW-18D CSA MONITORING WELL
EXISTING CTE MONUMENT <50 CONCENTRATION IN ug/L
ONC
SEEP/AREA OF WETNESS (AOW) LOCATION
EW-1 EXTRACTION WELL FOR PUMP TEST
�� FT—W-11 TEMPORARY WELL FOR PUMP TEST
z
o A\ GRAPHIC SCALE
P �m VV asp / / 240 HORIZONTAL SCALE 1'40 40 480
'� > , .GWA-1oD vv / � FIGURE 2-2
BORON IN TRANSITION ZONE
GREE VERSTSOUTHCAR LIN DUKE ENERGY CAROLINAS
GWA-18D GREENVILLE, SOUTH CAROLINA 29601
<50 PHONE [phone]
LooPROAD N ) wwwsVIP ynterraoorp.Com BELEWS CREEK STEAM STATION
[a DRAWN BY: A. FEIGL DATE:12/14/2016 BELEWS CREEK, NORTH CAROLINA
PRO J ECT MANAGER: C. LADY DATE PRINTED
WTe
r CHECKED BY: B. WILKER 12/27/2016 2:29 PM
P:\Duke Energy Progress.1026\20, BELEWS CREEK\04. CCP Accelerated Rem, Interim Action Plar - Design & Dev\30 PERCENT DESIGN\dwg\OE BELEWS CK FIG 2-1 To 2-12 ISOCONTOL

NOTES
1. CONCENTRATIONS SHOWN ARE FROM APRIL 27, 2016
TO OCTOBER 18, 2016.
2. THE 2L FOR BORON IS 700 ug/L.
3. NO BORON EXCEEDANCES OF 2L IN BEDROCK ZONE.
4. J = INDICATES CONCENTRATION REPORTED BELOW
PRACTICAL QUANTITATION LIMIT (PQL), BUT ABOVE
METHOD DETECTION LIMIT (MDL) AND THEREFORE
CONCENTRATION IS ESTIMATED.
\ 660 rn
osm t
la8°
v �v\
I
EXIST
osm \\\\\ 1a
i
r T
7,_.
WA-19BR
28.6J \ %
EXISTING CONCRETE MONUMENT
—770 _
a �6°
wsosm
�\
e!
a
MIDDLETON „„
y'LOOP ROAD
11
0
r
MIDDL�ON \
LOOP ROAD
j
DISCHARGE
PI PE
0
\\
a
LEGEND
PARCEL A
PROPOSED PHASE 1 EXTRACTION WELL (APPROXIMATE)
ASH BASIN GMW-20BR CSA MONITORING WELL
51 CONCENTRATION IN ug/L
S-2 SEEP/AREA OF WETNESS (AOW) LOCATION
E-W 1 EXTRACTION WELL FOR PUMP TEST
TW-1 TEMPORARY WELL FOR PUMP TEST
GRAPHIC SCALE
240 0 240 480 FIGURE 2-3
HORIZONTAL=24 BORON IN BEDROCK ZONE
148 RIVER STREET,,SUITE
220
GREENVILLE,SOUTH CAROLINA296O1 DUKE ENERGY CAROLINAS
PHONE s6,,,c,r .com BELEWS CREEK STEAM STATION
999
ww w. syn to r ra c o r p. c o m
Terra PRO ECT MANAGER
DATE PRINTED*
2016 BELEWS CREEK, NORTH CAROLINA
S� PROJECT BY: B. ILK LADY DATE 12/27/ 0162
CHECKED BY: B. WICKER 12/27/2016 2:29 PM
P:\Duke Energy Progress.1026\20. BELEWS CREEK\04. CCP Accelerated Rem, Interim Action Plan - Design & Dev\30 PERCENT DESIGN\dwg\DE BELEWS CK FIG 2-1 To 2-12 ISOCONTOUR:
(EXTRACTION WELL
ALIGNMENT

NOTES
1. CONCENTRATIONS SHOWN ARE FROM APRIL 27, 2016
TO OCTOBER 18, 2016.
D
I
0
2. THE 2L FOR CHLORIDE IS 250 mg/L. \ 0 345
3. J = INDICATES CONCENTRATION REPORTED BELOW
PRACTICAL QUANTITATION LIMIT (PQL), BUT ABOVE
METHOD DETECTION LIMITON IS ( ED.) AND THEREFORECONCEN
s
1f
1�
I
"b
VQ
\\
MIDDLETON
LOOP ROAD
�jn5P '._�'eo'
EXISTING AXLE ,
Ir
V\�V�� EW-2 Twn ii STIR CTURE
,TW-2-
/I
I
o. 1\ A DISCHARGE
GWA-27S — -
PIPE
3 LEGEND
EXTRACTION WELL _ _ _ _ CHLORIDE ISOCONCENTRATION CONTOUR (mg/L)
ALIGNMENT
PARCEL A
PROPOSED PHASE 1 EXTRACTION WELL (APPROXIMATE)
3p GWA sss'� \ � - ASH aaslN GMW 18S CSA MONITORING WELL
157 �\, : , / 21.5 CONCENTRATION IN mg/L
EXISTING CONCRETE MONUMENT --
vv SEEP/AREA OF WETNESS (AOW) LOCATION
�sn " FEW-1 EXTRACTION WELL FOR PUMP TEST
,� \v "°- �0 0TW-1 TEMPORARY WELL FOR PUMP TEST
A
GRAPHIC SCALE
240 0 240 480
G2i5 FIGURE -�
HORIZONTAL SCALE I"=240�
ys\\ 148RIVERSTREET,SUITE220 CHLORIDE IN SURFICIAL ZONE
mV"\ GREENVILLE,SOUTHCAROLINA29601 DUKE ENERGY CAROLINAS
so
\ L ODLETDu 864-421-9999BELEWS CREEK STEAM STATION
PHO ���� synterracorp.ComLOOP ROADCIDRABY A FEIGL DATE 12/14/2D16 BELEWS CREEK, NORTH CAROLINA
S� PROJECT MANAGER. C. LADY DATE PRINTED:
ik�t�
CHECKED BY: B. WICKER 12/27/2016 2:29 PM
-- - �' - - P:\Duke Energy Progress.1026\20. BELEWS CREEK\04. CCP Accelerated Rem, Interim Action Plar - Design & Dev\30 PERCENT DESIGN\dwg\OE BELEWS CK FIG 2-1 To 2-12 ISOCONTOL

NOTES
1. CONCENTRATIONS SHOWN ARE FROM APRIL 27, 2016
TO OCTOBER 18, 2016.o
2. THE 2L FOR CHLORIDE IS 250 mg/L.
3. J = INDICATES CONCENTRATION REPORTED BELOW
PRACTICAL QUANTITATION LIMIT (PQL), BUT ABOVE
METHOD DETECTION LIMIT (MDL) AND THEREFORE �-
CONCENTRATION IS ESTIMATED.
I
0
0 S_03
Aso �9 GWA 30D J
LIDDI
OOP-
�voft.I � V.
740EXISTING AXLE 1
.4TW-1 0 / OUTLET -'-��MEN
U I Tw-4�T w-2 STRUCTURE
�2
GWA-31D
y 9
1.9 PIPE
DISCHARGE
LEGEND
i
EXTRACTION WELL
ALIGNMENT m L)
_ _ _ _ CHLORIDE ISOCONCENTRATION CONTOUR ( �
1 (/ � � •
�a �v �; /y — PARCEL A
Nx�
PROPOSED PHASE 1 EXTRACTION WELL APPROXIMATE
GWA19D 9 �\v ASH BASIN GMW-18D CSA MONITORING WELL
�v , 7.9 CONCENTRATION IN mg/L
EXISTING GONER ErEnnoN 2 SEEP/AREA OF WETNESS (AOW) LOCATION
EW-1
EXTRACTION WELL FOR PUMP TEST
"° / �0 �. 4) TW-1 TEMPORARY WELL FOR PUMP TEST
vv� of GRAPHIC SCALE
240 NORrzoNrALSCALE r404o4so FIGURE 2-5
CHLORIDE IN TRANSITION ZONE
\>o o\ 148RIVER STREET, SUITE 22o
so�m\\ � GW7.9 GREENV61- SOUTH9999 OLINA29601 DUKE ENERGY CAROLINAS
vEss4421-99s9 BELEWS CREEK STEAM STATION
\ J> PHONE
LOOP ROAD ) wwwsynterracorp.com
NTED
���� DRAWN BY A FEIGL DATE:12/14/2016 BELEWS CREEK, NORTH CAROLINA
PROJECT MANAGER B.WICKER 12/27/DATE 0162
CHECKED BY: B. WICKER 12/27/2016 2:29 PM
P:\Duke Energy Progress.1026\20. BELEWS CREEK\04. CCP Accelerated Rem, Interim Action Plan -Design & Dev\30 PERCENT DESIGN\dwg\OE BELEWS CK FIG 2-1 To 2-12 ISOCONTOL

oMOM
�
NOTES l~^
1. CONCENTRATIONS SHOWN ARE FROM APRIL 27, 2016
TO OCTOBER 18, 2016.o�
2. THE 2L FOR CHLORIDE IS 250 mg/L.
3. NO CHLORIDE EXCEEDANCES OF 2L IN BEDROCK ZONE.
4. J =INDICATES CONCENTRATION REPORTED BELOW
PRACTICAL QUANTITATION LIMIT (PQL), BUT ABOVE
METHOD DETECTION LIMIT (MDL) AND THEREFORE
CONCENTRATION IS ESTIMATED. _
1
f�
A k iI
OS03
GW2.9BR
v
WH
��� ��.A__ �•` �, �� 'i; MIDDLETON
LOOP ROAD V \.
\\ --- EXISTING
TW_1
/ OUTLET 0-2
W�1
STRUCTURE
77 EW 2 i T\N_2
C,I t WA2 BR ! =�
PIPEHARGE
�10 IGWA-27BR }
0
I
0
0 EXTRACTION WELL LEGEND
ALIGNMENT _ PARCEL A
rD �o ® PROPOSED PHASE 1 EXTRACTION WELL (APPROXIMATE) \ L
9
19BR �\
3 5.ASH aaslN GMW-20BR CSA MONITORING WELL
26.4 CONCENTRATION IN mg/L
EXISTING CONCRETE MONUMENT--
vv SEEP/AREA OF WETNESS (AOW) LOCATION
FEW-1 EXTRACTION WELL FOR PUMP TEST
"°- �-0
0 �.0 FTW--ll TEMPORARY WELL FOR PUMP TEST
o - m GRAPHIC SCALE
I
240 0 240 480
148RIVERIZSUSCALE1_ FIGURE2'6
HORIZONTAL SCALE 1' - 240'
CHLORIDE IN BEDROCK ZONE
% s \\ MI GREENVILLE SOUTH CAROLINA 29601
o=m !' ) STREET, DUKE ENERGY CAROLINAS
OP ROAN 1 PHONE[phone] BELEWS CREEK STEAM STATION
/,✓/ _\\ / ' LOOPI ROAD 7i wwwsynterracorp.Com
_/ - �\ _ / _ \\ / I ) ���� BRAWNBVAFUGL DATE'12/14/2016 BELEWS CREEK, NORTH CAROLINA
-�'� ,� PROJECT MANAGER WI CER DATE PRINTED
12/27/0162
CHECKED BY. B. WICKER 12/27/2016 2:29 PM
-- - - - - P:\Duke Energy Progress.1026\20. BELEWS CREEK\04. CCPAccelerated Rem, Interim Action Plar - Design & Dev\30 PERCENT DESIGN\dwg\OE BELEWS CK FIG 2-1 To 2-121SOCONTOURS.dwg

NOTES X��~� o w
1. CONCENTRATIONS SHOWN ARE FROM APRIL 27, 2016
TO OCTOBER 18, 2016. ;
2. THE 2L FOR SELENIUM IS 20 ug/L.
3. J = INDICATES CONCENTRATION REPORTED BELOW
PRACTICAL QUANTITATION LIMIT (PQL), BUT ABOVE \ I 1
METHOD DETECTION LIMIT (MDL) AND THEREFORE
CONCENTRATION IS ESTIMATED.
� a
0.41J
MIDDL�ON
OOP _�.
LROAD
���,
V\ '�o
I
— —
\ \\\ 74o EXISTING AXLE
ws m\\ I I Tw-1 EW
o \V / „ / OUTLET �-
EW 2 nv a� 2 STRUCTURE / \A
GWA-20SA
3 „rws
WA- 1:S ° I % -�/ DISCHARGE
<0. �m - GWA-27S PIPE
0
a
y� LEGEND
/� t EXTRACTION WELL
ALIGNMENT — SELENIUM ISOCONCENTRATION CONTOUR (ug/L)
'. EXISTING CONCRETE MONUMENT �
\
\ °
o GWA-10S s\\ GWA-18S
31.8 �. / 0.53
a
° !\
\\ / MIDDLETON
ROAD r
—
PARCEL A
PROPOSED PHASE 1 EXTRACTION WELL (APPROXIMATE)
ASH BASIN
GMW 18S
M
CSA MONITORING WELL
CONCENTRATION IN ug/L
S-2
SEEP/AREA OF WETNESS (AOW) LOCATION
EW 1
EXTRACTION WELL FOR PUMP TEST
TW 1
TEMPORARY WELL FOR PUMP TEST
GRAPHIC SCALE
240 0 240 480
FIGURE 2-7
HORIZONTAL
SELENIUM IN SURFICIAL ZONE
,SUITE220=24°
148 RIVER STREET, SUITE 220
GREENVILLE, SOUTH CAROLINA 29601
DUKE ENERGY CAROLINAS
999
PHONE s6rracor .com
ww w. syn to r ra c o r p. c o m
BELEWS CREEK STEAM STATION
Terra
DRAWN DATE 2016
BELEWS CREEK, NORTH CAROLINA
PROJECT MANAGER LADY DATE PRINTED*
CHECKED BY: B. WICKER 12/27/2016 2:29 PM
BY: B. ILK 12/27/ 0162
P:\Duke Energy Progress.1026\20. BELEWS CREEK\04. CCP Accelerated
Rem, Interim Action Plan -Design & Dev\30 PERCENT DESIGN\dwg\DE BELEWS CK FIG 2-1 To 2-12 ISOCONTOURS.tlwg

1� ���
NOTES l~^�-
1. CONCENTRATIONS SHOWN ARE FROM APRIL 27, 2016
TO OCTOBER 18, 2016.o �—
2. THE 2L FOR SELENIUM IS 20 ug/L.Al
3. NO SELENIUM EXCEEDANCES OF 2L IN TRANSITION ZONE.
4. J =INDICATES CONCENTRATION REPORTED BELOW �.
PRACTICAL QUANTITATION LIMIT (PQL), BUT ABOVE
METHOD DETECTION LIMIT (MDL) AND THEREFORE
CONCENTRATION IS ESTIMATED.
NM�
J
AV 's°gym 'I��� s '�1!� �
'oo
jjl
MIDDLETON -\�\
LOOP ROAD V \.
1'-
- 74 EXISTING AXLE
\ a r som\V II /TW-�/ OUTLET -
-��/� V A\ C I - EW-2 TW-4 STRUCTURE
C, GWA
1 r �
0.83
GW051D,& �1 PIPEHARGE
7
0
I
°mv� EXTRACTION WELL LEGEND
ALIGNMENT
_ PARCEL A
PROPOSED PHASE 1 EXTRACTION WELL (APPROXIMATE)
J
,asH aaslN � GMW-18D CSA MONITORING WELL
<0.5 CONCENTRATION IN ug/L
EXISTING CONCRETE MONUMENT /.. --
°� SEEP/AREA OF WETNESS (AOW) LOCATION
FEW-1 EXTRACTION WELL FOR PUMP TEST
"°- �0 0 �.0 TW-1 TEMPORARY WELL FOR PUMP TEST
v o GRAPHIC SCALE
240 0 240 480
HORIZONTAL SCALE I 240 FIGURE 2-8
SELENIUM IN TRANSITION ZONE
° 148 RIVER STREET, SUITE 220
s m \f GWA-18D GREENVILLE SOUTH CAROLINA 29601
DUKE ENERGY CAROLINAS
<0.5 � PHONE [phone]
lv� LOOP Rono wwwsynterracorp.Com BELEWS CREEK STEAM STATION
Lo �� DRAWN BY: A. FEIGL DATE:12/14/2016 BELEWS CREEK, NORTH CAROLINA
PROJECT MANAGER: C. EADY DATE PRINTED:
CHECKED BY: B. WICKER 12/27/2016 2:29 PM
V /
P:\Duke Energy Progress.1026\20. BELEWS CREEK\04. CCP Accelerated Rem, Interim Action Plan -Design & Dev\30 PERCENT DESIGN\dwg\OE BELEWS CK FIG 2-1 To 2-12 ISOCONTOL

NOTES l~^�-
1. CONCENTRATIONS SHOWN ARE FROM APRIL 27, 2016
TO OCTOBER 18, 2016.o�
0
2. THE 2L FOR SELENIUM IS 20 ug/L.px"
,� `~
3. NO SELENIUM EXCEEDANCES OF 2L IN BEDROCK ZONE. ;I', °°m X - \ ��
4. J = INDICATES CONCENTRATION REPORTED BELOW V ��°'Wij
PRACTICAL QUANTITATION LIMIT (PQL), BUT ABOVE
METHOD DETECTION LIMIT (MDL) AND THEREFORE
CONCENTRATION IS ESTIMATED. _
go T
0S03
jjl
,jN �°i',\._. \•` �, \ �� 'i, n MIDDLETON -�
LOOP ROAD740-
\ \.
VA ms mVV �' � „o I TW 1 EW-1
STRUCTOUTLET URE
-
�� C EW 2 i Tw_2 /=;
TW-3
° 1 — DISCHARGE
PIPE
/760
I
EXTRACTION WELL LEGEND
ALIGNMENT — PARCEL A
z° OO PROPOSED PHASE 1 EXTRACTION WELL (APPROXIMATE)
�. WA-19BR� �\
a° 0.52 \ v - ASH aaslN GMW-20BR CSA MONITORING WELL
y�v, 0.59 CONCENTRATION IN ug/L
EXISTING CONCRETE MONUMENT /.. -
vv SEEP/AREA OF WETNESS (AOW) LOCATION
0 EW-1 EXTRACTION WELL FOR PUMP TEST
"°- �0 0 �.0 TW 1 TEMPORARY WELL FOR PUMP TEST
o - m GRAPHIC SCALE
I
240 0 240 480
148RIVERSTREIZ SUSCALE1_ FIGURE2'9
HORIZONTAL SCALE 1' - 240'
ITE 220
SELENIUM IN BEDROCK ZONE
MI GREENVILLE SOUTH CAROLINA 29601
=m ) DUKE ENERGY CAROLINAS
OP ROAN 1 wHONE864421p.com BELEWS CREEK STEAM STATION
/,✓/ _\\ / ' LOOPI ROAD 7i wwwsynterracorp.Com
BRAWNBYAFEIGL DATE'12/14/2016 BELEWS CREEK, NORTH CAROLINA
4 ier� PROJECT MANAGER C. EA BY DATE PRIMED'
CHECKED BY. B. WILKER 12/27/2016 2:29 PM
-- - — - P:\Duke Energy Progress.1026\20. BELEWS CREEK\04. CCPAccelerated Rem, Interim Action Plar - Design & Dev\30 PERCENT DESIGN\dwg\OE BELEWS CK FIG 2-1 To 2-121SOCONTOURS.dwg

NOTES
1. CONCENTRATIONS SHOWN ARE FROM APRIL 27, 2016
TO OCTOBER 18, 2016.
2. THE 2L FOR TDS IS 500 mg/L.
3. J -INDICATES CONCENTRATION REPORTED BELOW
PRACTICAL QUANTITATION LIMIT (PQL), BUT ABOVE ��� j �,�
METHOD DETECTION LIMIT (MDL) AND THEREFORE
CONCENTRATION IS ESTIMATED.
I
e)
k ill
` 0723
�OAD A \
„o
- IXISTING AXLE741
OUTLET
° �VV EW-2 nv 4
na-2 0
1 2osn _
c
t
GWA-27S � 7 � � • DISCHARGE-
�\ 108 w PIPE
LEGEND
o=
EXTRACTION WELL — — — — TDS ISOCONCENTRATION CONTOUR (mg/L)
v ` « ALIGNMENT
PARCEL A
PROPOSED PHASE 1 EXTRACTION WELL (APPROXIMATE)
3D G 29ASH BASIN GMW-18S CSA MONITORING WELL
019S , 21.5 CONCENTRATION IN mg/L
EXISTING CONCRETE MONUMENT � ��.. -
SEEP/AREA OF WETNESS (AOW) LOCATION
\ OFEW-11 EXTRACTION WELL FOR PUMP TEST
770 o o
4) TW-1 TEMPORARY WELL FOR PUMP TEST
GRAPHIC SCALE
240 0 240 480 FIGURE 2-10
Gw53 s� ��y / Gwn1 HORIZGNTALSCALET"=240� TOTAL DISSOLVED SOLIDS (TDS)
° \� 148 RIVER STREET, SUITE 220
` yyzm\ GREENVILLE,SOUTHCAROLINA29601 IN SURFICIAL ZONE
\
° MIDDLETON PHONE[phone] DUKE ENERGY CAROLINAS
LOOP ROAD wwwsynterra.o'com
g / / synTerra BELEWS CREEK STEAM STATION
DRAWN BY A FEIGL DATE: 12/14/2016
PROTECT MANAGER: C. LADY DATE PRINTED: BELEWS CREEK NORTH CAROLINA
\\ CHECKED BY: B. WILKER 12/27/2016 2:29 PM
P:\Duke Energy Progress.1026\20. BELEWS CREEK\04. CCP Accelerated Rem, Interim Action Plan -Design & Dev\30 PERCENT DESIGN\dwg\OE BELEWS CK FIG 2-1 To 2-121SOCONTOL

NOTES
1. CONCENTRATIONS SHOWN ARE FROM APRIL 27, 2016
TO OCTOBER 18, 2016.o
2. THE 2L FOR TDS IS 500 mg/L.�
3. J = INDICATES CONCENTRATION REPORTED BELOW °m X,—�;
PRACTICAL QUANTITATION LIMIT (PQL), BUT ABOVE
METHOD DETECTION LIMIT (MDL) AND THEREFORE
CONCENTRATION IS ESTIMATED.
O g_p3 �O� i GWgD1D :If
VV
X.� MIDDLETON
! LOOP ROAD
i
�o
n"o
V\ EXI SIINGAXLE
i
----------------
/ , OU�C
1� C, �lqi i GW 120 D ��rw� Jam• r
T
y �\ GW971D PIPEHARGE — ---��
LEGEND
EXTRACTION WELL — — — — TDS ISOCONCENTRATION CONTOUR m L
v I ALIGNMENT ( )
PARCEL A
PROPOSED PHASE 1 EXTRACTION WELL (APPROXIMATE)
ASH BASIN GMW-18D CSA MONITORING WELL
c so v �vA 94 CONCENTRATION IN mg/L
o\' ExISTINGcoNCR MONUMENT SEEP AREA OF WETNESS (AOW) LOCATION
*FEW 1 EXTRACTION WELL FOR PUMP TEST
v 70_ 00 4) TW-1 TEMPORARY WELL FOR PUMP TEST
s 24o GROAPHIC SCALE 40 480 FIGURE 2-11
HORIZONTAL SCALE I°=24G TOTAL DISSOLVED SOLIDS (TDS)
a
148 RIVER STREET, SUITE 220 IN TRANSITION ZONE
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/ CHECKED BY: B. WILKER 12/27/2016 2:29 PM
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lj
NOTES
1. CONCENTRATIONS SHOWN ARE FROM APRIL 27, 2016
TO OCTOBER 18, 2016.
2. THE 2L FOR TDS IS 500 mg/L. l
3. NO TDS EXCEEDANCES OF 2L IN BEDROCK ZONE.
4. J = INDICATES CONCENTRATION REPORTED BELOW
PRACTICAL QUANTITATION LIMIT (PQL), BUT ABOVE
METHOD DETECTION LIMIT (MDL) AND THEREFORE
CONCENTRATION IS ESTIMATED.
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ASH BASIN GMW-20BR CSA MONITORING WELL
191 CONCENTRATION IN mg/L
S-2 SEEP/AREA OF WETNESS (AOW) LOCATION
FEW-1 EXTRACTION WELL FOR PUMP TEST
TW 1 TEMPORARY WELL FOR PUMP TEST
GRAPHIC SCALE
240 40480
FIGURE 2-12
HORIZONTAL SCALE 140
TOTAL DISSOLVED SOLIDS (TDS)
IN BEDROCK ZONE
148RIVER STREET, SUITE 22O
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DRAWNBMANAGER DDATE ATE:12/14/2016
PROJECT LADY
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BELEWS CREEK, NORTH CAROLINA
CHECKED BY: B. WICKER 12/27/2016 2:29 PM
BY: B. ILK 12/27/ 0162
P:\Duke Energy Progress.1026\20. BELEWS CREEK\04. CCP Accelerated
Rem, Interim Action Plan - Design & Dev\30 PERCENT DESIGN\dwg\DE BELEWS CK FIG 2-1 To 2-12 ISOCONTOUR:

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PROPOSED INTERIM ACTION MONITORING WELL (APPROXIMATE)
9 FAMW-17S CSA MONITORING WELL
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4) TW-1 TEMPORARY WELL FOR HDR PUMP TEST
SITE FEATURES AND TOPOGRAPHY OBTAINED FROM MAP PREPARED BY WSP TITLED
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MAP FOR DUKE ENERGY CORPORATION', DATED 09-28-2016, PROJECT NUMBER 4115187, FILE
NAME 4115198.DWG
50 GRAPHIC
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IN FEET PHASE 1 REMEDIATION SYSTEM LAYOUT
148 RIVER STREET, SUITE 220 DUKE ENERGY CAROLINAS
GREENPHONE 64-421-9999LLE, SOUTH ROLINA29601 BELEWS CREEK STEAM STATION
PHONE [phone]
www.bynterracurp.com 3195 PINE HALL RD
PROJECT
RAWN OJECTM MANAGER
DATE: PRINTED
BELEWS CREEK, NORTH CAROLINA
PROJECT MANAGER: C. FADY DATE PRINTED:
LAYOUT: FIG 3-1 REMEDIATION SYSTEM 12/27/20162:30 PM

CONCRETE VAULT
SEE FIGURE 5-1 FOR
MORE DETAILS
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GREENVILLE, SOUTH CAROLINA 29601
PHONE[phone] DUKE ENERGY CAROLINAS, LLC
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Terra DRAWN BY NAG R C. EAIN DATE PRINTED
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P:\Duke Energy Progress.1026\20. BELEWS CREEK\04. CCP Accelerated Rem, Interim Action Plan - Design & Dev\30 PERCENT DESIGN\dwg\DE BELEWS CK FIG 3-2 (WELL SCH EMATIC).dwg

WELL SEAL
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Term DRAWN BY : NAGOHN CHAR:C. EAIN DATE PRINTED
INTE 2016
PROJECT FIG
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LAYOUT: FIG 5-1 VAULT 12/27/2016 2:27 PM
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P:\Duke Energy Progress.1026\20. BELEWS CREEK\04. CCP Acceler
ISCHARGE PIPE
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FIGURE 5-1
TYPICAL BELOW GRADE VAULT
BELEWS CREEK STEAM STATION
3195 PINE HALL RD
BELEWS CREEK, NORTH CAROLINA

Basis of Design Report (30% Submittal) December 2016
Belews Creek Steam Station SynTerra

P:\Duke Energy Progress.1026\20. BELEWS CREEK\04. CCP Accelerated Rem, Interim Action Plan - Design & Dev\30 PERCENT
DESIGN\PDF\2016-12-27 KWW DRAFT\30 Percent Basis of Design Report,122816, Belews Creek text.docx
TABLES

Table 1-1
Summary of Select Constituent Analytical Data in Area of Interest
Belews Creek Steam Station
Duke Energy Carolinas, LLC, Belews Creek, NC
Boron Selenium Chloride TDS
ug/L ug/L mg/L mg/L
700 20 250 500
Sample ID Sample
Collection Date
GWA-1BR 9/28/2016 <50 <0.5 2.9 113
GWA-1D 9/22/2016 26.9 J 0.5 50.7 190
GWA-1S 9/21/2016 428 0.41 J 51.5 94
GWA-10D 9/21/2016 <50 <0.5 21.7 228
GWA-10S 9/21/2016 84.2 31.8 66.1 153
GWA-11D 9/21/2016 69.4 <0.5 203 576
GWA-11S 9/21/2016 379 7.3 157 441
GWA-18D 9/21/2016 <50 <0.5 7.9 94
GWA-18S 4/27/2016 28 J 0.53 21.5 125
GWA-18SA 6/8/2016 112 0.71 56.6 169
GWA-19BR 9/26/2016 28.6 J 0.52 5.9 83
GWA-19SA 9/21/2016 1880 36.8 202 379
GWA-19D 4/28/2016 <50 0.31 J 3 90
GWA-19S 5/11/2016 1320 30.9 157 299
GWA-20SA 9/21/2016 11300 3 486 1240
GWA-20BR 6/20/2016 51 0.59 26.4 191
GWA-20D 9/21/2016 8700 0.83 471 1120
GWA-21D 9/21/2016 125 <0.5 190 545
GWA-21S 9/21/2016 126 6.3 150 267
GWA-27BR 6/16/2016 <50 <5 6 145
GWA-27D 6/16/2016 5420 <5 393 990
GWA-27S 6/17/2016 155 5.8 51.9 108
GWA-30D 9/22/2016 <50 <0.5 3.6 146
GWA-30S 9/22/2016 <50 <0.5 3.9 48
GWA-31D 9/22/2016 <50 <0.5 1.9 97
GWA-31S 9/22/2016 <50 <0.5 2.5 <25
S-2 10/18/2016 236 <1 74 220
S-3 10/18/2016 <50 <1 4.9 120
S-4 10/18/2016 <50 <1 82 270
S-5 10/18/2016 <50 <1 3.4 120
Notes:Prepared by: BDW Checked: CDE
* Analytical data provided by HDR, Inc.
< = Concentration not detected at or above the reporting limit
mg/L = Milligram per liter
ug/L = Microgram per liter
Analytical Results
Analytical Parameter
15A NCAC 02L Standard
Reporting Units
j = Indicates concentration reported below Practical Quantitation Limit (PQL), but above Method Detection
Limit (MDL) and therefore concentration is estimated.
- Bold highlighted concentration indicates exceedance of the 15A NCAC
02L Standard.
P:\Duke Energy Progress.1026\20. BELEWS CREEK\04. CCP Accelerated Rem, Interim Action Plan - Design &
Dev\30 PERCENT DESIGN\Table 1-1 Data Summary AOI Page 1 of 1
Basis of Design Report (30% Submittal) December 2016
Belews Creek Steam Station SynTerra

P:\Duke Energy Progress.1026\20. BELEWS CREEK\04. CCP Accelerated Rem, Interim Action Plan - Design & Dev\30 PERCENT
DESIGN\PDF\2016-12-27 KWW DRAFT\30 Percent Basis of Design Report,122816, Belews Creek text.docx
APPENDIX A
AQUIFER TESTING ANALYSIS
(HDR FIELD INVESTIGATION AND PUMPING
TEST REPORT, OCTOBER 6, 2016)

Belews Creek Steam Station Ash Basin
Accelerated Remediation Interim Action
Field Investigation and
Pumping Test Report

October 6, 2016

Duke Energy Carolinas, LLC | Belews Creek Steam Station Ash Basin Accelerated Remediation
Field Investigation and Pumping Test Report
TABLE OF CONTENTS

i

Table of Contents
Section Page
1.0 Introduction ....................................................................................................................... 1
2.0 Geology and Hydrogeology ............................................................................................... 2
2.1 Site Geology and Hydrogeology ............................................................................ 2
3.0 Field Investigation and Pumping Test Activities ................................................................ 3
3.1 Soil Borings and Well Installation .......................................................................... 3
3.2 Conditions Encountered During Field Investigation............................................... 3
3.3 Pumping Test Implementation ............................................................................... 4
3.4 Interpretation of Pumping Test Data...................................................................... 6
24-Hour Pumping Test (EW-2) .................................................................. 6
Single Well Pumping Tests (TW-1 and TW-3) ........................................... 7
Overall Pumping Test Activities ................................................................. 7
4.0 Summary of Findings ........................................................................................................ 9
4.1 Findings ................................................................................................................. 9
5.0 References ...................................................................................................................... 11
Duke Energy Carolinas, LLC | Belews Creek Steam Station Ash Basin Accelerated Remediation
Field Investigation and Pumping Test Report
LIST OF FIGURES, TABLES, AND APPENDICES

ii

Figures
Figure 1 Site Layout Map
Figure 2 Interim Action Soil Boring and Well Location Map
Figure 3 Cross-Section A-A’
Figure 4 Cross-Section B-B’
Figure 5 Background vs. Time Prior to Pumping Test in Shallow Groundwater Zone
Figure 6 Drawdown vs. Time at EW-2
Figure 7 Drawdown vs. Time at TW-1
Figure 8 Drawdown vs. Time at TW-3
Figure 9 Drawdown vs. Time at TW-4
Figure 10 Drawdown vs. Time at GWA-20SA
Figure 11 Drawdown vs. Time at GWA-20D
Figure 12 Recovery vs. Time at EW-2
Figure 13 Recovery vs. Time at TW-1
Figure 14 Recovery vs. Time at TW-3
Figure 15 Recovery vs. Time at TW-4
Figure 16 Recovery vs. Time at GWA-20SA
Figure 17 Recovery vs. Time at GWA-20D
Figure 18 Manual Drawdown Measurements at TW-1
Figure 19 Interpretation of EW-2 Recovery Data
Figure 20 Interpretation of GWA-20D Drawdown Data
Figure 21 Interpretation of TW-2 Drawdown Data
Figure 22 Interpretation of EW-1 Drawdown Data

Tables
Table 1 Well Information
Table 2 Pumping Rates and Manual Water Level Measurements at EW-2
Table 3 Range of Water Level and Groundwater Temperature Measurements at EW-2
Table 4 Pumping Rates and Manual Water Level Measurements at TW-3
Table 5 Manual Water Level Measurements at TW-1 (Pumping Rate = 2 gpm)
Table 6 Calculated Transmissivity and Hydraulic Conductivity
Table 7 Preliminary Well Spacing and Produced Water Volume
Table 8 EW-2 Sustained Pumping Sample Results

Appendices
Appendix A Boring Logs
Appendix B Laboratory Analytical Report (EW-2 Sustained Pumping Sample)

Duke Energy Carolinas, LLC | Belews Creek Steam Station Ash Basin Accelerated Remediation
Field Investigation and Pumping Test Report
INTRODUCTION

1

1.0 Introduction
This report provides a description of the activities and findings from an interim action field
investigation and pumping test performed at the Duke Energy Carolinas, LLC (Duke Energy)
Belews Creek Steam Station (BCSS) site located in Belews Creek, North Carolina. The
Settlement Agreement (Agreement) between the North Carolina Department of Environmental
Quality (NCDEQ) and Duke Energy dated September 29, 2015 required Duke Energy to
implement accelerated remediation at BCSS to address off-site groundwater impacts. The Area
of Interest (AOI), where groundwater has been impacted by ash basin-related constituents and
migrated off-site, is northwest of the ash basin in the area of a 2.23-acre parcel not owned by
Duke Energy (Figure 1).
In a letter dated March 28, 2016, NCDEQ provided technical direction for accelerated
remediation and requested a response from Duke Energy. The BCSS Accelerated Remediation
Interim Action Plan (Plan), dated April 30, 2016, was developed and submitted to NCDEQ to
provide those responses. The proposed Plan was approved by NCDEQ via the Interim Action
Plans Conditional Approval Letter dated July 22, 2016. As proposed in the Plan, the field
investigation and pumping test were performed to allow for evaluation of the viability of three
potential groundwater remediation approaches to address impacted groundwater within the AOI.
The potential options in the Plan were proposed to provide hydraulic control for impacted
groundwater migrating toward the 2.23-acre parcel, and are included below.
1. Installation of a groundwater extraction system between the parcel and ash basin.
2. Installation of a subsurface barrier wall (e.g., slurry trench barrier wall, grout curtain,
sheet pile barrier wall, or deep soil mixing barrier wall) between the parcel and ash
basin.
3. A combination of options 1 and 2. The optimal configuration of a barrier wall and/or
location and number of extraction wells will be evaluated through the incorporation of
newly acquired data into the groundwater flow model that was constructed for the BCSS
Corrective Action Plan (CAP2 model).
Further evaluation of the remediation alternatives should be provided in the Basis of Design
Report, as requested in the July 22, 2016 Conditional Approval Letter from NCDEQ.
The remaining sections of this report provide descriptions of site geology and hydrogeology; the
interim action field investigation and pumping test activities; interpretation of the pumping test
data; findings; and recommendations for moving forward with accelerated remediation in the
AOI at BCSS.

Duke Energy Carolinas, LLC | Belews Creek Steam Station Ash Basin Accelerated Remediation
Field Investigation and Pumping Test Report
GEOLOGY AND HYDROGEOLOGY

2

2.0 Geology and Hydrogeology
2.1 Site Geology and Hydrogeology
The BCSS site is located in the Milton terrane of the Piedmont Physiographic Provence; the
Dan River Triassic Basin is located approximately 3,000 feet north of the site. Geologic units
mapped in the vicinity of the site include alluvium, terrace deposits, sedimentary rocks of the
Dan River Basin, a diabase dike, and felsic gneisses and schists with interlayered hornblende
gneiss and schist. Alluvial and terrace deposits have not been encountered in boreholes
advanced in the area of the BCSS ash basin, but alluvial deposits have been mapped along the
unnamed stream north of the ash basin main dam and along the Dan River.
The hydrogeologic regime at BCSS is characterized by residual soil/saprolite and weathered
rock overlying fractured crystalline rock separated by the transition zone (TZ). Based on the site
investigation completed for the Comprehensive Site Assessment (CSA; HDR, 2015), the
groundwater system in the natural materials (soil, soil/saprolite, and bedrock) at BCSS is
consistent with the regolith-fractured rock system and is an unconfined, connected aquifer
system. The BCSS groundwater system is divided into three layers referred to as shallow, deep
(TZ), and bedrock to distinguish the flow layers within the connected aquifer.
Groundwater flow and transport at the BCSS site can be approximated from the surface
topography. A topographic divide along Pine Hall Road separates the ash basin and Pine Hall
Road landfill, both located north of the road, from the ash structural fill, coal pile, and power
plant, located south of the road. Groundwater flow north of the road is to the north-northwest
toward the Dan River, while groundwater flow south of the road is to the south-southeast
towards Belews Lake. Additional topographic divides are located west and north of the ash
basin approximately near Middleton Loop Road. These divides separate the surface drainage
area containing the ash basin from adjacent drainage areas.
While the topographic divides generally function as groundwater divides, groundwater flow
across topographic divides may occur based on driving head conditions from the ash basin or
preferential flow paths within the shallow and/or deep flow layers. In the accelerated remediation
AOI, groundwater flows across the topographic divide of Middleton Loop Road to the northwest
toward the 2.23-acre parcel and eventually to the Dan River.

Duke Energy Carolinas, LLC | Belews Creek Steam Station Ash Basin Accelerated Remediation
Field Investigation and Pumping Test Report
FIELD INVESTIGATION AND PUMPING TEST ACTIVITIES

3

3.0 Field Investigation and Pumping Test
Activities
The field investigation and pumping test activities included advancement of four soil borings
(SB-1, SB-2, SB-4, and SB-5) along the property boundary and Middleton Loop Road, and
installation of two extraction wells (EW-1 and EW-2) and four observation wells (TW-1 through
TW-4). The soil borings were advanced to evaluate geologic conditions within the estimated
extent of impacted groundwater in the AOI and evaluate target depths for potential groundwater
extraction wells. Soil boring and well installation activities were conducted between August 1
and August 30, 2016. The pumping test activities were performed from September 7 to 9, 2016.
3.1 Soil Borings and Well Installation
EW-1, TW-1 and TW-2 were installed and screened within the deep (TZ) flow layer. EW-2, TW-
3 and TW-4 were installed with fully-penetrating screens in the shallow flow layer, immediately
above the deep flow layer. The soil boring and well locations are depicted on Figure 2 and a
summary of well construction details are included in Table 1. Lithologic descriptions are
provided on the boring logs in Appendix A.
EW-1 was installed with a 6-inch diameter poly-vinyl chloride (PVC) casing and a 10-ft 10-slot
screen in the deep flow layer. EW-2 was installed with a 6-inch diameter PVC casing and 30-ft
10-slot screen across the shallow flow layer (i.e., the saturated thickness of soil/saprolite above
the deep flow layer). TW-1 and TW-2 were installed with 2-inch diameter PVC casings and 10-ft
10-slot screens in the deep flow layer. TW-3 and TW-4 were installed with 2-inch diameter PVC
casings and 20-ft 10-slot screens in the shallow flow layer. A sand filter pack (#2) was installed
around the extraction and observation well screens and a hydrated bentonite seal was placed
prior to grouting the borehole annulus to the ground surface. Note that existing monitoring wells
GWA-20SA and GWA-20D were utilized during the pumping test.
Following well installation, and no sooner than 24 hours after installation, development of the
observation wells and extraction wells were performed using surging techniques and a
submersible pump to remove fines that may have been introduced into the sand pack and to
establish communication of the wells with the aquifer. The extraction and observation wells were
developed until the extracted water was visibly clear throughout the screened interval, and the
water level meter indicated a “hard” (sediment-free) bottom. Pumping test details are provided in
the section below.
3.2 Conditions Encountered During Field Investigation
Lithology encountered during installation of four soil borings along the western property
boundary primarily included low-plasticity silt from approximately 0 to 55 feet below ground
surface (ft bgs) with relict foliation and structure identified with increasing depth. Lenses of
sandy silt and sandy silt with gravel were identified within the range of 25 to 55 ft bgs in soil
borings SB-2, SB-4 and SB-5. Partially weathered and fractured rock was encountered at 54 ft
bgs and sound rock was encountered at 59 ft bgs in SB-1. Slightly weathered sound rock was
Duke Energy Carolinas, LLC | Belews Creek Steam Station Ash Basin Accelerated Remediation
Field Investigation and Pumping Test Report
FIELD INVESTIGATION AND PUMPING TEST ACTIVITIES

4

encountered at 59 ft bgs in SB-2 and at 60 ft bgs in SB-4. Partially weathered and fractured rock
was encountered at 45 ft bgs in SB-5 and sound rock was encountered at 53 ft bgs.
Observation well TW-1 was installed along the western property boundary, immediately
downgradient from extraction well EW-1. Silt, sandy silt, and sandy silt with gravel were
encountered from 0 to 42 ft bgs during installation of TW-1 and weathered and fractured rock
was encountered from 42 to 58 ft bgs. An additional observation well (TW-4) was installed with
a fully penetrating screen in the shallow flow layer adjacent to TW-1. Conditions encountered in
TW-4 were similar to those encountered during installation of TW-1.
During installation of extraction well EW-1, low-plasticity silt and lenses of silty sand were
encountered from 0 to 46 ft bgs. Weathered and fractured rock was encountered at 46 ft bgs
and sound rock was encountered at 63 ft bgs. Note that the rock was intensely fractured from
50 to 54.5 ft bgs in the boring and the screen was installed at approximately 50 to 60 ft bgs for
extraction well EW-1. An additional extraction well (EW-2) was installed approximately 15 ft
south of EW-1 and screened within the shallow flow layer from approximately 15 to 45 ft bgs.
Conditions encountered in EW-2 were similar to those encountered during installation of EW-1.
Conditions encountered during installation of two observation wells (TW-2 and TW-3) located
between the extraction well EW-1 and the ash basin were generally similar to those
encountered with the other soil borings and extraction wells. Low-plasticity silt with lenses of
silty sand with gravel were encountered from 0 to 48 ft bgs. Slightly weathered and fractured
rock was encountered at 48 ft bgs and sound rock was encountered at 58 ft bgs.
The water table was encountered from approximately 20 to 28 ft bgs in shallow extraction and
observation wells installed for the pumping test, and approximately 21 to 29 ft bgs in the deep
(TZ) extraction and observation wells. The saturated thickness within the soil/saprolite zone
above weathered and fractured rock ranged from approximately 11 to 29 ft at the pumping test
site. Other than the sound rock beneath the weathered and fractured rock zone (i.e., the
TZ/deep flow layer), there was no unit identified that would impede vertical migration of
groundwater flow and contaminant transport.
Conditions observed during the interim action field investigation and existing data from the 2015
Comprehensive Site Assessment (CSA) activities (including post-CSA additional assessment
activities) were interpreted and geologic cross sections were developed for the transects shown
on Figure 2. Section A-A’ shows lithology from the ash basin dam to the southwest across the
2.23-acre parcel and beyond to existing monitoring wells GWA-19S/D/BR (Figure 3). Section B-
B’ shows lithology along the alignment of soil borings advanced during the interim action field
investigation (Figure 4) between the ash basin and the 2.23-acre parcel. The cross sections
indicate a thicker transition in the vicinity of the pumping test area and GWA-20SA/D/BR
compared to the north and south ends of the soil boring alignment (i.e., SB-1, SB-3, SB-4 and
SB-5), which indicates there may be a preferential flow pathway via the thicker transition zone.
This condition corresponds with the direction of the approximate plume shown on Figure 2.
3.3 Pumping Test Implementation
Following development of EW-1 and TW-1 through TW-3, a step drawdown test was performed
at EW-1. The purpose was to evaluate drawdown in the extraction well to determine a sufficient
Duke Energy Carolinas, LLC | Belews Creek Steam Station Ash Basin Accelerated Remediation
Field Investigation and Pumping Test Report
FIELD INVESTIGATION AND PUMPING TEST ACTIVITIES

5

pumping rate for the constant rate pumping test. The initial pumping rate for the step drawdown
test was set to 1 gallon per minute (gpm) and caused significant drawdown. Therefore, the
pumping rate was decreased to approximately 0.5 gpm after 45 minutes of pumping. The water
level in EW-1 did not stabilize following the drop in pumping rate and eventually was pumped
dry after 80 minutes. Following the step drawdown test at EW-1, which indicated a constant rate
pumping test would not be suitable using EW-1, shallow observation TW-3 was pumped at
approximately 1.25 gpm to evaluate the potential for conducting a pumping test in the shallow
flow layer. There was minimal drawdown (approximately 0.3 feet) when pumping from TW-3 at a
rate of approximately 1.25 gpm for 45 minutes. Due to the significant drawdown in EW-1 when
pumping at only 1 gpm and the minimal drawdown in TW-3 when pumping at 1.25 gpm, EW-2
and TW-4 were installed in the shallow flow layer to perform the pumping test in the shallow flow
layer.
Subsequently, a step drawdown test was performed at EW-2 starting with a pumping rate of 1
gpm. After approximately 1 hour of pumping at 1 gpm, the drawdown in EW-2 was
approximately 4 feet and the water level was generally stable for another 30 minutes. The
pumping rate was then increased to approximately 1.5 gpm, the water level continued to drop,
and the well was pumped dry after 1 hour. Therefore, the target rate for the constant rate
pumping test at EW-2 was determined to be 1 gpm or less such that the target drawdown during
the test would be less than 25% of the shallow aquifer thickness.
Due to the limited flow observed during the step drawdown test, the pumping test at EW-2
consisted of a 24-hour drawdown period and a recovery period after pumping ceased. The
drawdown period began on Wednesday, September 7, 2016, at 1409 hours and ended on
Thursday, September 8, 2016, at 1413 hours. The duration of the recovery period was 2 hours
and 14 minutes. Drawdown in the extraction well recovered more than 95% during the recovery
test period.
Head pressure and depth to water readings were collected in extraction wells EW-2 and EW-1
and in observation wells TW-1, TW-3, TW-4, GWA-20SA, and GWA-20D during the pumping
test using Level TROLL 700 pressure transducers (15 PSIG). The transducers were placed
approximately 2 to 2.5 feet above the bottom of the observation wells and at least 1 foot above
the pump intake in EW-2. The hydraulic head in each well was within the pressure range of the
transducers. The data were managed using the In-Situ Virtual Hermit net hub and Win-Situ v.5
software installed on a laptop computer. Note that vented pressure transducer cables were used
to eliminate barometric pressure effects on head data. The weather was clear and there were
no rainfall events before the pumping test, or during the drawdown and recovery periods of the
test.
The 24-hour pumping test began with a pumping rate of 1.1 gpm based on the step drawdown
test results. Shortly following start of the test, drawdown in the well reached and exceeded the
“stabilized level” observed during the step drawdown and the pumping rate was decreased to
0.75 gpm and then 0.5 gpm. The pumping rate remained at approximately 0.5 gpm for the
remainder of the test and the water level in EW-2 was generally stabilized. The pumping rate
was measured using a calibrated bucket and stopwatch. Manual water level measurements
were also recorded during the 24-hour pumping test and are provided in Table 2 along with the
Duke Energy Carolinas, LLC | Belews Creek Steam Station Ash Basin Accelerated Remediation
Field Investigation and Pumping Test Report
FIELD INVESTIGATION AND PUMPING TEST ACTIVITIES

6

measured pumping rates throughout the test. The range of water level and groundwater
temperature measurements recorded with the Level TROLL pressure transducers during the
drawdown and recovery periods of the 24-hour pumping test are provided in Table 3.
Prior to stopping the 24-hour pumping test, one water sample was collected from the discharge
tubing on Thursday, September 8, 2016, to be analyzed by a North Carolina-certified laboratory.
The purpose of collecting the water sample was to obtain concentration data during sustained
pumping conditions to aid in design of a water treatment system, if needed. The analytical
results are summarized in Table 8 and the laboratory report is provided in Appendix B.
In addition to the 24-hour pumping test, single well pumping tests were performed at TW-3 and
TW-1 on Friday, September 9, 2016. Due to the greater well yield observed in TW-3 during well
development, a single well pumping test was performed at TW-3 to evaluate hydraulic
properties in the shallow flow layer between EW-1/EW-2 and the ash basin. The single well
pumping test at TW-1 was performed to evaluate hydraulic properties in the deep flow layer
along the property boundary and Middleton Loop Road downgradient of EW-1 and EW-2.
The single well pumping test at TW-3 was performed as a step drawdown test while manually
measuring depth to water in TW-3. The step test reached a maximum pumping rate of 4.25
gpm, which was the capacity of the pump under the present conditions. The pumping rates and
measured drawdown for the single well pumping test at TW-3 are provided in Table 4.
The single well pumping test at TW-1 was performed as a constant rate test while manually
measuring depth to water in TW-1 and surrounding observation wells (EW-1, EW-2, TW-2, TW-
3, TW-4, GWA-20SA, GWA-20D, and GWA-20BR). Water was pumped from TW-1 at a rate of
approximately 2 gpm for 3 hours and 33 minutes. The water level measurements for the single-
well pumping test at TW-1 are provided in Table 5.
3.4 Interpretation of Pumping Test Data
24-Hour Pumping Test (EW-2)
Depth to water measurements were recorded in the extraction and observation wells over a 83
minute period prior to the start of pumping EW-2 on September 7, 2016 and are depicted on
Figure 5. The water levels were steady in EW-2, TW-1, TW-3, TW-4, GWA-20D, and GWA-
20SA before the pumping test.
During the drawdown period, the pumping rate was manually adjusted to maintain a constant
pumping rate of 0.5 gpm in EW-2. Slight fluctuations in the pumping rate are evident in the
drawdown data presented in Figure 6. The slight variability in the pumping rate is likely due to
the low flow rate used for the pumping test.
The transducers in extraction well EW-2 and observation wells TW-1, TW-3, TW-4, GWA-20SA,
and GWA-20D were programmed to collect data in the logarithmic mode with a greater density
of readings during the early stages of the drawdown test. The transducers were “stepped” when
the pump was turned off and the recovery period began to repeat collecting readings at a higher
density.
Duke Energy Carolinas, LLC | Belews Creek Steam Station Ash Basin Accelerated Remediation
Field Investigation and Pumping Test Report
FIELD INVESTIGATION AND PUMPING TEST ACTIVITIES

7

The drawdown data collected by transducers in TW-1, TW-3, TW-4, GWA-20SA and GWA-20D
are presented in Figures 7 to 11. These figures show that minimal drawdown occurred in
observation wells during the test (shallow and deep flow layers). The water level data from the
recovery period in Figures 12 to 17 show that significant recovery occurred at EW-2, but again
the recovery is considered minimal in the observation wells. An exception was TW-4 (Figure
15) where a significant change in water level occurred between 10 and 20 minutes. This was
produced by the transducer slipping several feet in the well.
The range of water level measurements in observation wells was on the order of several tenths
of a foot while pumping and several hundredths of a foot during recovery. The groundwater
temperatures recorded were similar in most of the wells, except that a lower temperature was
observed in TW-3 during the background, drawdown, and recovery periods. This may indicate
that groundwater in the shallow zone near TW-3 flows at a higher rate and is recharged quicker
than other surrounding observation wells.
Single Well Pumping Tests (TW-1 and TW-3)
The maximum pumping rate (4.25 gpm) during the step drawdown test at TW-3 resulted in 4.89
feet of drawdown in the well. The specific capacity of TW-3 was calculated at 0.87 gpm/foot,
which is significantly higher than the conditions observed during the 24-hour pumping test at
EW-2, which is located approximately 40 feet downgradient of TW-3. Observations made during
installation of TW-3 indicate that there is more sand and gravel in the soil/saprolite layer in this
area compared to the soil borings and extraction and other observation wells installed closer to
Middleton Loop Road.
During the constant rate test at TW-1, drawdown remained generally stable in TW-1 while
increasing drawdown was observed in all observation wells used (EW-2, TW-2, TW-3, TW-4,
GWA-20SA, and GWA-20D). More drawdown was observed in deep wells EW-1, GWA-20D,
and TW-2 compared to the shallow observation wells. However, the observed drawdown in all
wells indicates that the shallow and deep flow layers are connected and pumping from the deep
layer will draw groundwater from the shallow layer. The water level measurements collected
during the TW-1 pumping test are plotted on Figure 18.
Overall Pumping Test Activities
The Cooper and Jacob (1946) straight-line method (also referred to as modified non-equilibrium
equation) was applied to recovery data from the EW-2 shallow flow layer test (Figure 19) and
drawdown data from GWA-20D, TW-2 and EW-1 during the TW-1 deep flow layer test (Figures
20 to 22). Since unconfined aquifers behave in a similar manner as confined aquifers, except
when delayed yield effects are observed, confined solutions were applied to the late-time
pumping test data. The time-drawdown curve for data collected during pumping and recovery
periods becomes a straight line on a semi-log diagram. The slope of the line on the semi-log
diagram can be used to calculate transmissivity; this is a graphical method used to estimate the
hydraulic parameters. The assumptions for applying the Cooper and Jacob method include:
o All layers are horizontal and extend infinitely in the radial direction.
o The aquifer is homogeneous and isotropic.
Duke Energy Carolinas, LLC | Belews Creek Steam Station Ash Basin Accelerated Remediation
Field Investigation and Pumping Test Report
FIELD INVESTIGATION AND PUMPING TEST ACTIVITIES

8

o Groundwater flow can be described by Darcy’s Law.
o Groundwater density and viscosity are constant.
o Groundwater flow is horizontal and directed radially towards the well.
o The pumping rate is constant.
o The extraction well and observation wells are screened over 80% of the Surficial Aquifer
thickness.
o Drawdown is small compared to the aquifer saturated thickness (<25%).
o Head losses through the well screen and pump intake are negligible.
The slope of the line applied in the transmissivity equations is from late-time data, as this is
when the unconfined aquifer was behaving similarly to a confined aquifer (u<0.05 which is
normally satisfied at large time or short distance from the pumping well).
Transmissivity and hydraulic conductivity values were calculated for both the shallow and deep
flow layers, and are provided in Table 6. The shallow flow layer calculations were verified using
AQTESOLV v4.5 (Duffield 2007). Note that the deep flow layer calculations were not verified
due to the low number of data points defining the curves. The Neuman (1974) solution was
used in AQTESOLV. As shown in Table 6, the calculated transmissivity of the deep flow layer is
more than an order of magnitude higher than the transmissivity of the shallow flow layer. The
transmissivity of the sand and gravel layers such as those observed at TW-3 in the shallow flow
layer were not quantified, but are likely similar to deep flow layer results.
Radius of influence for wells screened in the shallow and deep flow layers were calculated using
the transmissivity values from the EW-2 and TW-1 pumping tests, and are provided in Table 7.
Based on the calculated values, the number of wells required to control impacted groundwater
migrating northwest from the ash basin beneath the 2.23-acre parcel not owned by Duke
Energy was estimated for the shallow and deep flow layers. As shown in Table 7, it is estimated
that 150 extraction wells would be needed to contain the plume in the shallow flow layer, while
20 wells would be needed to contain the plume within the deep flow layer. The estimated
volume of extracted water is 108,000 gallons per day for 150 shallow pumping wells (pumping
at 0.5 gpm) and 57,600 gallons per day for 20 deep pumping wells (pumping at 2 gpm).

Duke Energy Carolinas, LLC | Belews Creek Steam Station Ash Basin Accelerated Remediation
Field Investigation and Pumping Test Report
SUMMARY OF FINDINGS

9

4.0 Summary of Findings
4.1 Findings
Findings of the field investigation and pumping test are summarized below:
• Mostly low-plasticity silt with lenses of sandy silt and sandy silt with gravel were
observed in the shallow flow layer along Middleton Loop Road between the ash basin
and the 2.23-acre parcel. The thickness of the aquifer in the shallow flow layer ranged
from 11 to 29 feet.
• The thickness of the deep flow layer (i.e., transition zone/partially weathered rock)
ranged from approximately 0 to 10 feet in the field investigation and pumping test area.
The deep flow layer is thicker is in the vicinity of EW-1, EW-2, GWA-20SA/D, TW-1, and
TW-2. The soil borings located to the south and north of the pumping test area indicate
the deep flow layer is less thick and there may be a preferential flow pathway that
corresponds with the direction of the approximate plume shown on Figure 2.
• Hydraulic communication was observed between the shallow and deep flow layers
during the pumping test activities.
• Using graphical calculation methods and AQTESOLV, the transmissivity in the shallow
flow layer based on the drawdown and recovery test results was 6.78 to 13.2 gallons per
day/foot (0.9 to 1.8 feet2/day), respectively. These transmissivity values equate to
hydraulic conductivities of 0.08 feet per day (2.8 x 10-5 centimeters/second) and 0.04
feet/day (1.41 x 10-5 centimeters/second), respectively. These values are representative
of silt and sandy silt (Freeze and Cherry, 1979).
• Using graphical calculation methods, the average transmissivity in the deep flow layer
based on the TW-1 single pumping test results was 570 gallons per day/foot (76.1
feet2/day), which equates to a hydraulic conductivity of 217 feet/day (7.68 x 10-4
centimeters/second).
• Based on drawdown observed in shallow and deep wells during the constant rate test at
TW-1, the shallow and deep flow layers are connected and pumping from the deep layer
will draw groundwater from the shallow layer. The radius of influence calculations for the
deep flow layer indicate that a well spacing of 45 feet would be needed to provide
hydraulic control for impacted groundwater migrating offsite in the deep flow layer if
pumping at 2 gpm.
• Groundwater extraction from the deep flow layer may be a suitable option for controlling
impacted groundwater migrating offsite. Options #2 and #3 included in the Interim Action
Plan included a subsurface barrier wall. Based on the results of this field investigation
and pumping test, its likely extraction wells would be required if a barrier wall option was
implemented. Therefore, Options #2 or #3 may not be as feasible as groundwater
extraction only.
• Given the variability of the hydrogeologic environment, implementation of an extraction
system could be performed in phases to further assess conditions in the area. For
example, Phase 1 would consist of a well spacing of 180 feet (every 5th extraction well)
to further characterize the variability in the flow system. The Phase 1 wells would then
Duke Energy Carolinas, LLC | Belews Creek Steam Station Ash Basin Accelerated Remediation
Field Investigation and Pumping Test Report
SUMMARY OF FINDINGS

10

be pumped for a duration such as four to six months to allow for refinement of extraction
well spacing prior to installing additional wells (in Phase 2). To monitor conditions in the
AOI, existing monitoring wells could be used along with additional wells as needed.
Further evaluation can be performed during Phase 1 to determine if extraction wells
screened in the shallow flow layer are needed. Note that due to the shallow and deep
flow layers being connected, it is anticipated that as the deep flow layer is dewatered the
shallow flow layer will recharge the deep layer and potentially reduce the need for
additional extraction wells. Additional extraction wells would be installed and connected
to the collection and treatment system during Phase 2.

Duke Energy Carolinas, LLC | Belews Creek Steam Station Ash Basin Accelerated Remediation
Field Investigation and Pumping Test Report
REFERENCES

11

5.0 References
Cooper, H.H., Jr. and C.E. Jacob. 1946. A Generalized Graphical Method for Evaluating
Formation Constants and Summarizing Well-Field History. Transaction, American
Geophysical Union, Vol. 27, No. 4, pp. 526-534.
Driscoll, F.G. 1986. Groundwater and Wells. Second Edition. Johnson Division, St. Paul, MN.
Duffield, G.M. 2007. AQTESOLV for Windows Version 4.5 User’s Guide. HydroSOLVE, Inc.,
Reston, VA.
HDR. 2015. Comprehensive Site Assessment Report. Belews Creek Steam Station Ash Basin.
September 9, 2015.
Freeze, R.A. and J.A. Cherry. 1979. Groundwater. Prentice-Hall, Inc. Englewood Cliffs, NJ.
Kruseman, G.P. and N.A. deRidder. 1994. Analysis and Evaluation of Pumping Test Data.
Second Edition. Publication 47. International Institute for Land Reclamation and
Improvement, Wageningen, The Netherlands.
Neuman, S.P., 1974. Effect of partial penetration on flow in unconfined aquifers considering
delayed gravity response, Water Resources Research, vol. 10, no. 2, pp. 303-312.

Figures

LLM
•
mm
41
LEGEND:
— — DUKE ENERGY PROPERTY BOUNDARY
•
ASH BASIN WASTE BOUNDARY
.- ... -+--- .. -� _ _ - ..
LANDFILL/STRUCTURAL FILL BOUNDARY
r
�' • ASH BASIN COMPLIANCE BOUNDARY
PINE HALL ROAD ASH LANDFILL COMPLIANCE
r
BOUNDARY
J,� f
ASH BASIN COMPLIANCE BOUNDARY COINCIDENT
WITH DUKE PROPERTY BOUNDARY
�' . } ci`r� �;° �T l�' y 4 . : • ,�► '�i i Ohm ;? STREAM
• �� ���' y TOPOGRAPHIC CONTOUR
NCDEQ SAMPLE LOCATIONS
22 i ASH BASIN VOLUNTARY GROUNDWATER
•r
14
MONITORING WELL
-
• 4g `r h, ,.' ASH BASIN COMPLIANCE GROUNDWATER
• MONITORINGWELL
•20
2915
E,
1
y r CSA GROUNDWATER MONITORING WELL LOCATION
so �, :, ..
a�� ` POST CSA GROUNDWATER MONITORING WELL
LO•�R - � '
F � � _►- � "'' �'�`'� '���=:��. � a CSA SURFACE WATER AN D/OR SEDIMENT SAMPLE
LOCATION
CSA AREA OF WETNESS SAMPLE LOCATION
--
e- � `_ '-""• - � PUBLIC WATER SUPPLY WELL
FIELD IDENTIFIED PRIVATE WATER SUPPLY WELL
-
a:a
RECORDED PRIVATE WATER SUPPLY WELL
• �,
�t' ASSUMED PRIVATE WATER SUPPLY WELL
REPORTED PRIVATE WATER SUPPLY WELL
NOTES:
1. PARCEL DATA FOR THE SITE WAS OBTAINED FROM DUKE ENERGY REAL ESTATE AND IS APPROXIMATE.
2. WASTE BOUNDARY IS APPROXIMATE.
3. AS -BUILT MONITORING WELL LOCATIONS PROVIDED BY DUKE ENERGYANDWSP.
4. COMPLIANCE SHALLOW MONITORING WELLS (S) ARE SCREENED ACROSS THE SHALLOW FLOW LAYER.
5. COMPLIANCE DEEP MONITORING WELLS (D)ARE SCREENED IN THE DEEP FLOW LAYER.
6. TOPOGRAPHY DATA FOR THE SITE WAS OBTAINED FROM NCDOTWEB SITE (DATED 2010).
7. AERIAL PHOTOGRAPHY WAS OBTAINED FROM WSP(DATED 2014).
S. THE COMPLIANCE BOUNDARY IS ESTABLISHED ACCORDING TO THE DEFINITION FOUND IN 15A NCACO2L.0107 [a}.
9. THE COMPLIANCE BOUNDARY SHOWN ON THIS FIGURE IS FROM THE 2015 COMPREHENSIVE SITE ASSESSMENT REPORTSUBMITTEDTO DEQON SEPTEMBER 9,2015, AND IS NOT
REPRESENTATIVE OF RECENT PROPERTY LINE REVISIONS ALONG MIDDLETON LOOP ROAD.
10. PARCEL DATA FOR THE 2.23-ACRE PROPERTY NORTHWEST OF THE ASH BASIN WAS OBTAINED FROM LDSI, INC. (SURVEY DATED SEPTEMBER29,2016).
11. PROPERTY RESEARCH CONDUCTED BY DUKE ENERGY IN AUGUST 2016 INDICATES THAT DUKE ENERGY'S PROPERTYALONG MIDDLETON LOOP ROAD EXTENDSTOTHE2.23-ACRE
PARCEL AND INCLUDES THE ROADWAY WHERE DUKE ENERGY PROPERTY EXISTS ON BOTH SIDES OF MIDDLETON LOOP ROAD(i.e.,THE PROPERTY EXTENDSTOAPPROXIMATELY
THE CENTER OF THE ROADWAY).
SCALE (FEET)
600' 0 600' 1,200'
SITE LAYOUT MAP
ACCELERATED REMEDIATION AOI
DUKE ENERGY CAROLINAS, LLC
BELEWS CREEK STEAM STATION ASH BASIN
STOKES COUNTY, NORTH CAROB NA
DATE
10/06/2016
FIGURE

ASH BASIN
ELEVATION 750 FT
(APPROXIMATE)
DUKE ENERGY
PROPERTY
DUKE ENERGY
PROPERTY
GWA-18S/D
GWA-21S/D
GWA-20SA/D/BR
GWA-27S/D/BR
GWA-30S/D
LEGEND:
DUKE ENERGY PROPERTY BOUNDARY
ASH BASIN WASTE BOUNDARY
ASH BASIN COMPLIANCE BOUNDARY
ASH BASIN COMPLIANCE BOUNDARY COINCIDENT
WITH DUKE PROPERTY BOUNDARY
CROSS-SECTION TRANSECT
CSA GROUNDWATER MONITORING WELL
POST-CSA ADDITIONAL ASSESSMENT
GROUNDWATER MONITORING WELL
EXTRACTION WELL (INTERIM ACTION)
SOIL BORING (INTERIM ACTION)
OBSERVATION WELL (INTERIM ACTION)
P
APPROX. EXTENT OF BORON, CHLORIDE,
SELENIUM, OR TDS EXCEEDANCES
(FROM ROUND 5 RESULTS)
2.23-ACRE PARCEL NOT
OWNED BY DUKE ENERGY
NOTES:
1. PARCEL DATA FOR THE SITE WAS OBTAINED FROM DUKE ENERGY REAL ESTATE AND IS
APPROXIMATE.
2. SHALLOW MONITORING WELLS (S) ARE SCREENED ACROSS THE SHALLOW FLOW LAYER.
3. DEEP MONITORING WELLS (D) ARE SCREENED IN THE DEEP FLOW LAYER.
4. TOPOGRAPHY DATA FOR THE SITE WAS OBTAINED FROM WSP (DATED 2015).
5. AERIAL PHOTOGRAPHY WAS OBTAINED FROM NCONEMAP (DATED 2014).
6. THE COMPLIANCE BOUNDARY IS ESTABLISHED ACCORDING TO THE DEFINITION FOUND IN
15A NCAC 02L .0107 (a).
7. THE COMPLIANCE BOUNDARY SHOWN ON THIS FIGURE IS FROM THE 2015 COMPREHENSIVE SITE
ASSESSMENT REPORT SUBMITTED TO DEQ ON SEPTEMBER 9, 2015, AND IS NOT REPRESENTATIVE
OF RECENT PROPERTY LINE REVISIONS ALONG MIDDLETON LOOP ROAD.
8. PARCEL DATA FOR THE 2.23-ACRE PROPERTY NORTHWEST OF THE ASH BASIN WAS OBTAINED
FROM LDSI, INC. (SURVEY DATED SEPTEMBER 29, 2016).
9. PROPERTY RESEARCH CONDUCTED BY DUKE ENERGY IN AUGUST 2016 INDICATES THAT DUKE
ENERGY'S PROPERTY ALONG MIDDLETON LOOP ROAD EXTENDS TO THE 2.23-ACRE PARCEL AND
INCLUDES THE ROADWAY WHERE DUKE ENERGY PROPERTY EXISTS ON BOTH SIDES OF MIDDLETON
LOOP ROAD (i.e., THE PROPERTY EXTENDS TO APPROXIMATELY THE CENTER OF THE ROADWAY).
10/06/2016
INTERIM ACTION SOIL BORING AND WELL LOCATION MAP
ACCELERATED REMEDIATION AOI
DUKE ENERGY CAROLINAS, LLC
BELEWS CREEK STEAM STATION ASH BASIN
STOKES COUNTY, NORTH CAROLINA
DATE
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C:\pwworking\tpa\d0991874\BCSS_B-B'_Section.dwg, Layout1, 9/30/2016 11:20:30 AM, CHEARN
Duke Energy Carolinas, LLC | Belews Creek Steam Station Ash Basin Accelerated Remediation
Field Investigation and Pumping Test Report
FIGURES

Figure 5. Background vs. Time Prior to Pumping Test in Shallow Groundwater Zone 

Figure 6. Drawdown vs. Time at EW‐2 
0
5
10
15
20
25
30
35
0 10 20 30 40 50 60 70 80 90
Background (feet) vs. Time (minutes)
EW‐2
TW‐1
TW‐3
TW‐4
GWA‐20D
GWA‐20SA
0
2
4
6
8
10
12
14
16
0
20
0
40
0
60
0
80
0
1,
0
0
0
1,
2
0
0
1,
4
0
0
1,
6
0
0
Drawdown (feet)  at EW‐2 vs. Time (minutes)
Duke Energy Carolinas, LLC | Belews Creek Steam Station Ash Basin Accelerated Remediation
Field Investigation and Pumping Test Report
FIGURES

Figure 7. Drawdown vs. Time at TW‐1 

Figure 8. Drawdown vs. Time at TW‐3  
0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9
1
0
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0
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60
0
80
0
1,
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0
0
1,
2
0
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4
0
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1,
6
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Drawdown (feet) at TW‐1 vs. Time (minutes)
0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
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1,
0
0
0
1,
2
0
0
1,
4
0
0
1,
6
0
0
Drawdown (feet) at TW‐3 vs. Time (minutes)
Duke Energy Carolinas, LLC | Belews Creek Steam Station Ash Basin Accelerated Remediation
Field Investigation and Pumping Test Report
FIGURES

Figure 9. Drawdown vs. Time at TW‐4 

Figure 10. Drawdown vs. Time at GWA‐20SA  
0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9
1
0
20
0
40
0
60
0
80
0
1,
0
0
0
1,
2
0
0
1,
4
0
0
1,
6
0
0
Drawdown (feet) at TW‐4 vs. Time (minutes)
0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9
1
0
20
0
40
0
60
0
80
0
1,
0
0
0
1,
2
0
0
1,
4
0
0
1,
6
0
0
Drawdown (feet) at GWA‐20SA vs. Time (minutes)
Duke Energy Carolinas, LLC | Belews Creek Steam Station Ash Basin Accelerated Remediation
Field Investigation and Pumping Test Report
FIGURES

Figure 11. Drawdown vs. Time at GWA‐20D 

Figure 12. Recovery vs. Time at EW‐2 
0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9
1
0
20
0
40
0
60
0
80
0
1,
0
0
0
1,
2
0
0
1,
4
0
0
1,
6
0
0
Drawdown (feet) at GWA‐20D vs. Time (minutes)
0
2
4
6
8
10
12
14
0 20 40 60 80
10
0
12
0
Recovery (feet) at EW‐2 vs. Time (minutes)
Duke Energy Carolinas, LLC | Belews Creek Steam Station Ash Basin Accelerated Remediation
Field Investigation and Pumping Test Report
FIGURES

Figure 13. Recovery vs. Time at TW‐1 

Figure 14. Recovery vs. Time at TW‐3  
0
0.02
0.04
0.06
0.08
0.1
0.12
0.14
0.16
0.18
0.2
0 20 40 60 80
10
0
12
0
Recovery (feet) at TW‐1 vs. Time (minutes)
0
0.02
0.04
0.06
0.08
0.1
0.12
0.14
0.16
0.18
0.2
0 20 40 60 80
10
0
12
0
Recovery (feet) at TW‐3 vs. Time (minutes)
Duke Energy Carolinas, LLC | Belews Creek Steam Station Ash Basin Accelerated Remediation
Field Investigation and Pumping Test Report
FIGURES

Figure 15. Recovery vs. Time at TW‐4 

Figure 16. Recovery vs. Time at GWA‐20SA  
0
0.5
1
1.5
2
2.5
0 20 40 60 80
10
0
12
0
Recovery (feet) at TW‐4 vs. Time (minutes)
0
0.02
0.04
0.06
0.08
0.1
0.12
0.14
0.16
0.18
0.2
0 20 40 60 80
10
0
12
0
Recovery (feet) at GWA‐20SA vs. Time (minutes)
Duke Energy Carolinas, LLC | Belews Creek Steam Station Ash Basin Accelerated Remediation
Field Investigation and Pumping Test Report
FIGURES

Figure 17. Recovery vs. Time at GWA‐20D 

Figure 18. Manual Drawdown Measurements at TW‐1  
0
0.02
0.04
0.06
0.08
0.1
0.12
0.14
0.16
0.18
0.2
0 20 40 60 80
10
0
12
0
Recovery (feet) at GWA‐20D vs. Time (minutes)
0
2
4
6
8
10
12
14
16
18
0 50
10
0
15
0
20
0
Drawdown (feet) vs. Time (minutes) ‐Pumping TW‐1
TW‐1
GWA‐20D
TW‐2
EW‐1
Duke Energy Carolinas, LLC | Belews Creek Steam Station Ash Basin Accelerated Remediation
Field Investigation and Pumping Test Report
FIGURES

Figure 19. Interpretation of EW‐2 Recovery Data 

Figure 20. Interpretation of GWA‐20D Drawdown Data 
0
2
4
6
8
10
12
14
0.
0
1
0.
1
1 10 10
0
Recovery (feet)  at EW‐2 vs. Log Time (minutes)
EW‐2
Recovery between 13 and 130 
minutes (estimated) = 10 ft
ܶൌ ଶ଺ସ ௫ ଴.ହ ௚௣௠
ଵ଴ ௙௧ = 13.2 gpd/ft
0
0.2
0.4
0.6
0.8
1
1.2
1.4
1.6
1.8
2
0.
0
0
1
0.
0
1
0.
1
1 10 10
0
Drawdown (feet)  at GWA‐20D vs. Log Time (minutes)
GWA‐20D
Drawdown between 20 and 
200 minutes = 0.77 feet
ܶൌ ଶ଺ସ ௫ ଶ ௚௣௠
଴.଻଻ ௙௧ = 685 gpd/ft
Duke Energy Carolinas, LLC | Belews Creek Steam Station Ash Basin Accelerated Remediation
Field Investigation and Pumping Test Report
FIGURES

Figure 21. Interpretation of TW‐2 Drawdown Data 

Figure 22. Interpretation of EW‐1 Drawdown Data 
0
0.2
0.4
0.6
0.8
1
1.2
1.4
1.6
1.8
2
0.
0
0
1
0.
0
1
0.
1
1 10 10
0
Drawdown (feet)  at TW‐2 vs. Log Time (minutes)
TW‐2
ܶൌ ଶ଺ସ ௫ ଶ ௚௣௠
଴.଼ହ ௙௧ = 621 gpd/ft
Drawdown between 20 and 
200 minutes = 0.85 feet
0
0.2
0.4
0.6
0.8
1
1.2
1.4
0.
0
0
1
0.
0
1
0.
1
1 10 10
0
Drawdown (feet)  at EW‐1 vs. Log Time (minutes)
EW‐1
ܶൌ ଶ଺ସ ௫ ଶ ௚௣௠
଴.଻଻ ௙௧ = 406 gpd/ft
Drawdown between 20 and 200 
minutes (estimated) = 1.3 feet

Tables

Duke Energy Carolinas, LLC | Belews Creek Steam Station Ash Basin Accelerated Remediation
Field Investigation and Pumping Test Report
LIST OF TABLES

1 
Table 1. Well Information 
Well Groundwater 
Flow Layer 
Flush 
Mount or 
Stick‐up 
Dia. 
(inches) 
Distance 
to EW‐2 
(feet) 
Time 
(hours) 
Static Depth 
to Water 
(feet‐TOC) 
TD 
(feet‐
TOC) 
Static Water 
Column 
Height (feet) 
EW‐1 deep flush  6 NM 1022 22.53 59.85 37.32 
EW‐2 shallow stick‐up 6 NM 1026 25.00 47.72 22.72 
TW‐1 deep flush 2 43.9 1036 28.70 56.98 28.28 
TW‐2 deep flush 2 NM 1024 20.90 62.40 41.50 
TW‐3 shallow flush 2 34.8 1025 19.80 42.30 22.50 
TW‐4 shallow stick‐up 2 38.1 1035 30.45 41.10 10.65 
GWA‐20SA shallow stick‐up 2 NM 1028 26.00 ‐  ‐ 
GWA‐20D deep stick‐up 2 20.2 1029 26.72 ‐  ‐ 
GWA‐20BR bedrock stick‐up 2 26.5 1033 31.60 ‐  ‐ 
GWA‐20S shallow stick‐up 2 NM 1028 dry ‐  ‐ 
1‐ not measured 

Duke Energy Carolinas, LLC | Belews Creek Steam Station Ash Basin Accelerated Remediation
Field Investigation and Pumping Test Report
LIST OF TABLES

2 
Table 2. Pumping Rates and Manual Water Level Measurements at EW‐2 
Time (hours) Pumping Rate 
(gpm) 
Manual WLs 
Measured in EW‐2 
(feet‐TOC) 
9/7/16 ‐ 1409 1.125 NM 
1443 0.75 35.35 
1520 0.5 37.90 
1600 0.375 38.40 
1627 0.35 38.75 
1748 0.45 38.95 
1900 0.5 39.59 
1940 0.4 39.61 
2045 0.5 39.53 
2200 0.45 39.50 
2300 0.5 39.85 
2350 0.5 39.95 
9/8/16 ‐ 0300 0.4 39.55 
0400 0.5 39.58 
0545 0.5 39.33 
0730 0.5 39.70 
1100 0.55 39.29 

Duke Energy Carolinas, LLC | Belews Creek Steam Station Ash Basin Accelerated Remediation
Field Investigation and Pumping Test Report
LIST OF TABLES

3 
Table 3. Range of Water Level and Groundwater Temperature Measurements at EW‐2 
Well 
Maximum 
Water Level 
Measurement 
Recorded  
(feet) 
Minimum 
Water Level 
Measurement  
Recorded 
(feet) 
Difference in 
Water Level 
Measurement  
(feet) 
Maximum 
Groundwater 
Temperature 
Recorded  
(°C) 
Minimum 
Groundwater 
Temperature 
Recorded  
(°C) 
Difference in 
Temperature 
(°C) 
Background Data (83 minutes) 
EW‐2 24.972 24.866 0.106 16.356 16.247 0.109 
TW‐3 19.810 19.782 0.028 15.373 15.273 0.100 
TW‐4 20.467 20.431 0.036 16.415 16.336 0.079 
TW‐1 28.724 28.687 0.037 16.120 16.023 0.097 
GWA‐20D 26.736 26.704 0.032 16.043 15.957 0.086 
GWA‐20SA 26.018 25.975 0.043 16.124 16.008 0.116 
Drawdown Test (1,440 minutes) 
EW‐2 39.284 24.717 14.567 16.276 16.130 0.146 
TW‐3 19.999 19.791 0.199 15.353 15.284 0.069 
TW‐4 20.678 20.424 0.254 16.364 16.292 0.072 
TW‐1 28.901 28.700 0.201 16.053 16.002 0.051 
GWA‐20D 26.913 26.713 0.200 16.002 15.949 0.053 
GWA‐20SA 26.403 25.997 0.406 16.082 16.016 0.066 
Recovery Test (118 minutes) 
EW‐2 36.819 25.728 11.541 16.196 16.121 0.075 
TW‐3 20.001 19.918 0.083 15.383 15.285 0.098 
TW‐4 20.619 18.126 2.493 16.370 16.215 0.155 
TW‐1 28.904 28.854 0.05 16.075 16.001 0.074 
GWA‐20D 26.914 26.851 0.063 16.014 15.941 0.073 
GWA‐20SA 26.398 26.196 0.202 16.100 15.993 0.107 

Duke Energy Carolinas, LLC | Belews Creek Steam Station Ash Basin Accelerated Remediation
Field Investigation and Pumping Test Report
LIST OF TABLES

4 
Table 4. Pumping Rates and Manual Water Level Measurements at TW‐3 
DTW 
(ft‐TOC) 
DD 
(ft) 
Pumping Rate 
(gpm) 
19.96 ‐ Initial, 0 
20.13 0.17 0.8 
21.81 1.85 1.1 
22.10 2.14 1.8 
22.85 2.89 2.3 
24.85 4.89 4.251 
1Maximum pumping rate with equipment
Du
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s

C
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a
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P
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T
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s
t

R
e
p
o
r
t LIST OF TABLES

5  
Ta
b
l
e
 5.
 Ma
n
u
a
l
 Wa
t
e
r
 Le
v
e
l
 Me
a
s
u
r
e
m
e
n
t
s
 at
 TW
‐1  ‐

Pu
m
p
i
n
g
 Ra
t
e
 = 2  gp
m

We
l
l

St
a
t
i
c

WL

(f
e
e
t
‐
TO
C
)

Ti
m
e

(h
o
u
r
s
)

DT
W

(f
e
e
t
‐
TO
C
)
1  
DD

(f
e
e
t
)

Ti
m
e

(h
o
u
r
s
)

DT
W

(f
e
e
t
‐
TO
C
)

DD

(f
e
e
t
)

Ti
m
e

(h
o
u
r
s
)

DT
W

(f
e
e
t
‐
TO
C
)

DD

(f
e
e
t
)

Ti
m
e

(h
o
u
r
s
)

DT
W

(f
e
e
t
‐
TO
C
)

DD

(f
e
e
t
)

Ti
m
e

(h
o
u
rs
)

DT
W

(f
e
e
t
‐
TO
C
)

DD  
(f
e
e
t
)
 Time  (hours) DTW  (feet ‐TOC) DD  (feet) 
Me
a
s
u
r
e
m
e
n
t
 1  
Me
a
s
u
r
e
m
e
n
t
 2  
Me
a
s
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e
m
e
n
t
 3  
Me
a
s
u
r
e
m
e
n
t
 4  
Me
a
s
u
r
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m
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n
t
 5  Measurement  6  
EW
‐1  
22
.
5
3

11
2
4

22
.
9
8

0.
4
5
 ‐ 
‐

‐

‐

‐

‐

‐

23
.
5
9

1.
0
6
 ‐

23
.
7
2

1.19  ‐ 

‐

‐

EW
‐2  
25
.
0
0

11
2
7

25
.
4
0

0.
4
 ‐ 
‐

‐

‐

‐

‐

‐

25
.
4
7

0.
4
7
 ‐

25
.
4
8

0.48  ‐ 

‐

‐

TW
‐1  
28
.
7
0

11
5
7

45
.
1
5

16
.
4
5

12
5
3

44
.
7
4

16
.
0
4

13
0
7

45
.
2
5

16
.
5
5

13
2
0

45
.
2
5

16
.
5
5

13
5
0

45
.
5
5

16
.
8
5
 1409  45.51  16.81  
TW
‐2  
20
.
9
0

11
3
7

21
.
8
0

0.
9
 ‐ 
‐

‐

‐

‐

‐

‐

22
.
4
5

1.
5
5
 ‐

22
.
5

1.6  ‐ 

‐

‐

TW
‐3  
19
.
8
0

11
4
2

20
.
0
5

0.
2
5
 ‐ 
‐

‐

‐

‐

‐

‐

20
.
1

0.
3
 ‐

20
.
1

0.3  ‐ 

‐

‐

TW
‐4  
30
.
4
5

11
5
4

31
.
3
2

0.
8
7
 ‐ 
‐

‐

‐

‐

‐

‐

31
.
0
5

0.
6
 ‐

31
.
1

0.65  ‐ 

‐

‐

GW
A
‐
20
S
A

26
.
0
0

11
3
1

26
.
3
7

0.
3
7
 ‐ 
‐

‐

‐

‐

‐

‐

25
.
3
4
 ‐
0.
6
6
2  ‐

26
.
4
5

0.45  ‐ 

‐

‐

GW
A
‐
20
D

26
.
7
2

11
2
9

28
.
0
5

1.
3
3
 ‐ 
‐

‐

‐

‐

‐

‐

28
.
4
4

1.
7
2
 ‐

28
.
4
9

1.77  ‐ 

‐

‐

GW
A
‐
20
B
R

31
.
6
0

11
3
3

31
.
6
5

0.
0
5
 ‐ 
‐

‐

‐

‐

‐

‐

31
.
6
3

0.
0
3
 ‐

31
.
6
1

0.01  ‐ 

‐

‐

1 Ma
n
u
a
l
 Re
a
d
i
n
g
s
 wh
i
l
e
 pu
m
p
i
n
g
 2.
0
 gp
m
 at
 TW
‐1  (d
e
e
p
)
,
 10
3
6
 ‐

14
0
9
 ho
u
r
s
 (2
1
3
 mi
n
u
t
e
s
)

2 Ba
d
 da
t
a
 po
i
n
t

Duke Energy Carolinas, LLC | Belews Creek Steam Station Ash Basin Accelerated Remediation
Field Investigation and Pumping Test Report
LIST OF TABLES

6 
Table 6. Calculated Transmissivity and Hydraulic Conductivity 
Well 
Transmissivity 
gpd/ft 
(feet2/day) 
Hydraulic Conductivity 
feet/day 
(cm/sec) 
Transmissivity 
gpd/ft 
(feet2/day) 
Hydraulic Conductivity 
feet/day 
(cm/sec) 
 Shallow Flow Layer – Recovery Test at EW‐2 
Graphical Method AQTESOLV1 
EW‐2 13.2 
(1.8) 
0.08 
(2.80E‐05) 
6.78 
(0.9) 
0.04 
(1.41E‐05) 
 Deep Flow Layer – Drawdown Test at TW‐1 
Graphical Method AQTESOLV 
GWA‐20D 685 
(91.5) 
2.61 
(9.23E‐04) ‐‐‐  ‐‐‐ 
TW‐2 621 
(83.0) 
2.37 
(8.37E‐04) ‐‐‐  ‐‐‐ 
EW‐1 406 
(54.0) 
1.54 
(5.44E‐04) ‐‐‐  ‐‐‐ 
Average for  
Transition Zone 
570 
(76.1) 
217 
(7.68E‐04) ‐‐‐  ‐‐‐ 
1Neuman (1974) solution for unsteady flow to a fully or partially penetrating well in a homogeneous, anisotropic 
unconfined aquifer with delayed gravity response. The Neuman solution is used to analyze both pumping and 
recovery data from constant‐rate or variable‐rate pumping tests. 

Duke Energy Carolinas, LLC | Belews Creek Steam Station Ash Basin Accelerated Remediation
Field Investigation and Pumping Test Report
LIST OF TABLES

7 
Table 7. Preliminary Well Spacing and Produced Water Volume 
Well Spacing1 Number of Wells Required for  
Plume Control2 
Volume of Produced Water 
(gallons per day)3 
Shallow Flow Layer – pumping rate = 0.5 gpm 
6 feet 150 108,000 
Deep Flow Layer – pumping rate = 2 gpm 
45 feet 20 57,600 
1The radius of influence, r (diameter = well spacing) was calculated as follows (Cooper and Jacob 1946): 
ݎൌඨ0.3 ܶݐ
ܵ  
where: 
T = transmissivity (from Table 6.) 
t = time, based on pumping test results, it is assumed that steady‐state conditions are reached after pumping one 
day in both shallow and deep flow layers 
S = storage coefficient, in this case the specific yield (assigned by lithology type). A specific yield of 0.21 was used 
for silt (observed in the shallow flow layer), and 0.23 for silt with sand (deep flow layer).   
2The number of wells is based on the length of the boron, chloride, selenium or TDS plume in groundwater along 
Middleton Loop Road southeast of the parcel of land that is not owned by Duke Energy. In this case, plume control 
refers to recovering contaminants that are migrating from the ash basin towards the parcel of land. Note that the 
contaminant plume that already exists beyond Middleton Loop Road and beneath the parcel would not be 
recovered.     
3The volume of produced water = number of wells x pumping rate x time (one day). 
Table 8 - EW-2 Sustained Pumping Sample Results
(Sample Collected on September 8, 2016)
Belews Creek Interim Action Field Investigation and Pumping Test
Analyte Method Result (µg/L)
Antimony EPA 200.8 < 0.50
Alkalinity SM 2320 B < 5000
Aluminum EPA 200.7 228
Arsenic EPA 200.8 1.7
Barium EPA 200.7 424
Beryllium EPA 200.8 11.5
Boron EPA 200.7 8460
Cadmium EPA 200.8 1.5
Calcium EPA 200.7 141000
Chloride SM 4500 Cl E 496000
Chromium EPA 200.8 0.82
Cobalt EPA 200.8 9.5
Copper EPA 200.8 0.56
Hexavalent Chromium EPA 218.7 < 0.03
Iron EPA 200.7 1560
Lead EPA 200.7 < 5.00
Magnesium EPA 200.7 52700
Manganese EPA 200.7 3720
Mercury EPA 245.1 < 0.20
Methane RSK 175 < 10.00
Molybdenum EPA 200.8 0.83
Nickel EPA 200.8 6.9
Potassium EPA 200.7 7380
Selenium EPA 200.8 6.5
Sodium EPA 200.7 16000
Strontium EPA 200.7 751
Sulfate EPA 300.0 43900
Sulfide SM 4500 S D < 100
Thallium EPA 200.8 0.47
Vanadium EPA 200.8 < 0.30
Zinc EPA 200.7 13 U
Ammonia Nitrogen EPA 350.1 < 100
Nitrogen, Nitrate EPA 353.2 92
Total Dissolved Solids (TDS) SM 2540 C 1060000
Residue Suspended (TSS) SM 2540 D < 2500
Total Organic Carbon (TOC) SM 5310 B < 1000
Notes:
1. µg/L indicates micrograms per liter.
2. Analytical results provided by Pace Analytical on September 20, 2016.
3. < indicates constituent not detected at or above the laboratory reporting limit.
Page 1 of 1

Appendix A
Boring Logs

15-24-28
(52)
7-20-50/4"
17-21-27
(48)
4-23-37
(60)
12-40-
50/2"
SS - 1
SS - 2
SS - 3
SS - 4
SS - 5
4.5' Sharp contact
24' Split spoon shoe broke in hole; Shoe drilled
out, no recovery
18
12
15
18
0
(ML) SILT, hard, yellowish red (5YR 5/8) to red
(10R 4/8), dry, non-plastic, cohesive, sparse
fine sand, trace construction gravel (FILL)
(SM) SILTY SAND, brown (7.5YR 4/4) to pinkish
gray (7.5YR 7/2), dry, non-plastic,
non-cohesive, becoming sandier with depth
(FILL)
Continued: red (2.5YR 5/8) grading to very pale
brown (10YR 7/3)
(ML) SILT, very stiff, red (2.5YR 5/8) to very pale
brown (10YR 7/3), non-plastic, cohesive, relict
foliation, micaceous (SAPROLITE)
(ML) SILT WITH SAND, light yellowish brown
(10YR 6/4) to dark yellowish brown (10YR 4/6),
dry, non-plastic, cohesive, trace mica
(SAPROLITE)
NOTES
LOGGED BY T. Campbell CHECKED BY
DATE STARTED 8/1/16 COMPLETED 8/3/16
GROUND WATER LEVELS:DRILLING METHOD Hollow Stem Auger, HQ Core
DRILLING CONTRACTOR Geologic Exploration, Inc.
HOLE SIZE(S)9, 4 inches
DATE/TIME ---
DATE/TIME ---
GROUND ELEVATION TBD
NORTHING TBD EASTING TBD
DE
P
T
H
(f
t
)
0
5
10
15
20
25
BL
O
W
CO
U
N
T
S
(N

V
A
L
U
E
)
MONITORING
WELL
SA
M
P
L
E

T
Y
P
E
/
NO
.
/
C
O
R
E

R
U
N
REMARKS
RO
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K
RE
C
O
V
E
R
Y

%
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PAGE 1 OF 3
BORING NUMBER EW-1
CLIENT Duke Energy Carolinas
PROJECT NUMBER 10030143
PROJECT NAME Belews Creek - Accelerated Remediation
PROJECT LOCATION Stokes County, NC
NO
R
T
H

C
A
R
O
L
I
N
A

B
O
R
I
N
G

L
O
G

-

G
I
N
T

S
T
D

U
S

L
A
B
.
G
D
T

-

9
/
1
6
/
1
6

0
8
:
4
9

-

C
:
\
P
W
W
O
R
K
I
N
G
\
T
P
A
\
D
0
9
7
9
9
3
7
\
B
E
L
E
W
S

C
R
E
E
K

A
C
C
E
L
E
R
A
T
E
D

R
E
M
E
D
I
A
T
I
O
N
.
G
P
J
440 S. Church Street, Suite 900
Charlotte, NC 28202-2075
Phone: [phone]
hdrinc.com/follow-us
15-50/3"
50/6"
12-25-35
(60)
50/2"
50/0"
SS - 6
SS - 7
SS - 8
SS - 9
SS -
10
46' SPT Refusal
11
11
16
9
0
(ML) SILT WITH SAND, light yellowish brown
(10YR 6/4) to dark yellowish brown (10YR 4/6),
dry, non-plastic, cohesive, trace mica
(SAPROLITE) (continued)
(ML) SILT, hard, yellowish brown (10YR 5/6),
dry, non-plastic, cohesive, trace fine sand, trace
coarse gravel sized gneiss fragments, gray (N6)
to dark gray (N4), thinly foliated (SAPROLITE)
Continued: wet
Continued: dark olive brown (2.5Y 3/3) to very
pale brown (10YR 8/4), moist, non-plastic,
cohesive, micaceous, relict foliation, trace
intensely weathered gravel-sized gneiss
fragments (SAPROLITE)
GNEISS, moderate strength, light brown (7.5YR
6/4) and gray (7.5YR 5/1), gneissic to schistose,
intensely foliated, moderately weathered
(WEATHERED/FRACTURED ROCK)
DE
P
T
H
(f
t
)
25
30
35
40
45
50
BL
O
W
CO
U
N
T
S
(N

V
A
L
U
E
)
MONITORING
WELL
SA
M
P
L
E

T
Y
P
E
/
NO
.
/
C
O
R
E

R
U
N
REMARKS
RO
C
K
RE
C
O
V
E
R
Y

%
SO
I
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RE
C
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V
E
R
Y

(
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)
DESCRIPTION
RO
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%
PAGE 2 OF 3
BORING NUMBER EW-1
CLIENT Duke Energy Carolinas
PROJECT NUMBER 10030143
PROJECT NAME Belews Creek - Accelerated Remediation
PROJECT LOCATION Stokes County, NC
NO
R
T
H

C
A
R
O
L
I
N
A

B
O
R
I
N
G

L
O
G

-

G
I
N
T

S
T
D

U
S

L
A
B
.
G
D
T

-

9
/
1
6
/
1
6

0
8
:
4
9

-

C
:
\
P
W
W
O
R
K
I
N
G
\
T
P
A
\
D
0
9
7
9
9
3
7
\
B
E
L
E
W
S

C
R
E
E
K

A
C
C
E
L
E
R
A
T
E
D

R
E
M
E
D
I
A
T
I
O
N
.
G
P
J
440 S. Church Street, Suite 900
Charlotte, NC 28202-2075
Phone: [phone]
hdrinc.com/follow-us
RC - 1
RC - 2
50' Begin HQ core
50'-54.5' Intensely fractured, Fe stained
54.5'-58.5' Moderately fractured, fracture
surfaces Fe and Mn stained
56.5'-56.7' Quartz band
58.5'-60' Intensely fractured
60'-68' Unfractured
62'-64' Gradational contact
Boring terminated at 68', screened interval set
at 50.4'-60.4', extraction well installed 8/3/16
90
98
GNEISS, moderate strength, light brown (7.5YR
6/4) and gray (7.5YR 5/1), gneissic to schistose,
intensely foliated, moderately weathered
(WEATHERED/FRACTURED ROCK)
(continued)
Continued: slightly weathered
Continued: gray (N5) to very dark gray (N3)
MICA SCHIST, gray (N5) to very dark gray (N3),
trace augens, fresh to slightly weathered
(SOUND ROCK)
Bottom of borehole at 68.0 feet.
30
84
DE
P
T
H
(f
t
)
50
55
60
65
BL
O
W
CO
U
N
T
S
(N

V
A
L
U
E
)
MONITORING
WELL
SA
M
P
L
E

T
Y
P
E
/
NO
.
/
C
O
R
E

R
U
N
REMARKS
RO
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RE
C
O
V
E
R
Y

%
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(
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PAGE 3 OF 3
BORING NUMBER EW-1
CLIENT Duke Energy Carolinas
PROJECT NUMBER 10030143
PROJECT NAME Belews Creek - Accelerated Remediation
PROJECT LOCATION Stokes County, NC
NO
R
T
H

C
A
R
O
L
I
N
A

B
O
R
I
N
G

L
O
G

-

G
I
N
T

S
T
D

U
S

L
A
B
.
G
D
T

-

9
/
1
6
/
1
6

0
8
:
4
9

-

C
:
\
P
W
W
O
R
K
I
N
G
\
T
P
A
\
D
0
9
7
9
9
3
7
\
B
E
L
E
W
S

C
R
E
E
K

A
C
C
E
L
E
R
A
T
E
D

R
E
M
E
D
I
A
T
I
O
N
.
G
P
J
440 S. Church Street, Suite 900
Charlotte, NC 28202-2075
Phone: [phone]
hdrinc.com/follow-us
SD - 1
SD - 2
Hand auger first 5'
7.0' - color change to red (10R 4/8)
Very fine grained sand, well sorted, rounded
60
103
(CL) SILTY CLAY, reddish brown (2.5yr 4/4) and
yellowish brown (10yr 5/6), dry, low plasticity,
non-cohesive (saprolite)
(ML) SILT, medium, yellowish red (5YR 4/6),
dry, non-plastic, non-cohesive (soil)
SILTY SAND, dense, gray (10YR 6/1), moist,
non-plastic, non-cohesive (soil)
(ML) SILT, dense, dark yellowish brown (10YR
4/4), non-plastic, non-cohesive
(ML) SILT, dense, yellowish brown (10YR 4/4),
non-plastic, non-cohesive
NOTES
LOGGED BY J. Pendleton CHECKED BY
DATE STARTED 8/30/16 COMPLETED 8/30/16
GROUND WATER LEVELS:DRILLING METHOD Sonic
DRILLING CONTRACTOR Cascade Drilling, L.P.
HOLE SIZE(S)9 inches
DATE/TIME ---
DATE/TIME 8/31/2016 7:50:00 AM 22.40 ft
GROUND ELEVATION TBD
NORTHING TBD EASTING TBD
DE
P
T
H
(f
t
)
0
5
10
15
20
25
BL
O
W
CO
U
N
T
S
(N

V
A
L
U
E
)
MONITORING
WELL
SA
M
P
L
E

T
Y
P
E
/
NO
.
/
C
O
R
E

R
U
N
REMARKS
RO
C
K
RE
C
O
V
E
R
Y

%
SO
I
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RE
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E
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Y

(
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)
DESCRIPTION
RO
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%
PAGE 1 OF 2
BORING NUMBER EW-2
CLIENT Duke Energy Carolinas
PROJECT NUMBER 10030143
PROJECT NAME Belews Creek - Accelerated Remediation
PROJECT LOCATION Stokes County, NC
NO
R
T
H

C
A
R
O
L
I
N
A

B
O
R
I
N
G

L
O
G

-

G
I
N
T

S
T
D

U
S

L
A
B
.
G
D
T

-

9
/
1
6
/
1
6

0
8
:
4
9

-

C
:
\
P
W
W
O
R
K
I
N
G
\
T
P
A
\
D
0
9
7
9
9
3
7
\
B
E
L
E
W
S

C
R
E
E
K

A
C
C
E
L
E
R
A
T
E
D

R
E
M
E
D
I
A
T
I
O
N
.
G
P
J
440 S. Church Street, Suite 900
Charlotte, NC 28202-2075
Phone: [phone]
hdrinc.com/follow-us
SD - 3
SD - 4
SD - 5
SD - 6
Laminae bedding plane structural components
(foliation bedding planes)
Relic mica schist present with laminae bedding
plane structure
112
120
60
36
(ML) SILT WITH SAND, medium dense,
brownish yellow (10YR 6/6), non-plastic,
non-cohesive (soil) (continued)
(ML) SILT, dense, gray (10YR 6/1) and white
(9/4), non-plastic, non-cohesive (saprolite)
(ML) SILT, very dense, light yellowish brown
(10YR 6/4), non-plastic, non-cohesive
(saprolite)
(SW-SM) WELL GRADED SAND WITH SILT,
dense, very pale brown (10YR 7/3), non-plastic,
non-cohesive (saprolite)
(ML) SANDY SILT, very dense, grayish brown
(10YR 5/2), non-plastic , non-cohesive
(ML) SILT, very dense, very dark grayish black
(10YR 3/2), non-plastic, non-cohesive
(saprolite)
Bottom of borehole at 48.0 feet.
DE
P
T
H
(f
t
)
25
30
35
40
45
BL
O
W
CO
U
N
T
S
(N

V
A
L
U
E
)
MONITORING
WELL
SA
M
P
L
E

T
Y
P
E
/
NO
.
/
C
O
R
E

R
U
N
REMARKS
RO
C
K
RE
C
O
V
E
R
Y

%
SO
I
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C
O
V
E
R
Y

(
i
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)
DESCRIPTION
RO
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PAGE 2 OF 2
BORING NUMBER EW-2
CLIENT Duke Energy Carolinas
PROJECT NUMBER 10030143
PROJECT NAME Belews Creek - Accelerated Remediation
PROJECT LOCATION Stokes County, NC
NO
R
T
H

C
A
R
O
L
I
N
A

B
O
R
I
N
G

L
O
G

-

G
I
N
T

S
T
D

U
S

L
A
B
.
G
D
T

-

9
/
1
6
/
1
6

0
8
:
4
9

-

C
:
\
P
W
W
O
R
K
I
N
G
\
T
P
A
\
D
0
9
7
9
9
3
7
\
B
E
L
E
W
S

C
R
E
E
K

A
C
C
E
L
E
R
A
T
E
D

R
E
M
E
D
I
A
T
I
O
N
.
G
P
J
440 S. Church Street, Suite 900
Charlotte, NC 28202-2075
Phone: [phone]
hdrinc.com/follow-us
5-12-17
(29)
12-17-21
(38)
6-7-16
(23)
9-9-17
(26)
13-50/6"
SS - 1
SS - 2
SS - 3
SS - 4
SS - 5
18
18
18
18
15
(ML) SILT, stiff, strong brown (7.5YR 5/6), dry,
non-plastic, cohesive, few consolidated nodules,
trace roots (SOIL)
(ML) SILT, stiff, red (10R 4/6) and pink (5YR
7/6), non-plastic, cohesive, relict foliation,
micaceous, trace Mn (SAPROLITE)
Continued: very stiff
Continued: strong brown (7.5YR 5/6), dry, with
trace fine sand, Mn absent
(ML) SILT, hard, pale brown (10YR 6/3), dry,
non-plastic, cohesive, thinly laminated,
micaceous, with Fe and Mn staining, relict
structure evident, friable (SAPROLITE)
NOTES
LOGGED BY T. Campbell CHECKED BY
DATE STARTED 8/4/16 COMPLETED 8/4/16
GROUND WATER LEVELS:DRILLING METHOD Hollow Stem Auger, HQ Core
DRILLING CONTRACTOR Geologic Exploration, Inc.
HOLE SIZE(S)9, 4 inches
DATE/TIME ---
DATE/TIME 8/9/2016 1:35:00 PM 22.50 ft
GROUND ELEVATION TBD
NORTHING TBD EASTING TBD
DE
P
T
H
(f
t
)
0
5
10
15
20
25
BL
O
W
CO
U
N
T
S
(N

V
A
L
U
E
)
MONITORING
WELL
SA
M
P
L
E

T
Y
P
E
/
NO
.
/
C
O
R
E

R
U
N
REMARKS
RO
C
K
RE
C
O
V
E
R
Y

%
SO
I
L
RE
C
O
V
E
R
Y

(
i
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)
DESCRIPTION
RO
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R
Q
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%
PAGE 1 OF 3
BORING NUMBER SB-1
CLIENT Duke Energy Carolinas
PROJECT NUMBER 10030143
PROJECT NAME Belews Creek - Accelerated Remediation
PROJECT LOCATION Stokes County, NC
NO
R
T
H

C
A
R
O
L
I
N
A

B
O
R
I
N
G

L
O
G

-

G
I
N
T

S
T
D

U
S

L
A
B
.
G
D
T

-

9
/
1
6
/
1
6

0
8
:
4
9

-

C
:
\
P
W
W
O
R
K
I
N
G
\
T
P
A
\
D
0
9
7
9
9
3
7
\
B
E
L
E
W
S

C
R
E
E
K

A
C
C
E
L
E
R
A
T
E
D

R
E
M
E
D
I
A
T
I
O
N
.
G
P
J
440 S. Church Street, Suite 900
Charlotte, NC 28202-2075
Phone: [phone]
hdrinc.com/follow-us
14-23-26
(49)
26-50/5"
18-36-47
(83)
16-28-50
(78)
7-19-36
SS - 6
SS - 7
SS - 8
SS - 9
SS -
(ML) SILT, hard, pale brown (10YR 6/3), dry,
non-plastic, cohesive, thinly laminated,
micaceous, with Fe and Mn staining, relict
structure evident, friable (SAPROLITE)
(continued)
Continued: very stiff
Continued: light yellowish brown (10YR 6/4) and
very pale brown (10YR 7/4), moist, trace dark
yellowish brown (10YR 3/4), lamination less
distinct
Continued: with Mn veins
(ML) SILT, hard, light olive brown (2.5Y 5/3),
smaller amounts of reddish yellow (5YR 6/8)
and pale brown (10YR 6/3), non-plastic,
cohesive, micaceous, common Fe staining and
Mn veins, relict foliation (SAPROLITE)
DE
P
T
H
(f
t
)
25
30
35
40
45
50
BL
O
W
CO
U
N
T
S
(N

V
A
L
U
E
)
MONITORING
WELL
SA
M
P
L
E

T
Y
P
E
/
NO
.
/
C
O
R
E

R
U
N
REMARKS
RO
C
K
RE
C
O
V
E
R
Y

%
SO
I
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Y

(
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)
DESCRIPTION
RO
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PAGE 2 OF 3
BORING NUMBER SB-1
CLIENT Duke Energy Carolinas
PROJECT NUMBER 10030143
PROJECT NAME Belews Creek - Accelerated Remediation
PROJECT LOCATION Stokes County, NC
NO
R
T
H

C
A
R
O
L
I
N
A

B
O
R
I
N
G

L
O
G

-

G
I
N
T

S
T
D

U
S

L
A
B
.
G
D
T

-

9
/
1
6
/
1
6

0
8
:
4
9

-

C
:
\
P
W
W
O
R
K
I
N
G
\
T
P
A
\
D
0
9
7
9
9
3
7
\
B
E
L
E
W
S

C
R
E
E
K

A
C
C
E
L
E
R
A
T
E
D

R
E
M
E
D
I
A
T
I
O
N
.
G
P
J
440 S. Church Street, Suite 900
Charlotte, NC 28202-2075
Phone: [phone]
hdrinc.com/follow-us
(55)
50/0"
10
SS -
11
RC - 1
54' SPT refusal; Begin HQ core at 54.7'
54.7' -56.3' Intensely fractured
54.7'-59.2' Fractures Fe and Mn stained
56.3'-59' Intensely to moderately fractured
57.4'-57.5' Intensely weathered
57.8', 58', 58.6', Fractures, subhorizontal,
open, Fe stained
59'-64.7' Slightly to moderately fractured
59'-59.2' Zone of residual soil, Fe stained
61' Fracture, 50º, open, angular, Fe stained
62', 62.6', 62.9', Fractures, subhorizontal,
open, minor Fe staining
Boring terminated at 64.7' on 8/4/16 and
grouted to surface on 8/9/16
100
(ML) SILT, hard, light olive brown (2.5Y 5/3),
smaller amounts of reddish yellow (5YR 6/8)
and pale brown (10YR 6/3), non-plastic,
cohesive, micaceous, common Fe staining and
Mn veins, relict foliation (SAPROLITE)
(continued)
MICA SCHIST, weak to strong, very dark gray
(N3) to gray (N5), trace light brown (7.5YR 6/4),
fine to coarse grained, schistose, undulatory,
intensely foliated, slightly weathered, common
pinhead garnets, Fe and Mn staining on
fractured surfaces
(WEATHERED/FRACTURED ROCK)
MICA SCHIST, strong, very dark gray (N3) to
gray (N5), trace light brown (7.5YR 6/4), fine to
coarse grained, schistose, undulatory, intensely
foliated, slightly weathered, common pinhead
garnets, Fe and Mn staining on fractured
surfaces (SOUND ROCK)
Bottom of borehole at 64.7 feet.
59
DE
P
T
H
(f
t
)
50
55
60
BL
O
W
CO
U
N
T
S
(N

V
A
L
U
E
)
MONITORING
WELL
SA
M
P
L
E

T
Y
P
E
/
NO
.
/
C
O
R
E

R
U
N
REMARKS
RO
C
K
RE
C
O
V
E
R
Y

%
SO
I
L
RE
C
O
V
E
R
Y

(
i
n
)
DESCRIPTION
RO
C
K

R
Q
D

%
PAGE 3 OF 3
BORING NUMBER SB-1
CLIENT Duke Energy Carolinas
PROJECT NUMBER 10030143
PROJECT NAME Belews Creek - Accelerated Remediation
PROJECT LOCATION Stokes County, NC
NO
R
T
H

C
A
R
O
L
I
N
A

B
O
R
I
N
G

L
O
G

-

G
I
N
T

S
T
D

U
S

L
A
B
.
G
D
T

-

9
/
1
6
/
1
6

0
8
:
4
9

-

C
:
\
P
W
W
O
R
K
I
N
G
\
T
P
A
\
D
0
9
7
9
9
3
7
\
B
E
L
E
W
S

C
R
E
E
K

A
C
C
E
L
E
R
A
T
E
D

R
E
M
E
D
I
A
T
I
O
N
.
G
P
J
440 S. Church Street, Suite 900
Charlotte, NC 28202-2075
Phone: [phone]
hdrinc.com/follow-us
4-5-5
(10)
4-4-5
(9)
4-6-7
(13)
5-8-14
(22)
50/2"
SS - 1
SS - 2
SS - 3
SS - 4
SS - 5
9.3' Sharp contact
15
18
17
18
9
(CL) CLAY, medium stiff, red (2.5YR 4/8), dry,
low plasticity, cohesive, massive texture, trace
mica (SOIL)
(ML) SILT, medium stiff, pink (7.5YR 7/4) to
reddish yellow ( (7.5YR 6/6), dry, non-plastic,
cohesive, indistinct laminae, kaolinitic below 10'
(SAPROLITE)
Continued: relict foliation becoming more distinct,
decreasing kaolin content, with Mn veins
(ML) SILT, stiff, red (2.5YR 5/6) to light red
(2.5YR 7/6), dry, non-plastic, cohesive, relict
foliation, trace Mn nodules and veins, friable,
trace quartzite (SAPROLITE)
(ML) GRAVELLY SILT, hard, very pale brown
(10YR 7/4) and grayish brown (10YR 5/2), dry,
non-plastic, silt component is cohesive,
indistinctly foliated with Fe staining and Mn
nodules, trace fine to coarse sand
(SAPROLITE)
NOTES
LOGGED BY T. Campbell CHECKED BY
DATE STARTED 8/4/16 COMPLETED 8/5/16
GROUND WATER LEVELS:DRILLING METHOD Hollow Stem Auger, HQ Core
DRILLING CONTRACTOR Geologic Exploration, Inc.
HOLE SIZE(S)9, 4 inches
DATE/TIME ---
DATE/TIME 8/9/2016 1:30:00 PM 24.20 ft
GROUND ELEVATION TBD
NORTHING TBD EASTING TBD
DE
P
T
H
(f
t
)
0
5
10
15
20
25
BL
O
W
CO
U
N
T
S
(N

V
A
L
U
E
)
MONITORING
WELL
SA
M
P
L
E

T
Y
P
E
/
NO
.
/
C
O
R
E

R
U
N
REMARKS
RO
C
K
RE
C
O
V
E
R
Y

%
SO
I
L
RE
C
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V
E
R
Y

(
i
n
)
DESCRIPTION
RO
C
K

R
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D

%
PAGE 1 OF 3
BORING NUMBER SB-2
CLIENT Duke Energy Carolinas
PROJECT NUMBER 10030143
PROJECT NAME Belews Creek - Accelerated Remediation
PROJECT LOCATION Stokes County, NC
NO
R
T
H

C
A
R
O
L
I
N
A

B
O
R
I
N
G

L
O
G

-

G
I
N
T

S
T
D

U
S

L
A
B
.
G
D
T

-

9
/
1
6
/
1
6

0
8
:
4
9

-

C
:
\
P
W
W
O
R
K
I
N
G
\
T
P
A
\
D
0
9
7
9
9
3
7
\
B
E
L
E
W
S

C
R
E
E
K

A
C
C
E
L
E
R
A
T
E
D

R
E
M
E
D
I
A
T
I
O
N
.
G
P
J
440 S. Church Street, Suite 900
Charlotte, NC 28202-2075
Phone: [phone]
hdrinc.com/follow-us
50/2"
16-24-26
(50)
18-26-
50/3"
26-50/4"
50/4"
SS - 6
SS - 7
SS - 8
SS - 9
SS -
10
3
9
13
10
4
(SW-SM) SILTY SAND WITH GRAVEL, hard,
very pale brown (10YR 7/4), moist, non-plastic,
non-cohesive (SAPROLITE)
(ML) SILT, hard, olive brown (2.5Y 4/3) to dark
grayish brown (2.5Y 4/2), moist, non-plastic,
cohesive, micaceous, slightly sandy, relict
foliation, Mn veins, Fe stained (SAPROLITE)
(ML) SILT, hard, black (2.5Y 2.5/1), trace
yellowish red (5YR 5/6), Mn stained throughout,
large mica flakes, relict schistose structure,
trace rock fragments (SAPROLITE)
DE
P
T
H
(f
t
)
25
30
35
40
45
50
BL
O
W
CO
U
N
T
S
(N

V
A
L
U
E
)
MONITORING
WELL
SA
M
P
L
E

T
Y
P
E
/
NO
.
/
C
O
R
E

R
U
N
REMARKS
RO
C
K
RE
C
O
V
E
R
Y

%
SO
I
L
RE
C
O
V
E
R
Y

(
i
n
)
DESCRIPTION
RO
C
K

R
Q
D

%
PAGE 2 OF 3
BORING NUMBER SB-2
CLIENT Duke Energy Carolinas
PROJECT NUMBER 10030143
PROJECT NAME Belews Creek - Accelerated Remediation
PROJECT LOCATION Stokes County, NC
NO
R
T
H

C
A
R
O
L
I
N
A

B
O
R
I
N
G

L
O
G

-

G
I
N
T

S
T
D

U
S

L
A
B
.
G
D
T

-

9
/
1
6
/
1
6

0
8
:
4
9

-

C
:
\
P
W
W
O
R
K
I
N
G
\
T
P
A
\
D
0
9
7
9
9
3
7
\
B
E
L
E
W
S

C
R
E
E
K

A
C
C
E
L
E
R
A
T
E
D

R
E
M
E
D
I
A
T
I
O
N
.
G
P
J
440 S. Church Street, Suite 900
Charlotte, NC 28202-2075
Phone: [phone]
hdrinc.com/follow-us
36-50/1"
50/0"
SS -
11
SS -
12
RC - 1
56' SPT Refusal
58.9' Begin HQ core
58.9'-66.9' Hole losing water; 8' cored in 25
minutes, ~50 gallons of water lost
58.9'-62' Moderately to intensely fractured
59.2'-64' Fractures subhorizontal, open, Fe
stained, trace Mn stained
62'-64' Slightly fractured
64'-64.5' Intensely fractured
64.5'-68.9' Slightly fractured
67'-68.9' Rig chattering
Boring terminated at 68.9' on 8/5/16 and
grouted to surface on 8/9/16
98
6
0
(ML) SILT, hard, black (2.5Y 2.5/1), trace
yellowish red (5YR 5/6), Mn stained throughout,
large mica flakes, relict schistose structure,
trace rock fragments (SAPROLITE) (continued)
(ML) SANDY SILT WITH GRAVEL, hard, light
brownish gray (10YR 6/2) to dark grayish brown
(10YR 4/2), dry, non-plastic, silt competent is
cohesive, micaceous, few thin mica schist
fragments (SAPROLITE)
MICA SCHIST, strong, very dark gray (N3) to
bluish gray (5PB 6/1), schistose to gneissic,
intensely crenulated, slightly weathered, with
pinhead garnets (WEATHERED/FRACTURED
ROCK)
Continued: (SOUND ROCK)
Bottom of borehole at 68.9 feet.
83
DE
P
T
H
(f
t
)
50
55
60
65
BL
O
W
CO
U
N
T
S
(N

V
A
L
U
E
)
MONITORING
WELL
SA
M
P
L
E

T
Y
P
E
/
NO
.
/
C
O
R
E

R
U
N
REMARKS
RO
C
K
RE
C
O
V
E
R
Y

%
SO
I
L
RE
C
O
V
E
R
Y

(
i
n
)
DESCRIPTION
RO
C
K

R
Q
D

%
PAGE 3 OF 3
BORING NUMBER SB-2
CLIENT Duke Energy Carolinas
PROJECT NUMBER 10030143
PROJECT NAME Belews Creek - Accelerated Remediation
PROJECT LOCATION Stokes County, NC
NO
R
T
H

C
A
R
O
L
I
N
A

B
O
R
I
N
G

L
O
G

-

G
I
N
T

S
T
D

U
S

L
A
B
.
G
D
T

-

9
/
1
6
/
1
6

0
8
:
4
9

-

C
:
\
P
W
W
O
R
K
I
N
G
\
T
P
A
\
D
0
9
7
9
9
3
7
\
B
E
L
E
W
S

C
R
E
E
K

A
C
C
E
L
E
R
A
T
E
D

R
E
M
E
D
I
A
T
I
O
N
.
G
P
J
440 S. Church Street, Suite 900
Charlotte, NC 28202-2075
Phone: [phone]
hdrinc.com/follow-us
8-36-38
(74)
30-50/3"
16-50/4"
20-50/5"
19-50/5"
SS - 1
SS - 2
SS - 3
SS - 4
SS - 5
18
0
9
12
12
(ML) SILT, hard, reddish brown (5YR 5/4), light
brown (7.5YR 5/3), and trace red (10R 5/6),
moist, trace fine sand, non-plastic, cohesive,
slightly micaceous, relict foliation common, Fe
and Mn staining (SAPROLITE
Continued: few cemented nodules, dry, increasing
mica content
Continued: grading to brown (7.5YR 5/4), dry,
friable
NOTES
LOGGED BY T. Campbell CHECKED BY
DATE STARTED 8/5/16 COMPLETED 8/8/16
GROUND WATER LEVELS:DRILLING METHOD Hollow Stem Auger, HQ Core
DRILLING CONTRACTOR Geologic Exploration, Inc.
HOLE SIZE(S)9, 4 inches
DATE/TIME ---
DATE/TIME 8/9/2016 1:40:00 PM ---
GROUND ELEVATION TBD
NORTHING TBD EASTING TBD
DE
P
T
H
(f
t
)
0
5
10
15
20
25
BL
O
W
CO
U
N
T
S
(N

V
A
L
U
E
)
MONITORING
WELL
SA
M
P
L
E

T
Y
P
E
/
NO
.
/
C
O
R
E

R
U
N
REMARKS
RO
C
K
RE
C
O
V
E
R
Y

%
SO
I
L
RE
C
O
V
E
R
Y

(
i
n
)
DESCRIPTION
RO
C
K

R
Q
D

%
PAGE 1 OF 3
BORING NUMBER SB-4
CLIENT Duke Energy Carolinas
PROJECT NUMBER 10030143
PROJECT NAME Belews Creek - Accelerated Remediation
PROJECT LOCATION Stokes County, NC
NO
R
T
H

C
A
R
O
L
I
N
A

B
O
R
I
N
G

L
O
G

-

G
I
N
T

S
T
D

U
S

L
A
B
.
G
D
T

-

9
/
1
6
/
1
6

0
8
:
4
9

-

C
:
\
P
W
W
O
R
K
I
N
G
\
T
P
A
\
D
0
9
7
9
9
3
7
\
B
E
L
E
W
S

C
R
E
E
K

A
C
C
E
L
E
R
A
T
E
D

R
E
M
E
D
I
A
T
I
O
N
.
G
P
J
440 S. Church Street, Suite 900
Charlotte, NC 28202-2075
Phone: [phone]
hdrinc.com/follow-us
50/6"
49-50/5"
50/4"
13-48-
50/5"
50/2"
SS - 6
SS - 7
SS - 8
SS - 9
SS -
10
45' Sharp contact
6
11
4
18
2
(ML) SILT, hard, brown (7.5YR 5/4), dry, trace
fine sand, non-plastic, cohesive, slightly
micaceous, friable, Fe and Mn staining
(SAPROLITE) (continued)
Continued: light brown (7.5YR 6/4) to dark brown
(7.5YR 3/2)
Continued: less friable with depth
(ML) SANDY SILT, hard, gray (10YR 6/1) to light
yellowish brown (10YR 6/4), dry, non-plastic,
cohesive, fine sand, trace mica (SAPROLITE)
DE
P
T
H
(f
t
)
25
30
35
40
45
50
BL
O
W
CO
U
N
T
S
(N

V
A
L
U
E
)
MONITORING
WELL
SA
M
P
L
E

T
Y
P
E
/
NO
.
/
C
O
R
E

R
U
N
REMARKS
RO
C
K
RE
C
O
V
E
R
Y

%
SO
I
L
RE
C
O
V
E
R
Y

(
i
n
)
DESCRIPTION
RO
C
K

R
Q
D

%
PAGE 2 OF 3
BORING NUMBER SB-4
CLIENT Duke Energy Carolinas
PROJECT NUMBER 10030143
PROJECT NAME Belews Creek - Accelerated Remediation
PROJECT LOCATION Stokes County, NC
NO
R
T
H

C
A
R
O
L
I
N
A

B
O
R
I
N
G

L
O
G

-

G
I
N
T

S
T
D

U
S

L
A
B
.
G
D
T

-

9
/
1
6
/
1
6

0
8
:
4
9

-

C
:
\
P
W
W
O
R
K
I
N
G
\
T
P
A
\
D
0
9
7
9
9
3
7
\
B
E
L
E
W
S

C
R
E
E
K

A
C
C
E
L
E
R
A
T
E
D

R
E
M
E
D
I
A
T
I
O
N
.
G
P
J
440 S. Church Street, Suite 900
Charlotte, NC 28202-2075
Phone: [phone]
hdrinc.com/follow-us
50/1"
50/0"
SS -
11
SS -
12
RC - 1
58' SPT refusal
59.8' Begin HQ core
59.8'-66.8 Moderately fractured
60.3'-60.6' Fracture zone, open, Fe and Mn
staining
61' Fracture, open, subhorizontal, Fe staining
61.3' Fracture, 40º, open, Fe and Mn staining
61.7', 62.7' Fractures, 0º-20º, open, Fe and
Mn staining
64.1'-64.4' Fracture zone, open, Fe and Mn
staining throughout
65.1', 65.5', 65.8' Fractures, open,
subhorizontal, Fe and Mn staining
66.1' Fracture zone in quartz lens, Fe and Mn
staining
66.8'-69.8' Slightly fractured
Boring terminated at 69.8' on 8/8/16 and
grouted to surface on 8/9/16
98
1
0
(ML) SANDY SILT, hard, gray (10YR 6/1) to light
yellowish brown (10YR 6/4), dry, non-plastic,
cohesive, fine sand, trace mica (SAPROLITE)
(continued)
(ML) SILT WITH SAND, hard, gray (10YR 6/1),
dry, non-plastic, cohesive, fine sand,
micaceous, few cemented lenses (SAPROLITE)
SCHISTOSE MICA GNEISS, moderate to
strong, dark gray (N3) to bluish gray (5PB 6/1),
gneissic, intensely foliated, slightly weathered,
pinhead garnets (WEATHERED/FRACTURED
ROCK)
Continued: strong, gray (N5) to dark gray (N4),
fresh to slightly weathered, trace augens
Bottom of borehole at 69.8 feet.
93
DE
P
T
H
(f
t
)
50
55
60
65
BL
O
W
CO
U
N
T
S
(N

V
A
L
U
E
)
MONITORING
WELL
SA
M
P
L
E

T
Y
P
E
/
NO
.
/
C
O
R
E

R
U
N
REMARKS
RO
C
K
RE
C
O
V
E
R
Y

%
SO
I
L
RE
C
O
V
E
R
Y

(
i
n
)
DESCRIPTION
RO
C
K

R
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%
PAGE 3 OF 3
BORING NUMBER SB-4
CLIENT Duke Energy Carolinas
PROJECT NUMBER 10030143
PROJECT NAME Belews Creek - Accelerated Remediation
PROJECT LOCATION Stokes County, NC
NO
R
T
H

C
A
R
O
L
I
N
A

B
O
R
I
N
G

L
O
G

-

G
I
N
T

S
T
D

U
S

L
A
B
.
G
D
T

-

9
/
1
6
/
1
6

0
8
:
4
9

-

C
:
\
P
W
W
O
R
K
I
N
G
\
T
P
A
\
D
0
9
7
9
9
3
7
\
B
E
L
E
W
S

C
R
E
E
K

A
C
C
E
L
E
R
A
T
E
D

R
E
M
E
D
I
A
T
I
O
N
.
G
P
J
440 S. Church Street, Suite 900
Charlotte, NC 28202-2075
Phone: [phone]
hdrinc.com/follow-us
4-7-9
(16)
10-29-39
(68)
7-9-8
(17)
12-50/5"
4-4-5
SS - 1
SS - 2
SS - 3
SS - 4
SS - 5
18
18
18
13
(CL) CLAY, stiff, red (10R 4/6), dry, low
plasticity, cohesive, trace roots, massive (SOIL)
(ML) SILT, stiff, red (10R 4/6) to yellowish red
(5YR 5/6), dry, non-plastic, cohesive, trace
kaolina, micaceous, Fe staining, trace Mn
staining, relict foliation (SAPROLITE)
(ML) SILT, hard, mottled light yellowish brown
(2.5Y 6/4) and red (2.5YR 5/6), dry, non-plastic,
cohesive, micaceous, common Fe staining,
trace Mn staining, relict foliation (SAPROLITE)
Continued: increased Mn, decreased mica and
relict foliation
(ML) SILT, medium stiff, grading from light
reddish brown (2.5YR 6/4) to red (2.5YR 4/6),
moist, non-plastic, slightly kaolinitic, Fe and Mn
staining (SAPROLITE)
NOTES
LOGGED BY T. Campbell CHECKED BY
DATE STARTED 8/8/16 COMPLETED 8/9/16
GROUND WATER LEVELS:DRILLING METHOD Hollow Stem Auger, HQ Core
DRILLING CONTRACTOR Geologic Exploration, Inc.
HOLE SIZE(S)9, 4 inches
DATE/TIME ---
DATE/TIME 8/9/2016 1:45:00 PM 27.30 ft
GROUND ELEVATION TBD
NORTHING TBD EASTING TBD
DE
P
T
H
(f
t
)
0
5
10
15
20
25
BL
O
W
CO
U
N
T
S
(N

V
A
L
U
E
)
MONITORING
WELL
SA
M
P
L
E

T
Y
P
E
/
NO
.
/
C
O
R
E

R
U
N
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PAGE 1 OF 3
BORING NUMBER SB-5
CLIENT Duke Energy Carolinas
PROJECT NUMBER 10030143
PROJECT NAME Belews Creek - Accelerated Remediation
PROJECT LOCATION Stokes County, NC
NO
R
T
H

C
A
R
O
L
I
N
A

B
O
R
I
N
G

L
O
G

-

G
I
N
T

S
T
D

U
S

L
A
B
.
G
D
T

-

9
/
1
6
/
1
6

0
8
:
4
9

-

C
:
\
P
W
W
O
R
K
I
N
G
\
T
P
A
\
D
0
9
7
9
9
3
7
\
B
E
L
E
W
S

C
R
E
E
K

A
C
C
E
L
E
R
A
T
E
D

R
E
M
E
D
I
A
T
I
O
N
.
G
P
J
440 S. Church Street, Suite 900
Charlotte, NC 28202-2075
Phone: [phone]
hdrinc.com/follow-us
(9)
27-50/6"
20-7-9
(16)
5-7-9
(16)
20-50/3"
50/0"
SS - 6
SS - 7
SS - 8
SS - 9
SS -
10
RC - 1
35.5' Sharp contact
44.4' Sharp contact
45' SPT refusal
45.7' Begin HQ core
45.7'-49.5' Moderately to intensely fractured,
20º-80º, open, heavy Mn mineralization, Fe
staining of fracture surfaces
49.5'-52.3' Intensely fractured, Fe stained
100
18
12
14
18
9
0
(SM) SILTY SAND, dark gray (N4), non-plastic,
non-cohesive, fine sand, with quartzite rock
fragments (SAPROLITE)
(ML) SILT, stiff, yellow (10YR 7/6) to reddish
yellow (10YR 6/8), moist, non-plastic, cohesive,
few Mn veins, trace Kaolin, indistinct relict
structure (SAPROLITE)
(ML) SILT, stiff, light yellowish brown (10YR
6/4), moist, non-plastic, cohesive, generally
massive with few Mn veins (SAPROLITE)
(SM) SILTY SAND, hard, grayish brown (10YR
5/2), dry, non-plastic, non-cohesive, lightly
cemented, fine grained (SAPROLITE)
SCHISTOSE MICA GNEISS, moderate, gray
(N5), indistinct foliation, moderately weathered
(WEATHERED/FRACTURED ROCK)
Continued: weak, reddish yellow (7.5YR 6/6) to
brown (7.5YR 5/4)
16
DE
P
T
H
(f
t
)
25
30
35
40
45
50
BL
O
W
CO
U
N
T
S
(N

V
A
L
U
E
)
MONITORING
WELL
SA
M
P
L
E

T
Y
P
E
/
NO
.
/
C
O
R
E

R
U
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REMARKS
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Y

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PAGE 2 OF 3
BORING NUMBER SB-5
CLIENT Duke Energy Carolinas
PROJECT NUMBER 10030143
PROJECT NAME Belews Creek - Accelerated Remediation
PROJECT LOCATION Stokes County, NC
NO
R
T
H

C
A
R
O
L
I
N
A

B
O
R
I
N
G

L
O
G

-

G
I
N
T

S
T
D

U
S

L
A
B
.
G
D
T

-

9
/
1
6
/
1
6

0
8
:
4
9

-

C
:
\
P
W
W
O
R
K
I
N
G
\
T
P
A
\
D
0
9
7
9
9
3
7
\
B
E
L
E
W
S

C
R
E
E
K

A
C
C
E
L
E
R
A
T
E
D

R
E
M
E
D
I
A
T
I
O
N
.
G
P
J
440 S. Church Street, Suite 900
Charlotte, NC 28202-2075
Phone: [phone]
hdrinc.com/follow-us
RC - 2
RC - 3
throughout, Mn staining and mineralization on
fracture surfaces
52.3'-53' Intensely fractured
53'-60.7' Unfractured
Boring terminated at 60.7' and grouted to
surface on 8/9/16
95
100
SCHISTOSE MICA GNEISS, weak, very dark
gray (7.5YR 3/1) and brown (7.5YR 4/4),
schistose to gneissic, intensely foliated,
moderately weathered
(WEATHERED/FRACTURED ROCK)
MICA SCHIST, strong, gray (N6) to dark gray
(N3) with bluish gray (5PB 5/1) crenulations,
intensely foliated, fresh (SOUND ROCK)
Bottom of borehole at 60.7 feet.
50
100
DE
P
T
H
(f
t
)
50
55
60
BL
O
W
CO
U
N
T
S
(N

V
A
L
U
E
)
MONITORING
WELL
SA
M
P
L
E

T
Y
P
E
/
NO
.
/
C
O
R
E

R
U
N
REMARKS
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Y

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PAGE 3 OF 3
BORING NUMBER SB-5
CLIENT Duke Energy Carolinas
PROJECT NUMBER 10030143
PROJECT NAME Belews Creek - Accelerated Remediation
PROJECT LOCATION Stokes County, NC
NO
R
T
H

C
A
R
O
L
I
N
A

B
O
R
I
N
G

L
O
G

-

G
I
N
T

S
T
D

U
S

L
A
B
.
G
D
T

-

9
/
1
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/
1
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0
8
:
4
9

-

C
:
\
P
W
W
O
R
K
I
N
G
\
T
P
A
\
D
0
9
7
9
9
3
7
\
B
E
L
E
W
S

C
R
E
E
K

A
C
C
E
L
E
R
A
T
E
D

R
E
M
E
D
I
A
T
I
O
N
.
G
P
J
440 S. Church Street, Suite 900
Charlotte, NC 28202-2075
Phone: [phone]
hdrinc.com/follow-us
6-20-27
(47)
7-50/6"
10-50/6"
18-24-48
(72)
15-16-14
SS - 1
SS - 2
SS - 3
SS - 4
SS - 5
18
9
12
15
(ML) SANDY SILT, very stiff, red (2.5YR 5/6),
grading to reddish yellow (7.5YR 7/4), dry, fine
to coarse, non-plastic, silt fraction cohesive,
relict foliation, large mica flakes, Fe staining, Mn
veins (SAPROLITE)
(ML) SANDY SILT WITH GRAVEL, hard, pale
brown (10YR 6/2) to gray (N5) with red (2.5YR
4/6) nodules, dry, non-plastic, silt fraction
cohesive, few quartzitic fragments broken into
thin horizontal disks, Fe staining (SAPROLITE)
(SW-SM) SAND WITH SILT AND GRAVEL,
very stiff, very pale brown (10YR 7/3) to
brownish yellow (10YR 6/6), moist, fine grained,
fine to coarse gravel, non-plastic, non-cohesive,
micaceous, kaolinitic, Mn veins (SAPROLITE)
NOTES
LOGGED BY T. Campbell CHECKED BY
DATE STARTED 8/9/16 COMPLETED 8/10/16
GROUND WATER LEVELS:DRILLING METHOD Hollow Stem Auger, HQ Core
DRILLING CONTRACTOR Geologic Exploration, Inc.
HOLE SIZE(S)9, 4 inches
DATE/TIME ---
DATE/TIME 8/11/2016 9:55:00 AM 23.40 ft
GROUND ELEVATION TBD
NORTHING TBD EASTING TBD
DE
P
T
H
(f
t
)
0
5
10
15
20
25
BL
O
W
CO
U
N
T
S
(N

V
A
L
U
E
)
MONITORING
WELL
SA
M
P
L
E

T
Y
P
E
/
NO
.
/
C
O
R
E

R
U
N
REMARKS
RO
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Y

%
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PAGE 1 OF 3
BORING NUMBER TW-1
CLIENT Duke Energy Carolinas
PROJECT NUMBER 10030143
PROJECT NAME Belews Creek - Accelerated Remediation
PROJECT LOCATION Stokes County, NC
NO
R
T
H

C
A
R
O
L
I
N
A

B
O
R
I
N
G

L
O
G

-

G
I
N
T

S
T
D

U
S

L
A
B
.
G
D
T

-

9
/
1
6
/
1
6

0
8
:
4
9

-

C
:
\
P
W
W
O
R
K
I
N
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\
T
P
A
\
D
0
9
7
9
9
3
7
\
B
E
L
E
W
S

C
R
E
E
K

A
C
C
E
L
E
R
A
T
E
D

R
E
M
E
D
I
A
T
I
O
N
.
G
P
J
440 S. Church Street, Suite 900
Charlotte, NC 28202-2075
Phone: [phone]
hdrinc.com/follow-us
(30)
7-9-17
(26)
9-13-18
(31)
9-34-50/3"
50/0"
SS - 6
SS - 7
SS - 8
SS - 9
RC - 1
42' SPT refusal
42.9' Begin HQ core
42.9'-53.1' Moderately fractured
43'-44' Rig chattering
43.3', 43.5' Fractures, open, 0º-20º, Fe and
Mn staining, Mn mineralization
43.9'-44.2' Fractures, open, 40º, Fe and Mn
staining
44.7', 45' Fractures, open, subhorizontal, Fe
and Mn staining
45' Driller reports fracture (slight rod drop)
45.2'-45.4' Intensely weathered
45.8'-47.9' Multiple fractures, tight,
subhorizontal, Fe and Mn staining
46'-47.5' Losing water (~25 gallons)
48.5'-49.1' Fracture zone, horizontal to 80º,
moderately to intensely weathered
79
14
18
18
16
0
(ML) SILT, light brownish gray (10YR 6/2) to
brown (10YR 4/3), moist, non-plastic, cohesive,
relict foliation, abundant large mica flakes, Fe
staining, Mn nodules and veins, friable
(SAPROLITE)
Continued: brown (10YR 4/3) and bluish gray
(5PB 5/1)
MICA SCHIST, strong, very dark gray (N3) and
bluish gray (5PB 6/1), schistose texture,
intensely foliated, crenulated, slightly weathered
with pinhead garnets, few quartz bands, trace
augens
28
DE
P
T
H
(f
t
)
25
30
35
40
45
50
BL
O
W
CO
U
N
T
S
(N

V
A
L
U
E
)
MONITORING
WELL
SA
M
P
L
E

T
Y
P
E
/
NO
.
/
C
O
R
E

R
U
N
REMARKS
RO
C
K
RE
C
O
V
E
R
Y

%
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)
DESCRIPTION
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PAGE 2 OF 3
BORING NUMBER TW-1
CLIENT Duke Energy Carolinas
PROJECT NUMBER 10030143
PROJECT NAME Belews Creek - Accelerated Remediation
PROJECT LOCATION Stokes County, NC
NO
R
T
H

C
A
R
O
L
I
N
A

B
O
R
I
N
G

L
O
G

-

G
I
N
T

S
T
D

U
S

L
A
B
.
G
D
T

-

9
/
1
6
/
1
6

0
8
:
4
9

-

C
:
\
P
W
W
O
R
K
I
N
G
\
T
P
A
\
D
0
9
7
9
9
3
7
\
B
E
L
E
W
S

C
R
E
E
K

A
C
C
E
L
E
R
A
T
E
D

R
E
M
E
D
I
A
T
I
O
N
.
G
P
J
440 S. Church Street, Suite 900
Charlotte, NC 28202-2075
Phone: [phone]
hdrinc.com/follow-us
RC - 2
49.4', 49.6' Fractures, open, subhorizontal, Fe
and Mn staining
49.8'-50.1' Fracture zone, open to tight, Fe
and Mn staining
50'-52' Losing water (~20 gallons)
50.1'-53' Fractures at 0.3'-0.5' intervals, open,
minor Fe staining
53.1'-54.8' unfractured, abundant healed
fractures
54.8'-55.3' Fracture zone, open to tight, Fe
and Mn staining
55.3'-58.2' Moderately fractured, fractures at
0.4' average intervals, open, Fe and Mn
staining
Boring terminated at 58.2', screened interval
set at 46.8'-56.8', well installed 8/10/16
92
MICA SCHIST, strong, very dark gray (N3) and
bluish gray (5PB 6/1), schistose texture,
intensely foliated, crenulated, slightly weathered
with pinhead garnets, few quartz bands, trace
augens (continued)
Bottom of borehole at 58.2 feet.
45
DE
P
T
H
(f
t
)
50
55
BL
O
W
CO
U
N
T
S
(N

V
A
L
U
E
)
MONITORING
WELL
SA
M
P
L
E

T
Y
P
E
/
NO
.
/
C
O
R
E

R
U
N
REMARKS
RO
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RE
C
O
V
E
R
Y

%
SO
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(
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)
DESCRIPTION
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PAGE 3 OF 3
BORING NUMBER TW-1
CLIENT Duke Energy Carolinas
PROJECT NUMBER 10030143
PROJECT NAME Belews Creek - Accelerated Remediation
PROJECT LOCATION Stokes County, NC
NO
R
T
H

C
A
R
O
L
I
N
A

B
O
R
I
N
G

L
O
G

-

G
I
N
T

S
T
D

U
S

L
A
B
.
G
D
T

-

9
/
1
6
/
1
6

0
8
:
4
9

-

C
:
\
P
W
W
O
R
K
I
N
G
\
T
P
A
\
D
0
9
7
9
9
3
7
\
B
E
L
E
W
S

C
R
E
E
K

A
C
C
E
L
E
R
A
T
E
D

R
E
M
E
D
I
A
T
I
O
N
.
G
P
J
440 S. Church Street, Suite 900
Charlotte, NC 28202-2075
Phone: [phone]
hdrinc.com/follow-us
5-8-12
(20)
21-50/4"
18-50/6"
40-50/5"
20-40-37
SS - 1
SS - 2
SS - 3
SS - 4
SS - 5
18
9
12
9
(ML) SILT, stiff, red (10R 4/6) to yellowish red
(5YR 4/6), dry, non-plastic, cohesive, trace mica
(SAPROLITE)
Continued: hard, brown (7.5YR 5/4), friable,
micaceous, trace fine sand, trace kaolin
Continued: reddish brown (10YR 5/4), dry to
moist, relict foliation, Fe staining, Mn veins
NOTES
LOGGED BY T. Campbell CHECKED BY
DATE STARTED 8/10/16 COMPLETED 8/10/16
GROUND WATER LEVELS:DRILLING METHOD Hollow Stem Auger, HQ Core
DRILLING CONTRACTOR Geologic Exploration, Inc.
HOLE SIZE(S)9, 4 inches
DATE/TIME ---
DATE/TIME 8/11/2016 8:05:00 AM 21.30 ft
GROUND ELEVATION TBD
NORTHING TBD EASTING TBD
DE
P
T
H
(f
t
)
0
5
10
15
20
25
BL
O
W
CO
U
N
T
S
(N

V
A
L
U
E
)
MONITORING
WELL
SA
M
P
L
E

T
Y
P
E
/
NO
.
/
C
O
R
E

R
U
N
REMARKS
RO
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Y

%
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PAGE 1 OF 3
BORING NUMBER TW-2
CLIENT Duke Energy Carolinas
PROJECT NUMBER 10030143
PROJECT NAME Belews Creek - Accelerated Remediation
PROJECT LOCATION Stokes County, NC
NO
R
T
H

C
A
R
O
L
I
N
A

B
O
R
I
N
G

L
O
G

-

G
I
N
T

S
T
D

U
S

L
A
B
.
G
D
T

-

9
/
1
6
/
1
6

0
8
:
4
9

-

C
:
\
P
W
W
O
R
K
I
N
G
\
T
P
A
\
D
0
9
7
9
9
3
7
\
B
E
L
E
W
S

C
R
E
E
K

A
C
C
E
L
E
R
A
T
E
D

R
E
M
E
D
I
A
T
I
O
N
.
G
P
J
440 S. Church Street, Suite 900
Charlotte, NC 28202-2075
Phone: [phone]
hdrinc.com/follow-us
(77)
50/4"
12-15-
50/5"
17-25-45
(70)
50/3"
50/0"
SS - 6
SS - 7
SS - 8
SS - 9
SS -
10
48' SPT refusal
49.2' Begin HQ core
49.2'-59.2' Moderately fractured, Fe and Mn
4
15
18
3
0
(ML) SILT, hard, reddish brown (10YR 5/4), dry
to moist, non-plastic, cohesive, micaceous,
trace fine sand, trace kaolin, relict foliation, Fe
staining, Mn veins (SAPROLITE) (continued)
(SW-SC) SAND WITH SILT AND GRAVEL,
hard, light greenish gray (10Y 7/1) to gray (N5),
dry, non-plastic, non-cohesive, sand fine to
coarse, gravel fine to coarse, trace Fe staining
(SAPROLITE)
(ML) SILT, hard, light brown (7.5YR 6/4) to
pinkish gray (7.5YR 6/2), moist, non-plastic,
cohesive, massive to intensely foliated, Mn
veins and nodules, trace mica and kaolin,
slightly sandy (SAPROLITE)
(ML) SILT, hard, gray (7.5YR 6/1), thinly
laminated with white (N9.5), moist, non-plastic,
cohesive, with Mn veins, Fe staining on relict
fractures, original gneissic structure preserved,
micaceous at base of spoon (SAPROLITE)
(SW-SM) SAND WITH SILT AND GRAVEL,
hard, grayish brown (10YR 5/2), trace light
yellowish brown (10YR 6/4), sand fine to
coarse, fine gravel, non-plastic, non-cohesive,
trace kaolin, trace mica (SAPROLITE)
SCHISTOSE MICA GNEISS, strong, dark gray
(N4) with white (N9.5) foliation, fresh to slightly
weathered, button plagioclase, trace garnet, few
augens (SOUND ROCK)
DE
P
T
H
(f
t
)
25
30
35
40
45
50
BL
O
W
CO
U
N
T
S
(N

V
A
L
U
E
)
MONITORING
WELL
SA
M
P
L
E

T
Y
P
E
/
NO
.
/
C
O
R
E

R
U
N
REMARKS
RO
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RE
C
O
V
E
R
Y

%
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(
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DESCRIPTION
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PAGE 2 OF 3
BORING NUMBER TW-2
CLIENT Duke Energy Carolinas
PROJECT NUMBER 10030143
PROJECT NAME Belews Creek - Accelerated Remediation
PROJECT LOCATION Stokes County, NC
NO
R
T
H

C
A
R
O
L
I
N
A

B
O
R
I
N
G

L
O
G

-

G
I
N
T

S
T
D

U
S

L
A
B
.
G
D
T

-

9
/
1
6
/
1
6

0
8
:
4
9

-

C
:
\
P
W
W
O
R
K
I
N
G
\
T
P
A
\
D
0
9
7
9
9
3
7
\
B
E
L
E
W
S

C
R
E
E
K

A
C
C
E
L
E
R
A
T
E
D

R
E
M
E
D
I
A
T
I
O
N
.
G
P
J
440 S. Church Street, Suite 900
Charlotte, NC 28202-2075
Phone: [phone]
hdrinc.com/follow-us
RC - 1
RC - 2
staining on open fractures, mostly
subhorizontal, few fractures to 60º
49.6'-50' Fracture zone, open, subhorizontal to
70º, Fe and Mn staining
50.5' Fracture, open, subhorizontal, Fe and Mn
staining
50.9', 51' Fractures, open, subhorizontal, Fe
and Mn staining
53.2'-53.9' Intensely fractured
53.2'-53.9' Fracture, 80º, open, Mn
mineralization
54.2'-54.8' Fracture, 80º, open, Mn
mineralization
56'-56.2' Fracture, subhorizontal
56.8'-57.3' Fracture, open, 80º, Fe and Mn
staining
57.3'-58' Abundant healed fractures
58.6'-59.2' Fracture, open, 80º, minor Fe
staining, heavy Mn mineralization
59.2'-62.5' Drilled out (not sampled) to allow
for screen length
Boring terminated at 62.5', screened interval
set at 52.1'-62.1', well installed 8/10/16
100
SCHISTOSE MICA GNEISS, strong, dark gray
(N4) with white (N9.5) foliation, fresh to slightly
weathered, button plagioclase, trace garnet, few
augens (SOUND ROCK) (continued)
QUARTZ FELDSPAR GNEISS, strong, white
(7.5YR 9.5/1) and brown (10YR 4/3), fresh,
common pinhead garnet (SOUND ROCK)
SCHISTOSE MICA GNEISS, strong, dark gray
(N4) with white (N9.5) foliation, fresh to slightly
weathered, button plagioclase, trace garnet, few
augens (SOUND ROCK)
Bottom of borehole at 62.5 feet.
62
DE
P
T
H
(f
t
)
50
55
60
BL
O
W
CO
U
N
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S
(N

V
A
L
U
E
)
MONITORING
WELL
SA
M
P
L
E

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/
NO
.
/
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E

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PAGE 3 OF 3
BORING NUMBER TW-2
CLIENT Duke Energy Carolinas
PROJECT NUMBER 10030143
PROJECT NAME Belews Creek - Accelerated Remediation
PROJECT LOCATION Stokes County, NC
NO
R
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H

C
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:
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9
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9
9
3
7
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M
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D
I
A
T
I
O
N
.
G
P
J
440 S. Church Street, Suite 900
Charlotte, NC 28202-2075
Phone: [phone]
hdrinc.com/follow-us
See TW-2 for lithology
NOTES
LOGGED BY T. Campbell CHECKED BY
DATE STARTED 8/11/16 COMPLETED 8/11/16
GROUND WATER LEVELS:DRILLING METHOD Hollow Stem Auger
DRILLING CONTRACTOR Geologic Exploration, Inc.
HOLE SIZE(S)9 inches
DATE/TIME ---
DATE/TIME 8/12/2016 7:45:00 AM 21.20 ft
GROUND ELEVATION TBD
NORTHING TBD EASTING TBD
DE
P
T
H
(f
t
)
0
5
10
15
20
25
BL
O
W
CO
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S
(N

V
A
L
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E
)
MONITORING
WELL
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PAGE 1 OF 2
BORING NUMBER TW-3
CLIENT Duke Energy Carolinas
PROJECT NUMBER 10030143
PROJECT NAME Belews Creek - Accelerated Remediation
PROJECT LOCATION Stokes County, NC
NO
R
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H

C
A
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I
O
N
.
G
P
J
440 S. Church Street, Suite 900
Charlotte, NC 28202-2075
Phone: [phone]
hdrinc.com/follow-us
Boring terminated at 44', screened interval set
at 23.5'-43.5', well installed 8/11/16
Bottom of borehole at 44.0 feet.
DE
P
T
H
(f
t
)
25
30
35
40
BL
O
W
CO
U
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T
S
(N

V
A
L
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E
)
MONITORING
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PAGE 2 OF 2
BORING NUMBER TW-3
CLIENT Duke Energy Carolinas
PROJECT NUMBER 10030143
PROJECT NAME Belews Creek - Accelerated Remediation
PROJECT LOCATION Stokes County, NC
NO
R
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H

C
A
R
O
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I
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A

B
O
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/
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M
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D
I
A
T
I
O
N
.
G
P
J
440 S. Church Street, Suite 900
Charlotte, NC 28202-2075
Phone: [phone]
hdrinc.com/follow-us
SD - 1
SD - 2
Hand auger first 5'
Mica flakes present throughout
Relic laminae/bedding planes present
(structure or saprolite)
Laminae bedding planes with residual relic
structure
Color change to greater amount of light
yellowish brown, saprolite characteristics
increase
Wet/saturated
60
102
(CL) SILTY CLAY, medium red (2.5YR 4/6), low
plasticity, cohesive (soil)
(ML) SANDY SILT, hard, red (2.5YR 4/8), gray
(10YR 5/1) and white (9.5N), moist, non-plastic
, non-cohesive (saprolite)
(CL) SILTY CLAY, very stiff, red (2.5YR 4/8),
moist, non-plastic, non-cohesive (saprolite)
(ML) SILT, stiff, red (2.5YR 5/6) and light
yellowish brown (10YR 6/4), moist, non-plastic,
non-cohesive (saprolite)
(ML) SILT, stiff, pale brown (10YR 6/3),
non-plastic, non-cohesive (saprolite)
NOTES
LOGGED BY J. Pendleton CHECKED BY
DATE STARTED 8/31/16 COMPLETED 8/31/16
GROUND WATER LEVELS:DRILLING METHOD Sonic
DRILLING CONTRACTOR Cascade Drilling, L.P.
HOLE SIZE(S)6 inches
DATE/TIME ---
DATE/TIME ---
GROUND ELEVATION TBD
NORTHING TBD EASTING TBD
DE
P
T
H
(f
t
)
0
5
10
15
20
25
BL
O
W
CO
U
N
T
S
(N

V
A
L
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E
)
MONITORING
WELL
SA
M
P
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/
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/
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PAGE 1 OF 2
BORING NUMBER TW-4
CLIENT Duke Energy Carolinas
PROJECT NUMBER 10030143
PROJECT NAME Belews Creek - Accelerated Remediation
PROJECT LOCATION Stokes County, NC
NO
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H

C
A
R
O
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B
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I
O
N
.
G
P
J
440 S. Church Street, Suite 900
Charlotte, NC 28202-2075
Phone: [phone]
hdrinc.com/follow-us
SD - 3
Very weathered mica schist and mica flakes
present throughout (sand fine-medium)
Weathered mica schist decomposition with
laminae and structural makeup
Fragmented mica schist present throughout
most of 37-40 interval
Weathered mica schist with saprolite structure
Beginning of transition zone located at 40' bgs
98 (ML) SILT, stiff, pale brown (10YR 6/3),
non-plastic, non-cohesive (saprolite) (continued)
(ML) SILT WITH SOME SAND, medium, light
yellowish brown (10YR 6/4), dry, non-plastic
(ML) SILT, stiff, yellowish brown (10YR 5/4), red
(10R 4/6) and black (5YR 2.5/1), moist,
non-plastic, non-cohesive (saprolite)
(ML) SILT WITH GRAVEL, very stiff, dark gray
(5Y 4/1), dry, non-plastic, non-cohesive
(ML) SILT WITH GRAVEL, hard, very dark gray
(10YR 3/1),moist, non-plastic, non-cohesive
(saprolite)
Bottom of borehole at 42.0 feet.
DE
P
T
H
(f
t
)
25
30
35
40
BL
O
W
CO
U
N
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S
(N

V
A
L
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)
MONITORING
WELL
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PAGE 2 OF 2
BORING NUMBER TW-4
CLIENT Duke Energy Carolinas
PROJECT NUMBER 10030143
PROJECT NAME Belews Creek - Accelerated Remediation
PROJECT LOCATION Stokes County, NC
NO
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H

C
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G
P
J
440 S. Church Street, Suite 900
Charlotte, NC 28202-2075
Phone: [phone]
hdrinc.com/follow-us

Appendix B
Analytical Report

#=CL#
September 20, 2016
LIMS USE: FR - CHAD HEARN
LIMS OBJECT ID: 92311854
92311854
Project:
Pace Project No.:
RE:
Chad Hearn
HDR
440 S. Church Street
Suite 1000
Charlotte, NC 28202
BCSS Accelerated Remediation
Dear Chad Hearn:
Enclosed are the analytical results for sample(s) received by the laboratory on September 09, 2016.
The results relate only to the samples included in this report. Results reported herein conform to the
most current TNI standards and the laboratory's Quality Assurance Manual, where applicable, unless
otherwise noted in the body of the report.
Analyses were performed at the Pace Analytical Services location indicated on the sample analyte
page for analysis unless otherwise footnoted.
If you have any questions concerning this report, please feel free to contact me.
Sincerely,
Kevin Godwin
[e-mail]
Project Manager
Enclosures
REPORT OF LABORATORY ANALYSIS
This report shall not be reproduced, except in full,
without the written consent of Pace Analytical Services, Inc..
Pace Analytical Services, Inc.
9800 Kincey Ave. Suite 100
Huntersville, NC 28078
[phone]
Page 1 of 40
#=CP#
CERTIFICATIONS
Pace Project No.:
Project:
92311854
BCSS Accelerated Remediation
Ormond Beach Certification IDs
8 East Tower Circle, Ormond Beach, FL 32174
Alabama Certification #: 41320
Connecticut Certification #: PH-0216
Delaware Certification: FL NELAC Reciprocity
Florida Certification #: E83079
Georgia Certification #: 955
Guam Certification: FL NELAC Reciprocity
Hawaii Certification: FL NELAC Reciprocity
Illinois Certification #: 200068
Indiana Certification: FL NELAC Reciprocity
Kansas Certification #: E-10383
Louisiana Certification #: FL NELAC Reciprocity
Louisiana Environmental Certificate #: 05007
Maryland Certification: #346
Michigan Certification #: 9911
Mississippi Certification: FL NELAC Reciprocity
Missouri Certification #: 236
Montana Certification #: Cert 0074
Nebraska Certification: NE-OS-28-14
Nevada Certification: FL NELAC Reciprocity
New York Certification #: 11608
North Carolina Environmental Certificate #: 667
North Carolina Certification #: 12710
North Dakota Certification #: R-216
Oklahoma Certification #: D9947
Pennsylvania Certification #: 68-00547
Puerto Rico Certification #: FL01264
South Carolina Certification: #96042001
Tennessee Certification #: TN02974
Texas Certification: FL NELAC Reciprocity
US Virgin Islands Certification: FL NELAC Reciprocity
Virginia Environmental Certification #: 460165
Wyoming Certification: FL NELAC Reciprocity
West Virginia Certification #: 9962C
Wisconsin Certification #: 399079670
Wyoming (EPA Region 8): FL NELAC Reciprocity
Charlotte Certification IDs
9800 Kincey Ave. Ste 100, Huntersville, NC 28078
North Carolina Drinking Water Certification #: 37706
North Carolina Field Services Certification #: 5342
North Carolina Wastewater Certification #: 12
South Carolina Certification #: 99006001
Florida/NELAP Certification #: E87627
Kentucky UST Certification #: 84
Virginia/VELAP Certification #: 460221
Asheville Certification IDs
2225 Riverside Drive, Asheville, NC 28804
Florida/NELAP Certification #: E87648
Massachusetts Certification #: M-NC030
North Carolina Drinking Water Certification #: 37712
North Carolina Wastewater Certification #: 40
South Carolina Certification #: 99030001
Virginia/VELAP Certification #: 460222
REPORT OF LABORATORY ANALYSIS
This report shall not be reproduced, except in full,
without the written consent of Pace Analytical Services, Inc..
Pace Analytical Services, Inc.
9800 Kincey Ave. Suite 100
Huntersville, NC 28078
[phone]
Page 2 of 40
#=SA#
SAMPLE ANALYTE COUNT
Pace Project No.:
Project:
92311854
BCSS Accelerated Remediation
Lab ID Sample ID Method
Analytes
Reported LaboratoryAnalysts
92311854001 BCSS EW-2 RSK 175 Modified 1 PASI-CWDV
EPA 200.7 12 PASI-ASH1
EPA 200.8 Rev 5.4 13 PASI-ACDF
EPA 245.1 1 PASI-AWAB
SM 2320B 1 PASI-AKDF
SM 2540C 1 PASI-AMJS
SM 2540D 1 PASI-AMJP
SM 4500-S2D 1 PASI-AMDW
EPA 218.7 1 PASI-OAEM
EPA 300.0 1 PASI-AMDW
EPA 350.1 1993 Rev 2.0 1 PASI-ASER
EPA 353.2 2 PASI-ASER
SM 4500-Cl-E 1 PASI-AWRC
SM 5310B 1 PASI-AMDW
REPORT OF LABORATORY ANALYSIS
This report shall not be reproduced, except in full,
without the written consent of Pace Analytical Services, Inc..
Pace Analytical Services, Inc.
9800 Kincey Ave. Suite 100
Huntersville, NC 28078
[phone]
Page 3 of 40
#=NA#
PROJECT NARRATIVE
Pace Project No.:
Project:
92311854
BCSS Accelerated Remediation
Method:
Client:HDR Engineering
RSK 175 Modified
Date:September 20, 2016
Description:RSK 175 Headspace
General Information:
1 sample was analyzed for RSK 175 Modified. All samples were received in acceptable condition with any exceptions noted below or
on the chain-of custody and/or the sample condition upon receipt form (SCUR) attached at the end of this report.
Hold Time:
The samples were analyzed within the method required hold times with any exceptions noted below.
Initial Calibrations (including MS Tune as applicable):
All criteria were within method requirements with any exceptions noted below.
Continuing Calibration:
All criteria were within method requirements with any exceptions noted below.
Surrogates:
All surrogates were within QC limits with any exceptions noted below.
Method Blank:
All analytes were below the report limit in the method blank, where applicable, with any exceptions noted below.
Laboratory Control Spike:
All laboratory control spike compounds were within QC limits with any exceptions noted below.
Matrix Spikes:
All percent recoveries and relative percent differences (RPDs) were within acceptance criteria with any exceptions noted below.
Additional Comments:
REPORT OF LABORATORY ANALYSIS
This report shall not be reproduced, except in full,
without the written consent of Pace Analytical Services, Inc..
Pace Analytical Services, Inc.
9800 Kincey Ave. Suite 100
Huntersville, NC 28078
[phone]
Page 4 of 40
#=NA#
PROJECT NARRATIVE
Pace Project No.:
Project:
92311854
BCSS Accelerated Remediation
Method:
Client:HDR Engineering
EPA 200.7
Date:September 20, 2016
Description:200.7 MET ICP
General Information:
1 sample was analyzed for EPA 200.7. All samples were received in acceptable condition with any exceptions noted below or on the
chain-of custody and/or the sample condition upon receipt form (SCUR) attached at the end of this report.
Hold Time:
The samples were analyzed within the method required hold times with any exceptions noted below.
Sample Preparation:
The samples were prepared in accordance with EPA 200.7 with any exceptions noted below.
Initial Calibrations (including MS Tune as applicable):
All criteria were within method requirements with any exceptions noted below.
Continuing Calibration:
All criteria were within method requirements with any exceptions noted below.
Method Blank:
All analytes were below the report limit in the method blank, where applicable, with any exceptions noted below.
Laboratory Control Spike:
All laboratory control spike compounds were within QC limits with any exceptions noted below.
Matrix Spikes:
All percent recoveries and relative percent differences (RPDs) were within acceptance criteria with any exceptions noted below.
QC Batch: 328187
A matrix spike and/or matrix spike duplicate (MS/MSD) were performed on the following sample(s): 92311647004,92311847001
M1: Matrix spike recovery exceeded QC limits. Batch accepted based on laboratory control sample (LCS) recovery.
• MS (Lab ID: 1818789)
• Aluminum
• MSD (Lab ID: 1818790)
• Aluminum
Additional Comments:
REPORT OF LABORATORY ANALYSIS
This report shall not be reproduced, except in full,
without the written consent of Pace Analytical Services, Inc..
Pace Analytical Services, Inc.
9800 Kincey Ave. Suite 100
Huntersville, NC 28078
[phone]
Page 5 of 40
#=NA#
PROJECT NARRATIVE
Pace Project No.:
Project:
92311854
BCSS Accelerated Remediation
Method:
Client:HDR Engineering
EPA 200.8 Rev 5.4
Date:September 20, 2016
Description:200.8 MET ICPMS
General Information:
1 sample was analyzed for EPA 200.8 Rev 5.4. All samples were received in acceptable condition with any exceptions noted below or
on the chain-of custody and/or the sample condition upon receipt form (SCUR) attached at the end of this report.
Hold Time:
The samples were analyzed within the method required hold times with any exceptions noted below.
Sample Preparation:
The samples were prepared in accordance with EPA 200.8 Rev 5.4 with any exceptions noted below.
Initial Calibrations (including MS Tune as applicable):
All criteria were within method requirements with any exceptions noted below.
Continuing Calibration:
All criteria were within method requirements with any exceptions noted below.
Internal Standards:
All internal standards were within QC limits with any exceptions noted below.
Method Blank:
All analytes were below the report limit in the method blank, where applicable, with any exceptions noted below.
Laboratory Control Spike:
All laboratory control spike compounds were within QC limits with any exceptions noted below.
Matrix Spikes:
All percent recoveries and relative percent differences (RPDs) were within acceptance criteria with any exceptions noted below.
Additional Comments:
REPORT OF LABORATORY ANALYSIS
This report shall not be reproduced, except in full,
without the written consent of Pace Analytical Services, Inc..
Pace Analytical Services, Inc.
9800 Kincey Ave. Suite 100
Huntersville, NC 28078
[phone]
Page 6 of 40
#=NA#
PROJECT NARRATIVE
Pace Project No.:
Project:
92311854
BCSS Accelerated Remediation
Method:
Client:HDR Engineering
EPA 245.1
Date:September 20, 2016
Description:245.1 Mercury
General Information:
1 sample was analyzed for EPA 245.1. All samples were received in acceptable condition with any exceptions noted below or on the
chain-of custody and/or the sample condition upon receipt form (SCUR) attached at the end of this report.
Hold Time:
The samples were analyzed within the method required hold times with any exceptions noted below.
Sample Preparation:
The samples were prepared in accordance with EPA 245.1 with any exceptions noted below.
Initial Calibrations (including MS Tune as applicable):
All criteria were within method requirements with any exceptions noted below.
Continuing Calibration:
All criteria were within method requirements with any exceptions noted below.
Method Blank:
All analytes were below the report limit in the method blank, where applicable, with any exceptions noted below.
Laboratory Control Spike:
All laboratory control spike compounds were within QC limits with any exceptions noted below.
Matrix Spikes:
All percent recoveries and relative percent differences (RPDs) were within acceptance criteria with any exceptions noted below.
Additional Comments:
REPORT OF LABORATORY ANALYSIS
This report shall not be reproduced, except in full,
without the written consent of Pace Analytical Services, Inc..
Pace Analytical Services, Inc.
9800 Kincey Ave. Suite 100
Huntersville, NC 28078
[phone]
Page 7 of 40
#=NA#
PROJECT NARRATIVE
Pace Project No.:
Project:
92311854
BCSS Accelerated Remediation
Method:
Client:HDR Engineering
SM 2320B
Date:September 20, 2016
Description:2320B Alkalinity
General Information:
1 sample was analyzed for SM 2320B. All samples were received in acceptable condition with any exceptions noted below or on the
chain-of custody and/or the sample condition upon receipt form (SCUR) attached at the end of this report.
Hold Time:
The samples were analyzed within the method required hold times with any exceptions noted below.
Method Blank:
All analytes were below the report limit in the method blank, where applicable, with any exceptions noted below.
Laboratory Control Spike:
All laboratory control spike compounds were within QC limits with any exceptions noted below.
Matrix Spikes:
All percent recoveries and relative percent differences (RPDs) were within acceptance criteria with any exceptions noted below.
Additional Comments:
REPORT OF LABORATORY ANALYSIS
This report shall not be reproduced, except in full,
without the written consent of Pace Analytical Services, Inc..
Pace Analytical Services, Inc.
9800 Kincey Ave. Suite 100
Huntersville, NC 28078
[phone]
Page 8 of 40
#=NA#
PROJECT NARRATIVE
Pace Project No.:
Project:
92311854
BCSS Accelerated Remediation
Method:
Client:HDR Engineering
SM 2540C
Date:September 20, 2016
Description:2540C Total Dissolved Solids
General Information:
1 sample was analyzed for SM 2540C. All samples were received in acceptable condition with any exceptions noted below or on the
chain-of custody and/or the sample condition upon receipt form (SCUR) attached at the end of this report.
Hold Time:
The samples were analyzed within the method required hold times with any exceptions noted below.
Method Blank:
All analytes were below the report limit in the method blank, where applicable, with any exceptions noted below.
Laboratory Control Spike:
All laboratory control spike compounds were within QC limits with any exceptions noted below.
Matrix Spikes:
All percent recoveries and relative percent differences (RPDs) were within acceptance criteria with any exceptions noted below.
Duplicate Sample:
All duplicate sample results were within method acceptance criteria with any exceptions noted below.
Additional Comments:
REPORT OF LABORATORY ANALYSIS
This report shall not be reproduced, except in full,
without the written consent of Pace Analytical Services, Inc..
Pace Analytical Services, Inc.
9800 Kincey Ave. Suite 100
Huntersville, NC 28078
[phone]
Page 9 of 40
#=NA#
PROJECT NARRATIVE
Pace Project No.:
Project:
92311854
BCSS Accelerated Remediation
Method:
Client:HDR Engineering
SM 2540D
Date:September 20, 2016
Description:2540D Total Suspended Solids
General Information:
1 sample was analyzed for SM 2540D. All samples were received in acceptable condition with any exceptions noted below or on the
chain-of custody and/or the sample condition upon receipt form (SCUR) attached at the end of this report.
Hold Time:
The samples were analyzed within the method required hold times with any exceptions noted below.
Method Blank:
All analytes were below the report limit in the method blank, where applicable, with any exceptions noted below.
Laboratory Control Spike:
All laboratory control spike compounds were within QC limits with any exceptions noted below.
Matrix Spikes:
All percent recoveries and relative percent differences (RPDs) were within acceptance criteria with any exceptions noted below.
Duplicate Sample:
All duplicate sample results were within method acceptance criteria with any exceptions noted below.
QC Batch: 328583
D6: The precision between the sample and sample duplicate exceeded laboratory control limits.
• DUP (Lab ID: 1821350)
• Total Suspended Solids
Additional Comments:
REPORT OF LABORATORY ANALYSIS
This report shall not be reproduced, except in full,
without the written consent of Pace Analytical Services, Inc..
Pace Analytical Services, Inc.
9800 Kincey Ave. Suite 100
Huntersville, NC 28078
[phone]
Page 10 of 40
#=NA#
PROJECT NARRATIVE
Pace Project No.:
Project:
92311854
BCSS Accelerated Remediation
Method:
Client:HDR Engineering
SM 4500-S2D
Date:September 20, 2016
Description:4500S2D Sulfide Water
General Information:
1 sample was analyzed for SM 4500-S2D. All samples were received in acceptable condition with any exceptions noted below or on
the chain-of custody and/or the sample condition upon receipt form (SCUR) attached at the end of this report.
Hold Time:
The samples were analyzed within the method required hold times with any exceptions noted below.
Method Blank:
All analytes were below the report limit in the method blank, where applicable, with any exceptions noted below.
Laboratory Control Spike:
All laboratory control spike compounds were within QC limits with any exceptions noted below.
Matrix Spikes:
All percent recoveries and relative percent differences (RPDs) were within acceptance criteria with any exceptions noted below.
Additional Comments:
REPORT OF LABORATORY ANALYSIS
This report shall not be reproduced, except in full,
without the written consent of Pace Analytical Services, Inc..
Pace Analytical Services, Inc.
9800 Kincey Ave. Suite 100
Huntersville, NC 28078
[phone]
Page 11 of 40
#=NA#
PROJECT NARRATIVE
Pace Project No.:
Project:
92311854
BCSS Accelerated Remediation
Method:
Client:HDR Engineering
EPA 218.7
Date:September 20, 2016
Description:Hexavalent Chromium by IC
General Information:
1 sample was analyzed for EPA 218.7. All samples were received in acceptable condition with any exceptions noted below or on the
chain-of custody and/or the sample condition upon receipt form (SCUR) attached at the end of this report.
Hold Time:
The samples were analyzed within the method required hold times with any exceptions noted below.
Method Blank:
All analytes were below the report limit in the method blank, where applicable, with any exceptions noted below.
Laboratory Control Spike:
All laboratory control spike compounds were within QC limits with any exceptions noted below.
Matrix Spikes:
All percent recoveries and relative percent differences (RPDs) were within acceptance criteria with any exceptions noted below.
Additional Comments:
REPORT OF LABORATORY ANALYSIS
This report shall not be reproduced, except in full,
without the written consent of Pace Analytical Services, Inc..
Pace Analytical Services, Inc.
9800 Kincey Ave. Suite 100
Huntersville, NC 28078
[phone]
Page 12 of 40
#=NA#
PROJECT NARRATIVE
Pace Project No.:
Project:
92311854
BCSS Accelerated Remediation
Method:
Client:HDR Engineering
EPA 300.0
Date:September 20, 2016
Description:300.0 IC Anions 28 Days
General Information:
1 sample was analyzed for EPA 300.0. All samples were received in acceptable condition with any exceptions noted below or on the
chain-of custody and/or the sample condition upon receipt form (SCUR) attached at the end of this report.
Hold Time:
The samples were analyzed within the method required hold times with any exceptions noted below.
Method Blank:
All analytes were below the report limit in the method blank, where applicable, with any exceptions noted below.
Laboratory Control Spike:
All laboratory control spike compounds were within QC limits with any exceptions noted below.
Matrix Spikes:
All percent recoveries and relative percent differences (RPDs) were within acceptance criteria with any exceptions noted below.
Additional Comments:
REPORT OF LABORATORY ANALYSIS
This report shall not be reproduced, except in full,
without the written consent of Pace Analytical Services, Inc..
Pace Analytical Services, Inc.
9800 Kincey Ave. Suite 100
Huntersville, NC 28078
[phone]
Page 13 of 40
#=NA#
PROJECT NARRATIVE
Pace Project No.:
Project:
92311854
BCSS Accelerated Remediation
Method:
Client:HDR Engineering
EPA 350.1 1993 Rev 2.0
Date:September 20, 2016
Description:350.1 Ammonia
General Information:
1 sample was analyzed for EPA 350.1 1993 Rev 2.0. All samples were received in acceptable condition with any exceptions noted
below or on the chain-of custody and/or the sample condition upon receipt form (SCUR) attached at the end of this report.
Hold Time:
The samples were analyzed within the method required hold times with any exceptions noted below.
Method Blank:
All analytes were below the report limit in the method blank, where applicable, with any exceptions noted below.
Laboratory Control Spike:
All laboratory control spike compounds were within QC limits with any exceptions noted below.
Matrix Spikes:
All percent recoveries and relative percent differences (RPDs) were within acceptance criteria with any exceptions noted below.
QC Batch: 328388
A matrix spike and/or matrix spike duplicate (MS/MSD) were performed on the following sample(s): 92311266001,92311331001
M1: Matrix spike recovery exceeded QC limits. Batch accepted based on laboratory control sample (LCS) recovery.
• MS (Lab ID: 1820052)
• Nitrogen, Ammonia
• MSD (Lab ID: 1820053)
• Nitrogen, Ammonia
Additional Comments:
REPORT OF LABORATORY ANALYSIS
This report shall not be reproduced, except in full,
without the written consent of Pace Analytical Services, Inc..
Pace Analytical Services, Inc.
9800 Kincey Ave. Suite 100
Huntersville, NC 28078
[phone]
Page 14 of 40
#=NA#
PROJECT NARRATIVE
Pace Project No.:
Project:
92311854
BCSS Accelerated Remediation
Method:
Client:HDR Engineering
EPA 353.2
Date:September 20, 2016
Description:353.2 Nitrogen, NO2/NO3 unpres
General Information:
1 sample was analyzed for EPA 353.2. All samples were received in acceptable condition with any exceptions noted below or on the
chain-of custody and/or the sample condition upon receipt form (SCUR) attached at the end of this report.
Hold Time:
The samples were analyzed within the method required hold times with any exceptions noted below.
Method Blank:
All analytes were below the report limit in the method blank, where applicable, with any exceptions noted below.
Laboratory Control Spike:
All laboratory control spike compounds were within QC limits with any exceptions noted below.
Matrix Spikes:
All percent recoveries and relative percent differences (RPDs) were within acceptance criteria with any exceptions noted below.
QC Batch: 328072
A matrix spike and/or matrix spike duplicate (MS/MSD) were performed on the following sample(s): 92311854001
M1: Matrix spike recovery exceeded QC limits. Batch accepted based on laboratory control sample (LCS) recovery.
• MS (Lab ID: 1818066)
• Nitrogen, Nitrite
• MSD (Lab ID: 1818067)
• Nitrogen, Nitrite
Additional Comments:
REPORT OF LABORATORY ANALYSIS
This report shall not be reproduced, except in full,
without the written consent of Pace Analytical Services, Inc..
Pace Analytical Services, Inc.
9800 Kincey Ave. Suite 100
Huntersville, NC 28078
[phone]
Page 15 of 40
#=NA#
PROJECT NARRATIVE
Pace Project No.:
Project:
92311854
BCSS Accelerated Remediation
Method:
Client:HDR Engineering
SM 4500-Cl-E
Date:September 20, 2016
Description:4500 Chloride
General Information:
1 sample was analyzed for SM 4500-Cl-E. All samples were received in acceptable condition with any exceptions noted below or on
the chain-of custody and/or the sample condition upon receipt form (SCUR) attached at the end of this report.
Hold Time:
The samples were analyzed within the method required hold times with any exceptions noted below.
Method Blank:
All analytes were below the report limit in the method blank, where applicable, with any exceptions noted below.
Laboratory Control Spike:
All laboratory control spike compounds were within QC limits with any exceptions noted below.
Matrix Spikes:
All percent recoveries and relative percent differences (RPDs) were within acceptance criteria with any exceptions noted below.
QC Batch: 328523
A matrix spike and/or matrix spike duplicate (MS/MSD) were performed on the following sample(s): 92311363001,92311971001
M1: Matrix spike recovery exceeded QC limits. Batch accepted based on laboratory control sample (LCS) recovery.
• MS (Lab ID: 1820943)
• Chloride
• MSD (Lab ID: 1820944)
• Chloride
M6: Matrix spike and Matrix spike duplicate recovery not evaluated against control limits due to sample dilution.
• MS (Lab ID: 1820941)
• Chloride
• MSD (Lab ID: 1820942)
• Chloride
Additional Comments:
REPORT OF LABORATORY ANALYSIS
This report shall not be reproduced, except in full,
without the written consent of Pace Analytical Services, Inc..
Pace Analytical Services, Inc.
9800 Kincey Ave. Suite 100
Huntersville, NC 28078
[phone]
Page 16 of 40
#=NA#
PROJECT NARRATIVE
Pace Project No.:
Project:
92311854
BCSS Accelerated Remediation
Method:
Client:HDR Engineering
SM 5310B
Date:September 20, 2016
Description:5310B TOC
General Information:
1 sample was analyzed for SM 5310B. All samples were received in acceptable condition with any exceptions noted below or on the
chain-of custody and/or the sample condition upon receipt form (SCUR) attached at the end of this report.
Hold Time:
The samples were analyzed within the method required hold times with any exceptions noted below.
Method Blank:
All analytes were below the report limit in the method blank, where applicable, with any exceptions noted below.
Laboratory Control Spike:
All laboratory control spike compounds were within QC limits with any exceptions noted below.
Matrix Spikes:
All percent recoveries and relative percent differences (RPDs) were within acceptance criteria with any exceptions noted below.
Additional Comments:
This data package has been reviewed for quality and completeness and is approved for release.
REPORT OF LABORATORY ANALYSIS
This report shall not be reproduced, except in full,
without the written consent of Pace Analytical Services, Inc..
Pace Analytical Services, Inc.
9800 Kincey Ave. Suite 100
Huntersville, NC 28078
[phone]
Page 17 of 40
#=AR#
ANALYTICAL RESULTS
Pace Project No.:
Project:
92311854
BCSS Accelerated Remediation
Sample:BCSS EW-2 Lab ID:92311854001 Collected:09/08/16 13:45 Received:09/09/16 16:30 Matrix:Water
Parameters Results Units DF Prepared Analyzed CAS No.QualReport Limit
Analytical Method: RSK 175 ModifiedRSK 175 Headspace
Methane ND ug/L 09/12/16 13:54 74-82-8 N210.0 1
Analytical Method: EPA 200.7 Preparation Method: EPA 200.7200.7 MET ICP
Aluminum 228 ug/L 09/13/16 20:05 7429-90-509/12/16 21:301001
Barium 424 ug/L 09/13/16 20:05 7440-39-309/12/16 21:305.0 1
Boron 8460 ug/L 09/13/16 20:05 7440-42-809/12/16 21:3050.0 1
Calcium 141000 ug/L 09/14/16 14:48 7440-70-209/12/16 21:305005
Iron 1560 ug/L 09/13/16 20:05 7439-89-609/12/16 21:3050.0 1
Lead ND ug/L 09/13/16 20:05 7439-92-109/12/16 21:305.0 1
Magnesium 52700 ug/L 09/13/16 20:05 7439-95-409/12/16 21:301001
Manganese 3720 ug/L 09/13/16 20:05 7439-96-509/12/16 21:305.0 1
Potassium 7380 ug/L 09/13/16 20:05 7440-09-709/12/16 21:3050001
Sodium 16000 ug/L 09/13/16 20:05 7440-23-509/12/16 21:3050001
Strontium 751 ug/L 09/13/16 20:05 7440-24-609/12/16 21:305.0 1
Zinc 13.0 ug/L 09/13/16 20:05 7440-66-609/12/16 21:3010.0 1
Analytical Method: EPA 200.8 Rev 5.4 Preparation Method: EPA 200.8 Rev 5.4200.8 MET ICPMS
Antimony ND ug/L 09/14/16 20:05 7440-36-009/13/16 18:450.50 1
Arsenic 1.7 ug/L 09/14/16 20:05 7440-38-209/13/16 18:450.10 1
Beryllium 11.5 ug/L 09/14/16 20:05 7440-41-709/13/16 18:450.10 1
Cadmium 1.5 ug/L 09/14/16 20:05 7440-43-909/13/16 18:450.080 1
Chromium 0.82 ug/L 09/14/16 20:05 7440-47-309/13/16 18:450.50 1
Cobalt 9.5 ug/L 09/14/16 20:05 7440-48-409/13/16 18:450.10 1
Copper 0.56 ug/L 09/14/16 20:05 7440-50-809/13/16 18:450.50 1
Lead 0.35 ug/L 09/14/16 20:05 7439-92-109/13/16 18:450.10 1
Molybdenum 0.83 ug/L 09/14/16 20:05 7439-98-709/13/16 18:450.50 1
Nickel 6.9 ug/L 09/14/16 20:05 7440-02-009/13/16 18:450.50 1
Selenium 6.5 ug/L 09/14/16 20:05 7782-49-209/13/16 18:450.50 1
Thallium 0.47 ug/L 09/14/16 20:05 7440-28-009/13/16 18:450.10 1
Vanadium ND ug/L 09/14/16 20:05 7440-62-209/13/16 18:450.30 1
Analytical Method: EPA 245.1 Preparation Method: EPA 245.1245.1 Mercury
Mercury ND ug/L 09/20/16 13:37 7439-97-609/17/16 05:500.20 1
Analytical Method: SM 2320B2320B Alkalinity
Alkalinity, Total as CaCO3 ND mg/L 09/14/16 15:585.0 1
Analytical Method: SM 2540C2540C Total Dissolved Solids
Total Dissolved Solids 1060 mg/L 09/14/16 17:3050.0 1
Analytical Method: SM 2540D2540D Total Suspended Solids
Total Suspended Solids ND mg/L 09/14/16 23:302.5 1
Analytical Method: SM 4500-S2D4500S2D Sulfide Water
Sulfide ND mg/L 09/14/16 01:26 18496-25-80.10 1
REPORT OF LABORATORY ANALYSIS
This report shall not be reproduced, except in full,
without the written consent of Pace Analytical Services, Inc..Date: 09/20/2016 05:31 PM
Pace Analytical Services, Inc.
9800 Kincey Ave. Suite 100
Huntersville, NC 28078
[phone]
Page 18 of 40
#=AR#
ANALYTICAL RESULTS
Pace Project No.:
Project:
92311854
BCSS Accelerated Remediation
Sample:BCSS EW-2 Lab ID:92311854001 Collected:09/08/16 13:45 Received:09/09/16 16:30 Matrix:Water
Parameters Results Units DF Prepared Analyzed CAS No.QualReport Limit
Analytical Method: EPA 218.7Hexavalent Chromium by IC
Chromium, Hexavalent ND ug/L 09/19/16 15:23 18540-29-90.030 1
Analytical Method: EPA 300.0300.0 IC Anions 28 Days
Sulfate 43.9 mg/L 09/11/16 18:40 14808-79-86.0 3
Analytical Method: EPA 350.1 1993 Rev 2.0350.1 Ammonia
Nitrogen, Ammonia ND mg/L 09/14/16 03:18 7664-41-70.10 1
Analytical Method: EPA 353.2353.2 Nitrogen, NO2/NO3 unpres
Nitrogen, Nitrate 0.092 mg/L 09/10/16 05:340.020 1
Nitrogen, Nitrite ND mg/L 09/10/16 05:34 M10.020 1
Analytical Method: SM 4500-Cl-E4500 Chloride
Chloride 496 mg/L 09/15/16 23:26 16887-00-650.0 50
Analytical Method: SM 5310B5310B TOC
Total Organic Carbon ND mg/L 09/16/16 09:33 7440-44-01.0 1
REPORT OF LABORATORY ANALYSIS
This report shall not be reproduced, except in full,
without the written consent of Pace Analytical Services, Inc..Date: 09/20/2016 05:31 PM
Pace Analytical Services, Inc.
9800 Kincey Ave. Suite 100
Huntersville, NC 28078
[phone]
Page 19 of 40
#=QC#
QUALITY CONTROL DATA
Pace Project No.:
Project:
92311854
BCSS Accelerated Remediation
Results presented on this page are in the units indicated by the "Units" column except where an alternate unit is presented to the right of the result.
QC Batch:
QC Batch Method:
Analysis Method:
Analysis Description:
328132
RSK 175 Modified
RSK 175 Modified
RSK 175 HEADSPACE
Associated Lab Samples:92311854001
Parameter Units
Blank
Result
Reporting
Limit Qualifiers
METHOD BLANK:1818353
Associated Lab Samples:92311854001
Matrix:Water
Analyzed
Methane ug/L ND 10.0 N209/12/16 10:21
Parameter Units
LCS
Result
% Rec
Limits Qualifiers% RecConc.
1818354LABORATORY CONTROL SAMPLE & LCSD:
LCSSpike LCSD
% Rec RPD
Max
RPD
LCSD
Result
1818355
Methane ug/L 412 N239610470-13098389 6 20
REPORT OF LABORATORY ANALYSIS
This report shall not be reproduced, except in full,
without the written consent of Pace Analytical Services, Inc..Date: 09/20/2016 05:31 PM
Pace Analytical Services, Inc.
9800 Kincey Ave. Suite 100
Huntersville, NC 28078
[phone]
Page 20 of 40
#=QC#
QUALITY CONTROL DATA
Pace Project No.:
Project:
92311854
BCSS Accelerated Remediation
Results presented on this page are in the units indicated by the "Units" column except where an alternate unit is presented to the right of the result.
QC Batch:
QC Batch Method:
Analysis Method:
Analysis Description:
328143
EPA 245.1
EPA 245.1
245.1 Mercury
Associated Lab Samples:92311854001
Parameter Units
Blank
Result
Reporting
Limit Qualifiers
METHOD BLANK:1818475
Associated Lab Samples:92311854001
Matrix:Water
Analyzed
Mercury ug/L ND 0.20 09/20/16 13:37
Parameter Units
LCS
Result
% Rec
Limits Qualifiers% RecConc.
1818476LABORATORY CONTROL SAMPLE:
LCSSpike
Mercury ug/L 2.72.5 107 85-115
Parameter Units
MS
Result
% Rec
Limits Qual% RecConc.
1818477MATRIX SPIKE & MATRIX SPIKE DUPLICATE:
MSSpike
Result
92311423005
1818478
MSD
Result
MSD
% Rec RPD
MSDMS
Spike
Conc.
Mercury ug/L 2.5 79 70-13095 82.52.6 4.6 5.0
Parameter Units
MS
Result
% Rec
Limits Qual% RecConc.
1818479MATRIX SPIKE & MATRIX SPIKE DUPLICATE:
MSSpike
Result
92311693006
1818480
MSD
Result
MSD
% Rec RPD
MSDMS
Spike
Conc.
Mercury ug/L 2.5 99 70-130100 22.5ND 2.6 2.6
REPORT OF LABORATORY ANALYSIS
This report shall not be reproduced, except in full,
without the written consent of Pace Analytical Services, Inc..Date: 09/20/2016 05:31 PM
Pace Analytical Services, Inc.
9800 Kincey Ave. Suite 100
Huntersville, NC 28078
[phone]
Page 21 of 40
#=QC#
QUALITY CONTROL DATA
Pace Project No.:
Project:
92311854
BCSS Accelerated Remediation
Results presented on this page are in the units indicated by the "Units" column except where an alternate unit is presented to the right of the result.
QC Batch:
QC Batch Method:
Analysis Method:
Analysis Description:
328187
EPA 200.7
EPA 200.7
200.7 MET
Associated Lab Samples:92311854001
Parameter Units
Blank
Result
Reporting
Limit Qualifiers
METHOD BLANK:1818785
Associated Lab Samples:92311854001
Matrix:Water
Analyzed
Aluminum ug/L ND 100 09/13/16 19:32
Barium ug/L ND 5.0 09/13/16 19:32
Boron ug/L ND 50.0 09/13/16 19:32
Calcium ug/L ND 100 09/14/16 14:44
Iron ug/L ND 50.0 09/13/16 19:32
Lead ug/L ND 5.0 09/13/16 19:32
Magnesium ug/L ND 100 09/13/16 19:32
Manganese ug/L ND 5.0 09/13/16 19:32
Potassium ug/L ND 5000 09/13/16 19:32
Sodium ug/L ND 5000 09/13/16 19:32
Strontium ug/L ND 5.0 09/13/16 19:32
Zinc ug/L ND 10.0 09/13/16 19:32
Parameter Units
LCS
Result
% Rec
Limits Qualifiers% RecConc.
1818786LABORATORY CONTROL SAMPLE:
LCSSpike
Aluminum ug/L 50405000 101 85-115
Barium ug/L 517500 103 85-115
Boron ug/L 491500 98 85-115
Calcium ug/L 52905000 106 85-115
Iron ug/L 47705000 95 85-115
Lead ug/L 478500 96 85-115
Magnesium ug/L 49005000 98 85-115
Manganese ug/L 493500 99 85-115
Potassium ug/L 4800J5000 96 85-115
Sodium ug/L 4860J5000 97 85-115
Strontium ug/L 493500 99 85-115
Zinc ug/L 486500 97 85-115
Parameter Units
MS
Result
% Rec
Limits Qual% RecConc.
1818787MATRIX SPIKE & MATRIX SPIKE DUPLICATE:
MSSpike
Result
92311847001
1818788
MSD
Result
MSD
% Rec RPD
MSDMS
Spike
Conc.
Aluminum ug/L 5000 97 70-13099 2500016350005120
Barium ug/L 500 100 70-130102 250013.5 512 522
Boron ug/L 500 97 70-130100 3500185668686
Calcium ug/L 5000 96 70-13098 15000150001980019900
Iron ug/L 5000 90 70-13093 3500057350905240
REPORT OF LABORATORY ANALYSIS
This report shall not be reproduced, except in full,
without the written consent of Pace Analytical Services, Inc..Date: 09/20/2016 05:31 PM
Pace Analytical Services, Inc.
9800 Kincey Ave. Suite 100
Huntersville, NC 28078
[phone]
Page 22 of 40
#=QC#
QUALITY CONTROL DATA
Pace Project No.:
Project:
92311854
BCSS Accelerated Remediation
Results presented on this page are in the units indicated by the "Units" column except where an alternate unit is presented to the right of the result.
Parameter Units
MS
Result
% Rec
Limits Qual% RecConc.
1818787MATRIX SPIKE & MATRIX SPIKE DUPLICATE:
MSSpike
Result
92311847001
1818788
MSD
Result
MSD
% Rec RPD
MSDMS
Spike
Conc.
Lead ug/L 500 89 70-13091 3500ND446458
Magnesium ug/L 5000 91 70-13095 25000343079808170
Manganese ug/L 500 93 70-13096 350039.8 504 519
Potassium ug/L 5000 93 70-13095 05000180002260022700
Sodium ug/L 5000 82 70-13088 05000104000108000108000
Strontium ug/L 500 95 70-13096 250054.9 528 537
Zinc ug/L 500 92 70-13095 350094.0 553 567
Parameter Units
MS
Result
% Rec
Limits Qual% RecConc.
1818789MATRIX SPIKE & MATRIX SPIKE DUPLICATE:
MSSpike
Result
92311647004
1818790
MSD
Result
MSD
% Rec RPD
MSDMS
Spike
Conc.
Aluminum ug/L M1500013670-130138 15000304098709930
Barium ug/L 500 102 70-130102 050093.9 603 605
Boron ug/L 500 97 70-13097 050052.7 536 536
Calcium ug/L 5000 105 70-130108 05000231002830028500
Iron ug/L 5000 101 70-130101 05000400090309060
Lead ug/L 500 91 70-13091 1500ND460457
Magnesium ug/L 5000 99 70-13099 0500065001150011400
Manganese ug/L 500 96 70-13096 050080.7 562 560
Potassium ug/L 5000 99 70-130101 15000118001670016800
Sodium ug/L 5000 96 70-13096 05000ND90409060
Strontium ug/L 500 96 70-13096 050084.8 566 566
Zinc ug/L 500 92 70-13092 150042.1 503 500
REPORT OF LABORATORY ANALYSIS
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without the written consent of Pace Analytical Services, Inc..Date: 09/20/2016 05:31 PM
Pace Analytical Services, Inc.
9800 Kincey Ave. Suite 100
Huntersville, NC 28078
[phone]
Page 23 of 40
#=QC#
QUALITY CONTROL DATA
Pace Project No.:
Project:
92311854
BCSS Accelerated Remediation
Results presented on this page are in the units indicated by the "Units" column except where an alternate unit is presented to the right of the result.
QC Batch:
QC Batch Method:
Analysis Method:
Analysis Description:
328336
EPA 200.8 Rev 5.4
EPA 200.8 Rev 5.4
200.8 MET
Associated Lab Samples:92311854001
Parameter Units
Blank
Result
Reporting
Limit Qualifiers
METHOD BLANK:1819664
Associated Lab Samples:92311854001
Matrix:Water
Analyzed
Antimony ug/L ND 0.50 09/14/16 18:39
Arsenic ug/L ND 0.10 09/14/16 18:39
Beryllium ug/L ND 0.10 09/14/16 18:39
Cadmium ug/L ND 0.080 09/14/16 18:39
Chromium ug/L ND 0.50 09/14/16 18:39
Cobalt ug/L ND 0.10 09/14/16 18:39
Copper ug/L ND 0.50 09/14/16 18:39
Lead ug/L ND 0.10 09/14/16 18:39
Molybdenum ug/L ND 0.50 09/14/16 18:39
Nickel ug/L ND 0.50 09/14/16 18:39
Selenium ug/L ND 0.50 09/14/16 18:39
Thallium ug/L ND 0.10 09/14/16 18:39
Vanadium ug/L ND 0.30 09/14/16 18:39
Parameter Units
LCS
Result
% Rec
Limits Qualifiers% RecConc.
1819665LABORATORY CONTROL SAMPLE:
LCSSpike
Antimony ug/L 93.1100 93 85-115
Arsenic ug/L 93.9100 94 85-115
Beryllium ug/L 98.0100 98 85-115
Cadmium ug/L 94.1100 94 85-115
Chromium ug/L 97.7100 98 85-115
Cobalt ug/L 98.4100 98 85-115
Copper ug/L 99.2100 99 85-115
Lead ug/L 96.3100 96 85-115
Molybdenum ug/L 95.2100 95 85-115
Nickel ug/L 97.3100 97 85-115
Selenium ug/L 91.8100 92 85-115
Thallium ug/L 96.5100 96 85-115
Vanadium ug/L 96.6100 97 85-115
Parameter Units
MS
Result
% Rec
Limits Qual% RecConc.
1819666MATRIX SPIKE & MATRIX SPIKE DUPLICATE:
MSSpike
Result
92311888001
1819667
MSD
Result
MSD
% Rec RPD
MSDMS
Spike
Conc.
Antimony ug/L 100 97 70-13097 01004.0 101 101
Arsenic ug/L 100 96 70-13095 110028.9 125 123
Beryllium ug/L 100 98 70-13099 11000.038J 98.2 99.0
REPORT OF LABORATORY ANALYSIS
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without the written consent of Pace Analytical Services, Inc..Date: 09/20/2016 05:31 PM
Pace Analytical Services, Inc.
9800 Kincey Ave. Suite 100
Huntersville, NC 28078
[phone]
Page 24 of 40
#=QC#
QUALITY CONTROL DATA
Pace Project No.:
Project:
92311854
BCSS Accelerated Remediation
Results presented on this page are in the units indicated by the "Units" column except where an alternate unit is presented to the right of the result.
Parameter Units
MS
Result
% Rec
Limits Qual% RecConc.
1819666MATRIX SPIKE & MATRIX SPIKE DUPLICATE:
MSSpike
Result
92311888001
1819667
MSD
Result
MSD
% Rec RPD
MSDMS
Spike
Conc.
Cadmium ug/L 100 96 70-13096 0100ND96.0 96.2
Chromium ug/L 100 97 70-13097 01000.51 97.7 97.8
Cobalt ug/L 100 98 70-13099 11001.0 99.1 100
Copper ug/L 100 97 70-13097 01002.8 99.6 99.6
Lead ug/L 100 95 70-13095 01000.54 96.0 95.8
Molybdenum ug/L 100 98 70-13098 010010.6 109 109
Nickel ug/L 100 95 70-13095 01004.4 99.1 99.4
Selenium ug/L 100 93 70-13094 01001.5 95.0 95.3
Thallium ug/L 100 96 70-13095 11000.060J 95.7 95.2
Vanadium ug/L 100 99 70-13098 010022.6 121 121
Parameter Units
MS
Result
% Rec
Limits Qual% RecConc.
1819668MATRIX SPIKE & MATRIX SPIKE DUPLICATE:
MSSpike
Result
92311904006
1819669
MSD
Result
MSD
% Rec RPD
MSDMS
Spike
Conc.
Antimony ug/L 100 95 70-13096 11000.66 96.0 96.7
Arsenic ug/L 100 96 70-13097 11000.81 97.2 98.1
Beryllium ug/L 100 102 70-130102 0100ND102102
Cadmium ug/L 100 96 70-13097 2100ND95.6 97.1
Chromium ug/L 100 99 70-130100 01000.54 99.9 100
Cobalt ug/L 100 102 70-130103 11000.087J 102 103
Copper ug/L 100 103 70-130103 01002.1 105 105
Lead ug/L 100 97 70-13098 1100ND97.1 98.1
Molybdenum ug/L 100 96 70-13097 11004.7 101 102
Nickel ug/L 100 100 70-130100 01001.3 101 101
Selenium ug/L 100 94 70-13094 01000.38J 94.5 94.9
Thallium ug/L 100 97 70-13098 2100ND96.7 98.2
Vanadium ug/L 100 99 70-130100 01009.3 109 109
REPORT OF LABORATORY ANALYSIS
This report shall not be reproduced, except in full,
without the written consent of Pace Analytical Services, Inc..Date: 09/20/2016 05:31 PM
Pace Analytical Services, Inc.
9800 Kincey Ave. Suite 100
Huntersville, NC 28078
[phone]
Page 25 of 40
#=QC#
QUALITY CONTROL DATA
Pace Project No.:
Project:
92311854
BCSS Accelerated Remediation
Results presented on this page are in the units indicated by the "Units" column except where an alternate unit is presented to the right of the result.
QC Batch:
QC Batch Method:
Analysis Method:
Analysis Description:
328234
SM 2320B
SM 2320B
2320B Alkalinity
Associated Lab Samples:92311854001
Parameter Units
Blank
Result
Reporting
Limit Qualifiers
METHOD BLANK:1818913
Associated Lab Samples:92311854001
Matrix:Water
Analyzed
Alkalinity, Total as CaCO3 mg/L ND 5.0 09/14/16 11:40
Parameter Units
LCS
Result
% Rec
Limits Qualifiers% RecConc.
1818914LABORATORY CONTROL SAMPLE:
LCSSpike
Alkalinity, Total as CaCO3 mg/L 48.250 96 80-120
Parameter Units
MS
Result
% Rec
Limits Qual% RecConc.
1818915MATRIX SPIKE & MATRIX SPIKE DUPLICATE:
MSSpike
Result
92311888004
1818916
MSD
Result
MSD
% Rec RPD
MSDMS
Spike
Conc.
Alkalinity, Total as CaCO3 mg/L 50 102 80-120100 150135186185
Parameter Units
MS
Result
% Rec
Limits Qual% RecConc.
1818917MATRIX SPIKE & MATRIX SPIKE DUPLICATE:
MSSpike
Result
92311904009
1818918
MSD
Result
MSD
% Rec RPD
MSDMS
Spike
Conc.
Alkalinity, Total as CaCO3 mg/L 50 96 80-12096 050ND48.2 48.2
REPORT OF LABORATORY ANALYSIS
This report shall not be reproduced, except in full,
without the written consent of Pace Analytical Services, Inc..Date: 09/20/2016 05:31 PM
Pace Analytical Services, Inc.
9800 Kincey Ave. Suite 100
Huntersville, NC 28078
[phone]
Page 26 of 40
#=QC#
QUALITY CONTROL DATA
Pace Project No.:
Project:
92311854
BCSS Accelerated Remediation
Results presented on this page are in the units indicated by the "Units" column except where an alternate unit is presented to the right of the result.
QC Batch:
QC Batch Method:
Analysis Method:
Analysis Description:
328443
SM 2540C
SM 2540C
2540C Total Dissolved Solids
Associated Lab Samples:92311854001
Parameter Units
Blank
Result
Reporting
Limit Qualifiers
METHOD BLANK:1820306
Associated Lab Samples:92311854001
Matrix:Water
Analyzed
Total Dissolved Solids mg/L ND 25.0 09/14/16 17:30
Parameter Units
LCS
Result
% Rec
Limits Qualifiers% RecConc.
1820307LABORATORY CONTROL SAMPLE:
LCSSpike
Total Dissolved Solids mg/L 250250 100 90-110
Parameter Units
Dup
Result QualifiersRPDResult
92311295041
1820308SAMPLE DUPLICATE:
Total Dissolved Solids mg/L NDND
Parameter Units
Dup
Result QualifiersRPDResult
92311295049
1820309SAMPLE DUPLICATE:
Total Dissolved Solids mg/L NDND
REPORT OF LABORATORY ANALYSIS
This report shall not be reproduced, except in full,
without the written consent of Pace Analytical Services, Inc..Date: 09/20/2016 05:31 PM
Pace Analytical Services, Inc.
9800 Kincey Ave. Suite 100
Huntersville, NC 28078
[phone]
Page 27 of 40
#=QC#
QUALITY CONTROL DATA
Pace Project No.:
Project:
92311854
BCSS Accelerated Remediation
Results presented on this page are in the units indicated by the "Units" column except where an alternate unit is presented to the right of the result.
QC Batch:
QC Batch Method:
Analysis Method:
Analysis Description:
328583
SM 2540D
SM 2540D
2540D Total Suspended Solids
Associated Lab Samples:92311854001
Parameter Units
Blank
Result
Reporting
Limit Qualifiers
METHOD BLANK:1821348
Associated Lab Samples:92311854001
Matrix:Water
Analyzed
Total Suspended Solids mg/L ND 2.5 09/14/16 23:30
Parameter Units
LCS
Result
% Rec
Limits Qualifiers% RecConc.
1821349LABORATORY CONTROL SAMPLE:
LCSSpike
Total Suspended Solids mg/L 248250 99 90-110
Parameter Units
Dup
Result QualifiersRPDResult
92311864002
1821350SAMPLE DUPLICATE:
Total Suspended Solids mg/L 6.5 D6105.9
Parameter Units
Dup
Result QualifiersRPDResult
92311674001
1821351SAMPLE DUPLICATE:
Total Suspended Solids mg/L NDND
REPORT OF LABORATORY ANALYSIS
This report shall not be reproduced, except in full,
without the written consent of Pace Analytical Services, Inc..Date: 09/20/2016 05:31 PM
Pace Analytical Services, Inc.
9800 Kincey Ave. Suite 100
Huntersville, NC 28078
[phone]
Page 28 of 40
#=QC#
QUALITY CONTROL DATA
Pace Project No.:
Project:
92311854
BCSS Accelerated Remediation
Results presented on this page are in the units indicated by the "Units" column except where an alternate unit is presented to the right of the result.
QC Batch:
QC Batch Method:
Analysis Method:
Analysis Description:
328350
SM 4500-S2D
SM 4500-S2D
4500S2D Sulfide Water
Associated Lab Samples:92311854001
Parameter Units
Blank
Result
Reporting
Limit Qualifiers
METHOD BLANK:1819817
Associated Lab Samples:92311854001
Matrix:Water
Analyzed
Sulfide mg/L ND 0.10 09/14/16 01:26
Parameter Units
LCS
Result
% Rec
Limits Qualifiers% RecConc.
1819818LABORATORY CONTROL SAMPLE:
LCSSpike
Sulfide mg/L 0.53.5 106 80-120
Parameter Units
MS
Result
% Rec
Limits Qual% RecConc.
1819819MATRIX SPIKE & MATRIX SPIKE DUPLICATE:
MSSpike
Result
92311840006
1819820
MSD
Result
MSD
% Rec RPD
MSDMS
Spike
Conc.
Sulfide mg/L .5 102 80-120103 1.5ND 0.51 0.51
REPORT OF LABORATORY ANALYSIS
This report shall not be reproduced, except in full,
without the written consent of Pace Analytical Services, Inc..Date: 09/20/2016 05:31 PM
Pace Analytical Services, Inc.
9800 Kincey Ave. Suite 100
Huntersville, NC 28078
[phone]
Page 29 of 40
#=QC#
QUALITY CONTROL DATA
Pace Project No.:
Project:
92311854
BCSS Accelerated Remediation
Results presented on this page are in the units indicated by the "Units" column except where an alternate unit is presented to the right of the result.
QC Batch:
QC Batch Method:
Analysis Method:
Analysis Description:
320989
EPA 218.7
EPA 218.7
Chromium, Hexavalent IC
Associated Lab Samples:92311854001
Parameter Units
Blank
Result
Reporting
Limit Qualifiers
METHOD BLANK:1707753
Associated Lab Samples:92311854001
Matrix:Water
Analyzed
Chromium, Hexavalent ug/L ND 0.030 09/19/16 11:15
Parameter Units
LCS
Result
% Rec
Limits Qualifiers% RecConc.
1707754LABORATORY CONTROL SAMPLE:
LCSSpike
Chromium, Hexavalent ug/L 0.072.075 97 85-115
Parameter Units
MS
Result
% Rec
Limits Qual% RecConc.
1707757MATRIX SPIKE & MATRIX SPIKE DUPLICATE:
MSSpike
Result
92312085003
1707758
MSD
Result
MSD
% Rec RPD
MSDMS
Spike
Conc.
Chromium, Hexavalent ug/L .025 90 85-11598 1.0250.24 0.26 0.26
Parameter Units
MS
Result
% Rec
Limits Qual% RecConc.
1710138MATRIX SPIKE & MATRIX SPIKE DUPLICATE:
MSSpike
Result
92311904011
1710139
MSD
Result
MSD
% Rec RPD
MSDMS
Spike
Conc.
Chromium, Hexavalent ug/L .075 105 85-115106 0.075ND 0.079 0.079
REPORT OF LABORATORY ANALYSIS
This report shall not be reproduced, except in full,
without the written consent of Pace Analytical Services, Inc..Date: 09/20/2016 05:31 PM
Pace Analytical Services, Inc.
9800 Kincey Ave. Suite 100
Huntersville, NC 28078
[phone]
Page 30 of 40
#=QC#
QUALITY CONTROL DATA
Pace Project No.:
Project:
92311854
BCSS Accelerated Remediation
Results presented on this page are in the units indicated by the "Units" column except where an alternate unit is presented to the right of the result.
QC Batch:
QC Batch Method:
Analysis Method:
Analysis Description:
328087
EPA 300.0
EPA 300.0
300.0 IC Anions
Associated Lab Samples:92311854001
Parameter Units
Blank
Result
Reporting
Limit Qualifiers
METHOD BLANK:1818103
Associated Lab Samples:92311854001
Matrix:Water
Analyzed
Sulfate mg/L ND 2.0 09/11/16 16:22
Parameter Units
LCS
Result
% Rec
Limits Qualifiers% RecConc.
1818104LABORATORY CONTROL SAMPLE:
LCSSpike
Sulfate mg/L 19.220 96 90-110
Parameter Units
MS
Result
% Rec
Limits Qual% RecConc.
1818105MATRIX SPIKE & MATRIX SPIKE DUPLICATE:
MSSpike
Result
92311291001
1818106
MSD
Result
MSD
% Rec RPD
MSDMS
Spike
Conc.
Sulfate mg/L 20 105 90-110106 02018.5 39.5 39.7
REPORT OF LABORATORY ANALYSIS
This report shall not be reproduced, except in full,
without the written consent of Pace Analytical Services, Inc..Date: 09/20/2016 05:31 PM
Pace Analytical Services, Inc.
9800 Kincey Ave. Suite 100
Huntersville, NC 28078
[phone]
Page 31 of 40
#=QC#
QUALITY CONTROL DATA
Pace Project No.:
Project:
92311854
BCSS Accelerated Remediation
Results presented on this page are in the units indicated by the "Units" column except where an alternate unit is presented to the right of the result.
QC Batch:
QC Batch Method:
Analysis Method:
Analysis Description:
328388
EPA 350.1 1993 Rev 2.0
EPA 350.1 1993 Rev 2.0
350.1 Ammonia
Associated Lab Samples:92311854001
Parameter Units
Blank
Result
Reporting
Limit Qualifiers
METHOD BLANK:1820050
Associated Lab Samples:92311854001
Matrix:Water
Analyzed
Nitrogen, Ammonia mg/L ND 0.10 09/14/16 03:04
Parameter Units
LCS
Result
% Rec
Limits Qualifiers% RecConc.
1820051LABORATORY CONTROL SAMPLE:
LCSSpike
Nitrogen, Ammonia mg/L 5.45 107 90-110
Parameter Units
MS
Result
% Rec
Limits Qual% RecConc.
1820052MATRIX SPIKE & MATRIX SPIKE DUPLICATE:
MSSpike
Result
92311266001
1820053
MSD
Result
MSD
% Rec RPD
MSDMS
Spike
Conc.
Nitrogen, Ammonia mg/L M1511190-110112 154.9 10.5 10.5
Parameter Units
MS
Result
% Rec
Limits Qual% RecConc.
1820054MATRIX SPIKE & MATRIX SPIKE DUPLICATE:
MSSpike
Result
92311331001
1820055
MSD
Result
MSD
% Rec RPD
MSDMS
Spike
Conc.
Nitrogen, Ammonia mg/L 5 107 90-110107 050.14 5.5 5.5
REPORT OF LABORATORY ANALYSIS
This report shall not be reproduced, except in full,
without the written consent of Pace Analytical Services, Inc..Date: 09/20/2016 05:31 PM
Pace Analytical Services, Inc.
9800 Kincey Ave. Suite 100
Huntersville, NC 28078
[phone]
Page 32 of 40
#=QC#
QUALITY CONTROL DATA
Pace Project No.:
Project:
92311854
BCSS Accelerated Remediation
Results presented on this page are in the units indicated by the "Units" column except where an alternate unit is presented to the right of the result.
QC Batch:
QC Batch Method:
Analysis Method:
Analysis Description:
328072
EPA 353.2
EPA 353.2
353.2 Nitrate + Nitrite, Unpres.
Associated Lab Samples:92311854001
Parameter Units
Blank
Result
Reporting
Limit Qualifiers
METHOD BLANK:1818064
Associated Lab Samples:92311854001
Matrix:Water
Analyzed
Nitrogen, Nitrate mg/L ND 0.020 09/10/16 05:30
Nitrogen, Nitrite mg/L ND 0.020 09/10/16 05:30
Parameter Units
LCS
Result
% Rec
Limits Qualifiers% RecConc.
1818065LABORATORY CONTROL SAMPLE:
LCSSpike
Nitrogen, Nitrate mg/L 2.52.5 99 90-110
Nitrogen, Nitrite mg/L 1.01 103 90-110
Parameter Units
MS
Result
% Rec
Limits Qual% RecConc.
1818066MATRIX SPIKE & MATRIX SPIKE DUPLICATE:
MSSpike
Result
92311854001
1818067
MSD
Result
MSD
% Rec RPD
MSDMS
Spike
Conc.
Nitrogen, Nitrate mg/L 2.5 98 90-11098 02.50.092 2.5 2.5
Nitrogen, Nitrite mg/L M1111390-110113 01ND1.1 1.1
REPORT OF LABORATORY ANALYSIS
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without the written consent of Pace Analytical Services, Inc..Date: 09/20/2016 05:31 PM
Pace Analytical Services, Inc.
9800 Kincey Ave. Suite 100
Huntersville, NC 28078
[phone]
Page 33 of 40
#=QC#
QUALITY CONTROL DATA
Pace Project No.:
Project:
92311854
BCSS Accelerated Remediation
Results presented on this page are in the units indicated by the "Units" column except where an alternate unit is presented to the right of the result.
QC Batch:
QC Batch Method:
Analysis Method:
Analysis Description:
328523
SM 4500-Cl-E
SM 4500-Cl-E
4500 Chloride
Associated Lab Samples:92311854001
Parameter Units
Blank
Result
Reporting
Limit Qualifiers
METHOD BLANK:1820939
Associated Lab Samples:92311854001
Matrix:Water
Analyzed
Chloride mg/L ND 1.0 09/15/16 22:41
Parameter Units
LCS
Result
% Rec
Limits Qualifiers% RecConc.
1820940LABORATORY CONTROL SAMPLE:
LCSSpike
Chloride mg/L 20.620 103 90-110
Parameter Units
MS
Result
% Rec
Limits Qual% RecConc.
1820941MATRIX SPIKE & MATRIX SPIKE DUPLICATE:
MSSpike
Result
92311363001
1820942
MSD
Result
MSD
% Rec RPD
MSDMS
Spike
Conc.
Chloride mg/L M61021190-110208 11020.6 41.7 41.4
Parameter Units
MS
Result
% Rec
Limits Qual% RecConc.
1820943MATRIX SPIKE & MATRIX SPIKE DUPLICATE:
MSSpike
Result
92311971001
1820944
MSD
Result
MSD
% Rec RPD
MSDMS
Spike
Conc.
Chloride mg/L M11011290-110112 0104.0 15.1 15.2
REPORT OF LABORATORY ANALYSIS
This report shall not be reproduced, except in full,
without the written consent of Pace Analytical Services, Inc..Date: 09/20/2016 05:31 PM
Pace Analytical Services, Inc.
9800 Kincey Ave. Suite 100
Huntersville, NC 28078
[phone]
Page 34 of 40
#=QC#
QUALITY CONTROL DATA
Pace Project No.:
Project:
92311854
BCSS Accelerated Remediation
Results presented on this page are in the units indicated by the "Units" column except where an alternate unit is presented to the right of the result.
QC Batch:
QC Batch Method:
Analysis Method:
Analysis Description:
328802
SM 5310B
SM 5310B
5310B TOC
Associated Lab Samples:92311854001
Parameter Units
Blank
Result
Reporting
Limit Qualifiers
METHOD BLANK:1822465
Associated Lab Samples:92311854001
Matrix:Water
Analyzed
Total Organic Carbon mg/L ND 1.0 09/16/16 04:49
Parameter Units
LCS
Result
% Rec
Limits Qualifiers% RecConc.
1822466LABORATORY CONTROL SAMPLE:
LCSSpike
Total Organic Carbon mg/L 23.625 95 90-110
Parameter Units
MS
Result
% Rec
Limits Qual% RecConc.
1822467MATRIX SPIKE & MATRIX SPIKE DUPLICATE:
MSSpike
Result
92312241001
1822468
MSD
Result
MSD
% Rec RPD
MSDMS
Spike
Conc.
Total Organic Carbon mg/L 25 97 90-11096 125ND24.5 24.2
Parameter Units
MS
Result
% Rec
Limits Qual% RecConc.
1822469MATRIX SPIKE & MATRIX SPIKE DUPLICATE:
MSSpike
Result
92312401006
1822470
MSD
Result
MSD
% Rec RPD
MSDMS
Spike
Conc.
Total Organic Carbon mg/L 25 94 90-11094 0255.8 29.3 29.2
REPORT OF LABORATORY ANALYSIS
This report shall not be reproduced, except in full,
without the written consent of Pace Analytical Services, Inc..Date: 09/20/2016 05:31 PM
Pace Analytical Services, Inc.
9800 Kincey Ave. Suite 100
Huntersville, NC 28078
[phone]
Page 35 of 40
#=QL#
QUALIFIERS
Pace Project No.:
Project:
92311854
BCSS Accelerated Remediation
DEFINITIONS
DF - Dilution Factor, if reported, represents the factor applied to the reported data due to dilution of the sample aliquot.
ND - Not Detected at or above adjusted reporting limit.
J - Estimated concentration above the adjusted method detection limit and below the adjusted reporting limit.
MDL - Adjusted Method Detection Limit.
PQL - Practical Quantitation Limit.
RL - Reporting Limit.
S - Surrogate
1,2-Diphenylhydrazine decomposes to and cannot be separated from Azobenzene using Method 8270. The result for each analyte is
a combined concentration.
Consistent with EPA guidelines, unrounded data are displayed and have been used to calculate % recovery and RPD values.
LCS(D) - Laboratory Control Sample (Duplicate)
MS(D) - Matrix Spike (Duplicate)
DUP - Sample Duplicate
RPD - Relative Percent Difference
NC - Not Calculable.
SG - Silica Gel - Clean-Up
U - Indicates the compound was analyzed for, but not detected.
Acid preservation may not be appropriate for 2 Chloroethylvinyl ether, Styrene, and Vinyl chloride.
A separate vial preserved to a pH of 4-5 is recommended in SW846 Chapter 4 for the analysis of Acrolein and Acrylonitrile by EPA
Method 8260.
N-Nitrosodiphenylamine decomposes and cannot be separated from Diphenylamine using Method 8270. The result reported for
each analyte is a combined concentration.
Pace Analytical is TNI accredited. Contact your Pace PM for the current list of accredited analytes.
TNI - The NELAC Institute.
LABORATORIES
Pace Analytical Services - AshevillePASI-A
Pace Analytical Services - CharlottePASI-C
Pace Analytical Services - Ormond BeachPASI-O
ANALYTE QUALIFIERS
The precision between the sample and sample duplicate exceeded laboratory control limits.D6
Matrix spike recovery exceeded QC limits. Batch accepted based on laboratory control sample (LCS) recovery.M1
Matrix spike and Matrix spike duplicate recovery not evaluated against control limits due to sample dilution.M6
The lab does not hold TNI accreditation for this parameter.N2
REPORT OF LABORATORY ANALYSIS
This report shall not be reproduced, except in full,
without the written consent of Pace Analytical Services, Inc..Date: 09/20/2016 05:31 PM
Pace Analytical Services, Inc.
9800 Kincey Ave. Suite 100
Huntersville, NC 28078
[phone]
Page 36 of 40
#=CR#
QUALITY CONTROL DATA CROSS REFERENCE TABLE
Pace Project No.:
Project:
92311854
BCSS Accelerated Remediation
Lab ID Sample ID QC Batch Method QC Batch Analytical Method
Analytical
Batch
92311854001 328132BCSS EW-2 RSK 175 Modified
92311854001 328187 328217BCSS EW-2 EPA 200.7 EPA 200.7
92311854001 328336 328400BCSS EW-2 EPA 200.8 Rev 5.4 EPA 200.8 Rev 5.4
92311854001 328143 328224BCSS EW-2 EPA 245.1 EPA 245.1
92311854001 328234BCSS EW-2 SM 2320B
92311854001 328443BCSS EW-2 SM 2540C
92311854001 328583BCSS EW-2 SM 2540D
92311854001 328350BCSS EW-2 SM 4500-S2D
92311854001 320989BCSS EW-2 EPA 218.7
92311854001 328087BCSS EW-2 EPA 300.0
92311854001 328388BCSS EW-2 EPA 350.1 1993 Rev 2.0
92311854001 328072BCSS EW-2 EPA 353.2
92311854001 328523BCSS EW-2 SM 4500-Cl-E
92311854001 328802BCSS EW-2 SM 5310B
REPORT OF LABORATORY ANALYSIS
This report shall not be reproduced, except in full,
without the written consent of Pace Analytical Services, Inc..Date: 09/20/2016 05:31 PM
Pace Analytical Services, Inc.
9800 Kincey Ave. Suite 100
Huntersville, NC 28078
[phone]
Page 37 of 40
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Basis of Design Report (30% Submittal) December 2016
Belews Creek Steam Station SynTerra

P:\Duke Energy Progress.1026\20. BELEWS CREEK\04. CCP Accelerated Rem, Interim Action Plan - Design & Dev\30 PERCENT
DESIGN\PDF\2016-12-27 KWW DRAFT\30 Percent Basis of Design Report,122816, Belews Creek text.docx
APPENDIX B
EVALUATION OF ALTERNATIVE REMEDIAL
TECHNOLOGIES
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DESIGN\PDF\2016-12-27 KWW DRAFT\30 Percent Basis of Design Report,122816, Belews Creek text.docx
APPENDIX C
UPDATED GROUNDWATER FLOW MODEL REPORT

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DESIGN\PDF\2016-12-27 KWW DRAFT\30 Percent Basis of Design Report,122816, Belews Creek text.docx
APPENDIX D
UPDATED GEOCHEMICAL MODEL REPORT

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DESIGN\PDF\2016-12-27 KWW DRAFT\30 Percent Basis of Design Report,122816, Belews Creek text.docx
APPENDIX E
PIPE AND PUMP SELECTION PACKAGE

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APPENDIX F
DESIGN DRAWINGS

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APPENDIX G
TECHNICAL SPECIFICATIONS

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DESIGN\PDF\2016-12-27 KWW DRAFT\30 Percent Basis of Design Report,122816, Belews Creek text.docx
APPENDIX H
PERMITS