NC0005088_GAWP CSS_FINAL_20141230

Cliffside Steam Station Ash Basin
Proposed Groundwater
Assessment Work Plan
(Rev.1)
NPDES Permit NC0005088

December 30, 2014

Duke Energy Carolinas, LLC | Proposed Groundwater Assessment Work Plan
Cliffside Steam Station Ash Basin
TABLE OF CONTENTS

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Table of Contents
Table of Contents ......................................................................................................................... i
Executive Summary .............................................................................................................. ES-1
1.0 Introduction .......................................................................................................................... 1
2.0 Site Information .................................................................................................................... 4
2.1 Plant Description ...................................................................................................... 4
2.2 Ash Basin Description ............................................................................................... 4
2.3 Regulatory Requirements ......................................................................................... 5
3.0 Receptor Information ............................................................................................................ 8
4.0 Regional Geology and Hydrogeology ................................................................................... 9
5.0 Initial Conceptual Site Model ...............................................................................................12
5.1 Physical Site Characteristics ....................................................................................12
5.1.1 Active Ash Basin ..........................................................................................13
5.1.2 Ash Storage Areas .......................................................................................14
5.1.3 Units 1-4 Inactive Ash Basin.........................................................................14
5.1.4 Unit 5 Inactive Ash Basin .............................................................................15
5.2 Source Characteristics .............................................................................................16
5.3 Hydrogeologic Site Characteristics ..........................................................................19
6.0 Compliance Groundwater Monitoring ..................................................................................21
7.0 Assessment Work Plan .......................................................................................................22
7.1 Subsurface Exploration ............................................................................................23
7.1.1 Ash and Soil Borings ....................................................................................23
7.1.2 Shallow Monitoring Wells .............................................................................26
7.1.3 Deep Monitoring Wells .................................................................................27
7.1.4 Bedrock Monitoring Wells .............................................................................28
7.1.5 Well Completion and Development ..............................................................29
7.1.6 Hydrogeologic Evaluation Testing ................................................................29
7.2 Groundwater Sampling and Analysis .......................................................................30
7.2.1 Compliance and Voluntary Monitoring Wells ................................................32
7.2.2 Speciation of Select Inorganics ....................................................................32
7.3 Surface Water, Sediment, and Seep Sampling ........................................................32
7.3.1 Surface Water Samples ...............................................................................32
7.3.2 Sediment Samples .......................................................................................33
Duke Energy Carolinas, LLC | Proposed Groundwater Assessment Work Plan
Cliffside Steam Station Ash Basin
TABLE OF CONTENTS

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7.3.3 Seep Samples ..............................................................................................33
7.4 Field and Sampling Quality Assurance/Quality Control Procedures .........................34
7.4.1 Field Logbooks .............................................................................................34
7.4.2 Field Data Records ......................................................................................34
7.4.3 Sample Identification ....................................................................................35
7.4.4 Field Equipment Calibration .........................................................................35
7.4.5 Sample Custody Requirements ....................................................................36
7.4.6 Quality Assurance and Quality Control Samples ..........................................37
7.4.7 Decontamination Procedures .......................................................................37
7.5 Site Hydrogeologic Conceptual Model .....................................................................38
7.6 Site-Specific Background Concentrations ................................................................39
7.7 Groundwater Fate and Transport Model ..................................................................39
7.7.1 MODFLOW/MT3DMS Model ........................................................................40
7.7.2 Development of Kd Terms ............................................................................41
7.7.3 MODFLOW/MT3DMS Modeling Process .....................................................43
7.7.4 Hydrostratigraphic Layer Development ........................................................44
7.7.5 Domain of Conceptual Groundwater Flow Model .........................................45
7.7.6 Boundary Conditions for Conceptual Groundwater Flow Model ....................45
7.7.7 Groundwater Impacts to Surface Water .......................................................45
8.0 Risk Assessment.................................................................................................................47
8.1 Human Health Risk Assessment ..............................................................................47
8.1.1 Site-Specific Risk-Based Remediation Standards ........................................48
8.2 Ecological Risk Assessment ....................................................................................49
9.0 CSA Report .........................................................................................................................52
10.0 Proposed Schedule ...........................................................................................................54
11.0 References ........................................................................................................................55

Appendix A – Notice of Regulatory Requirements Letter from John E. Skvarla, III, Secretary,
State of North Carolina, to Paul Newton, Duke Energy, dated August 13, 2014.
Appendix B – Review of Groundwater Assessment Work Plan Letter from S. Jay Zimmerman,
Chief, Water Quality Regional Operations Section, NCDENR, To Harry Sideris,
Duke Energy, dated November 4, 2014.

Duke Energy Carolinas, LLC | Proposed Groundwater Assessment Work Plan
Cliffside Steam Station Ash Basin
TABLE OF CONTENTS

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List of Figures
1. Site Location Map
2. Site Layout Map
3. Proposed Monitoring Well and Sample Location Map

List of Tables
1. Groundwater Monitoring Requirements
2. Exceedances of 2L Standards
3. SPLP Leaching Analytical Results
4. Groundwater Analytical Results
5. Landfill Leachate Analytical Results
6. Surface W ater Analytical Results
7. Seep Analytical Results
8. Environmental Exploration and Sampling Plan
9. Soil and Ash Parameters and Constituent Analytical Methods
10. Groundwater, Surface Water, and Seep Parameters and Constituent Analytical Methods

Duke Energy Carolinas, LLC | Proposed Groundwater Assessment Work Plan
Cliffside Steam Station Ash Basin
EXECUTIVE SUMMARY

ES-1

Executive Summary
Duke Energy Carolinas, LLC (Duke Energy), owns and operates the Cliffside Steam Station
(CSS), which is located in Rutherford and Cleveland Counties at 573 Duke Power Road,
Mooresboro, North Carolina (see Figure 1). CSS is a coal-fired, generating station that currently
operates Units 5 and 6 only. The original Units 1 through 4 were retired in October 2011. The
coal ash residue and other liquid discharges from CSS’s coal combustion process have
historically been disposed of in the station’s ash basins, which consist of the active ash basin,
the Units 1-4 inactive ash basin, and the Unit 5 inactive ash basin (Figure 2). The discharge
from the active ash basin is permitted by the North Carolina Department of Environment and
Natural Resources (NCDENR) Division of Water Resources (DWR) under the National Pollutant
Discharge Elimination System (NPDES) Permit NC0005088.
Duke Energy has performed voluntary groundwater monitoring around the ash basin from
August 2008 until August 2010. The voluntary groundwater monitoring wells were sampled two
times each year and the analytical results were submitted to DWR. Groundwater monitoring as
required by the NPDES permit began in April 2011. The system of compliance groundwater
monitoring wells required for the NPDES permit is sampled three times a year and the analytical
results are submitted to the DWR. The compliance groundwater monitoring is performed in
addition to the normal NPDES monitoring of the discharge flows from the ash basin.
It is Duke Energy’s intention that the assessment will collect additional data to validate and
expand the knowledge of the groundwater system at the ash basin. The proposed assessment
plan will provide the basis for a data-driven approach to additional actions related to
groundwater conditions if required by the results of the assessment and for closure.
On August 13, 2014, NCDENR issued a Notice of Regulatory Requirements (NORR) letter to
Duke Energy, pursuant to Title 15A North Carolina Administrative Code Chapter (15A NCAC)
02L.0106 (Appendix A). The NORR stipulates that for each coal-fueled plant owned, Duke
Energy will conduct a comprehensive site assessment (CSA) that includes a Groundwater
Assessment Work Plan (Work Plan) and a receptor survey. In accordance with the
requirements of the NORR, HDR Engineering, Inc. (HDR) completed a receptor survey to
identify all receptors within a 0.5-mile radius (2,640 feet) of the CSS ash basin compliance
boundary on behalf of Duke Energy. This receptor survey also addressed the requirements of
the General Assembly of North Carolina Session 2013 Senate Bill 729 Ratified Bill (SB 729).
Similar requirements to perform a groundwater assessment are found in SB 729, which revised
North Carolina General Statute 130A-309.209(a).
In accordance with the NORR, Duke Energy submitted a Groundwater Assessment Work Plan
(Work Plan) to the NCDENR on September 25, 2014. Subsequent to their review, the NCDENR
provided comments to the Work Plan in a letter dated November 4, 2014 (Appendix B). The
letter included general comments that pertained to each of the Work Plans prepared for Duke
Energy’s 14 coal ash sites in North Carolina, as well as comments specific to the CSS W ork
Duke Energy Carolinas, LLC | Proposed Groundwater Assessment Work Plan
Cliffside Steam Station Ash Basin
EXECUTIVE SUMMARY

ES-2
Plan and site. This revised Work Plan has been prepared to address the general and site-
specific comments made by NCDENR in the November 4, 2014 letter.
Soil and groundwater sampling will be performed to provide information pertaining to the
horizontal and vertical extent of potential soil and groundwater contamination. This will be
performed by sampling select existing wells, installing and sampling 59 nested monitoring wells
(shallow and deep), 10 wells in the ash basins with screens located bracketing the porewater
surface and at the bottom of the ash, 14 bedrock monitoring wells, and collecting soil and ash
samples. This work will provide information on the chemical and physical characteristics of site
soils and ash, as well as the geological and hydrogeological features of the site that influence
groundwater flow and direction and transport of constituents from the ash basin and ash storage
area. Samples of ash basin surface water will be collected and used to evaluate potential
impacts to groundwater and surface water. Seep samples will be collected from locations
identified in June, July, October, and November 2014 (as part of Duke Energy’s NPDES permit
renewal application) to evaluate potential impacts to groundwater and surface water. In
addition, surface water and sediment samples will be collected from Suck Creek to evaluate
potential impacts from the ash basin.
The information obtained through implementation of this Work Plan will be utilized to prepare a
CSA report in accordance with the requirements of the NORR. If it is determined that any of the
proposed boring, monitoring well, and/or sample locations require modification or omission due
to site conditions, or if additional investigations are required during the review of existing data or
data developed from this assessment, Duke Energy and HDR will notify the NCDENR regional
office prior to modifying or initiating additional sampling or investigations.
HDR will also perform an assessment of risks to human health and safety and to the
environment. This assessment will include the preparation of a conceptual site model
illustrating potential pathways from the source to possible receptors.

Duke Energy Carolinas, LLC | Proposed Groundwater Assessment Work Plan
Cliffside Steam Station Ash Basin
1.0 INTRODUCTION

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1.0 Introduction
Duke Energy Carolinas, LLC (Duke Energy), owns and operates the Cliffside Steam Station
(CSS), which is located in Rutherford and Cleveland Counties at 573 Duke Power Road,
Mooresboro, North Carolina (see Figure 1). CSS is a coal-fired, generating station that currently
operates Units 5 and 6 only. The original Units 1 through 4 were retired in October 2011. The
coal ash residue and other liquid discharges from CSS’s coal combustion process have been
historically disposed of in the station’s ash basins, which consist of the active ash basin, the
Units 1-4 inactive ash basin, and the Unit 5 inactive ash basin (Figure 2). The discharge from
the active ash basin is permitted by the North Carolina Department of Environment and Natural
Resources (NCDENR) Division of Water Resources (DWR) under the National Pollutant
Discharge Elimination System (NPDES) Permit NC0005088.
Duke Energy has performed voluntary groundwater monitoring around the ash basin from
August 2008 until August 2010. The voluntary groundwater monitoring wells were sampled two
times each year and the analytical results were submitted to DWR. Groundwater monitoring as
required by the NPDES permit began in April 2011. The system of compliance groundwater
monitoring wells required for the NPDES permit is sampled three times a year and the analytical
results are submitted to the DWR. The compliance groundwater monitoring is performed in
addition to the normal NPDES monitoring of the discharge flows from the ash basin.
It is Duke Energy’s intention that the assessment will collect additional data to validate and
expand the knowledge of the groundwater system at the ash basin. The proposed assessment
plan will provide the basis for a data-driven approach to additional actions related to
groundwater conditions if required by the results of the assessment and for closure.
On August 13, 2014, NCDENR issued a Notice of Regulatory Requirements (NORR) letter to
Duke Energy, pursuant to Title 15A North Carolina Administrative Code (15A NCAC) Chapter
02L.0106. The NORR stipulates that for each coal-fueled plant owned, Duke Energy will
conduct a comprehensive site assessment (CSA) that includes a Groundwater Assessment
Work Plan (Work Plan) and a receptor survey. In accordance with the requirements of the
NORR, HDR Engineering, Inc. (HDR) has completed a receptor survey to identify all receptors
within a 0.5-mile radius (2,640 feet) of the CSS ash basin compliance boundary on behalf of
Duke Energy. The NORR letter is included as Appendix A.
The Coal Ash Management Act 2014 – General Assembly of North Carolina Senate Bill 729
Ratified Bill (Session 2013) (SB 729) revised North Carolina General Statute 130A-309.209(a)
to require the following:
(a) Groundwater Assessment of Coal Combustion Residuals Surface Impoundments. –
The owner of a coal combustion residuals surface impoundment shall conduct
groundwater monitoring and assessment as provided in this subsection. The
requirements for groundwater monitoring and assessment set out in this subsection
are in addition to any other groundwater monitoring and assessment requirements
Duke Energy Carolinas, LLC | Proposed Groundwater Assessment Work Plan
Cliffside Steam Station Ash Basin
1.0 INTRODUCTION

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applicable to the owners of coal combustion residuals surface impoundments.
(1) No later than December 31, 2014, the owner of a coal combustion residuals
surface impoundment shall submit a proposed Groundwater Assessment Plan
for the impoundment to the Department for its review and approval. The
Groundwater Assessment Plan shall, at a minimum, provide for all of the
following:
a. A description of all receptors and significant exposure pathways.
b. An assessment of the horizontal and vertical extent of soil and groundwater
contamination for all contaminants confirmed to be present in groundwater in
exceedance of groundwater quality standards.
c. A description of all significant factors affecting movement and transport of
contaminants.
d. A description of the geological and hydrogeological features influencing the
chemical and physical character of the contaminants.
e. A schedule for continued groundwater monitoring.
f. Any other information related to groundwater assessment required by the
Department.
(2) The Department shall approve the Groundwater Assessment Plan if it
determines that the Plan complies with the requirements of this subsection and
will be sufficient to protect public health, safety, and welfare; the environment;
and natural resources.
(3) No later than 10 days from approval of the Groundwater Assessment Plan, the
owner shall begin implementation of the Plan.
(4) No later than 180 days from approval of the Groundwater Assessment Plan, the
owner shall submit a Groundwater Assessment Report to the Department. The
Report shall describe all exceedances of groundwater quality standards
associated with the impoundment.
This Work Plan addresses the requirements of 130A-309.209(a)(1) (a) through (f) and the
requirements of the NORR.
On behalf of Duke Energy, HDR submitted a proposed Work Plan for the CSS site to NCDENR
on September 25, 2014. Subsequently, NCDENR issued a comment letter dated November 4,
2014 containing both general comments applicable to all 14 of Duke Energy ash basin facilities
and site-specific comments for the CSS. In response to these comments, HDR has prepared
this revised Work Plan for performing the groundwater assessment as prescribed in the NORR.
If it is determined that additional investigations are required during the review of existing data or
data developed from this assessment, Duke Energy and HDR will notify the NCDENR regional
office prior to initiating additional sampling or investigations.
HDR will also perform an assessment of risks to human health and safety and to the
environment. This assessment will include the preparation of a conceptual site model
illustrating potential pathways from the source to possible receptors.
The purpose of the W ork Plan contains a description of the activities proposed to meet the
requirements of 15A NCAC 02L .0106(g). This rule requires:
(g) The site assessment conducted pursuant to the requirements of Paragraph (c)
of this Rule, shall include:
(1) The source and cause of contamination;
Duke Energy Carolinas, LLC | Proposed Groundwater Assessment Work Plan
Cliffside Steam Station Ash Basin
1.0 INTRODUCTION

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(2) Any imminent hazards to public health and safety and actions taken to mitigate
them in accordance with Paragraph (f) of this Rule;
(3) All receptors and significant exposure pathways;
(4) The horizontal and vertical extent of soil and groundwater contamination and
all significant factors affecting contaminant transport; and
(5) Geological and hydrogeological features influencing the movement, chemical,
and physical character of the contaminants.
The work proposed in this plan will provide the information sufficient to satisfy the requirements
of the rule. However, uncertainties may still exist due to the following factors:
 The natural variations and the complex nature of the geological and hydrogeological
characteristics involved with understanding the movement, chemical, and physical
character of the contaminants;
 The size of the site; and
 The time frame mandated by the Coal Ash Management Act (CAMA). Site
assessments are most effectively performed in a multi-phase approach where data
obtained in a particular phase of the investigation can be reviewed and used to refine
the subsequent phases of investigation. The mandated 180 day time frame will prevent
this approach from being utilized.
The 180-day time frame will limit the number of sampling events that can be performed after
well installation and prior to report production. Effectively, this time frame will likely reduce the
number of sampling events within the proposed wells to a single sampling event.

Duke Energy Carolinas, LLC | Proposed Groundwater Assessment Work Plan
Cliffside Steam Station Ash Basin
2.0 SITE INFORMATION

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2.0 Site Information
2.1 Plant Description
CSS is a coal-fired electricity generating facility located on the south bank of the Broad River in
Rutherford and Cleveland Counties at 573 Duke Power Road, Mooresboro, North Carolina.
CSS currently operates Units 5 and 6 only. The original Units 1-4 began commercial operation
in 1940. Units 1-4 were retired in October 2011 and are currently being decommissioned. Unit 5
began commercial operation in 1972 and continues to operate, with both wet bottom ash and
wet fly ash handling. Unit 6 began commercial operation in 2012 and operates with both dry
bottom ash and dry fly ash handling. The surrounding area generally consists of residential
properties, undeveloped land, and the Broad River.
The site is located on the southern bank of the Broad River and north of McCraw Road (Duke
Power Road). McCraw Road (Duke Power Road) runs from northwest to southeast in the
vicinity of the site. Suck Creek transects the site generally from south to north to the Broad
River and is located to the west of the active ash basin. The topography at the site generally
slopes toward Suck Creek and/or to the north toward the Broad River. The entire CSS site,
including adjoining Duke owned property, is approximately 1,000 acres in area.
2.2 Ash Basin Description
The ash basin system at the plant was used to retain and settle ash generated from coal
combustion at CSS. The station has one active ash basin and two inactive ash basins; the
Units 1-4 inactive ash basin, and the Unit 5 inactive ash basin as shown on Figure 1. The active
ash basin and the Units 1-4 inactive ash basin are located in Cleveland County to the east and
southeast of the CSS. The Unit 5 inactive ash basin is located in Rutherford County west of the
CSS.
The active ash basin is located approximately 1,700 feet to the east-southeast of CSS and
adjacent to the Broad River as shown on Figure 2. The active ash basin is impounded by
earthen dikes located between the west portion of the basin and Suck Creek and between the
northeast portion of the basin and the Broad River. The waste boundary associated with the
active ash basin, including associated dams and the ash storage areas, is approximately 117
acres in area. The approximate maximum pond elevation of the active ash basin is 770 feet.
The active ash basin contains approximately 5,400,000 tons of coal combustion residual (CCR)
material. The main section of the pond is maintained below 765 feet to have extra storage
capacity during a significant flood event.
Two ash storage areas are located adjacent to the active ash basin. These areas are located
between the active portion of the ash basin and the Broad River and are heavily vegetated. The
ash located in these storage areas was likely removed from the active ash basin during the
1980s. The ash storage areas contain approximately 170,000 cubic yards of CCR material.
Duke Energy Carolinas, LLC | Proposed Groundwater Assessment Work Plan
Cliffside Steam Station Ash Basin
2.0 SITE INFORMATION

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The Units 1-4 inactive ash basin is located approximately 400 feet to the southeast of the retired
Units 1-4 and approximately 1,300 feet to the northeast of Unit 6, adjacent to the Broad River
(Figure 2). The Units 1-4 inactive ash basin is impounded by an earthen dike located along the
north and northeast side of the basin. The waste boundary associated with the Units 1-4
inactive ash basin is approximately 14.5 acres in area and contains approximately 320,000 tons
of CCR material. The upstream, western portions of the ash basin were converted into holding
cells for storm and plant process water. Water from these holding cells is pumped to the active
ash basin to the east. The impounded ash material within the inactive basin is capped with a
soil cover approximately 2 feet thick.
The Unit 5 inactive ash basin is located approximately 1,000 feet to the southwest of Unit 5 and
approximately 1,000 feet west of Unit 6, south of the Broad River (Figure 2). The Unit 5 inactive
ash basin is impounded by two earthen dikes located along the north and northeast sides of the
basin. The waste boundary associated with the Unit 5 inactive ash basin, including its dams, is
approximately 58 acres in area. The Unit 5 inactive ash basin contains approximately 806,000
tons of CCR material. The majority of the Unit 5 inactive ash basin footprint is currently used as
a laydown area.
The ash basin system has been an integral part of the station’s wastewater treatment system
which has received inflows from the ash removal system, station yard drain sump, stormwater
flows, and station wastewater. Currently, the inflows from the Unit 5 ash removal system and
the station yard drainage basin are discharged through High Density Polyethylene Pipe (HDPE)
sluice lines into the active ash basin. The inflows are variable based on Unit 5 and Unit 6
operations.
Effluent from the ash basin system is discharged from the active basin to the Broad River
through a concrete discharge tower located in the northeast portion of the basin. The concrete
discharge tower drains through a 42-inch reinforced concrete pipe (RCP) into a rip-rap-lined
channel that discharges to the Broad River. The ash basin pond elevation is controlled by the
use of concrete stop logs.
2.3 Regulatory Requirements
The NPDES program regulates wastewater discharges to surface waters to ensure that surface
water quality standards are maintained. The CSS site is permitted to discharge wastewater
under NPDES Permit NC0005088, which authorizes discharge from the active ash basin to the
Broad River in accordance with effluent limitations, monitoring requirements, and other
conditions set forth in the permit.
The NPDES permitting program requires that permits be renewed every five years. The most
recent NPDES permit renewal for the CSS site became effective on March 1, 2011, and expires
July 31, 2015.
In addition to surface water monitoring, the NPDES permit requires groundwater monitoring.
Groundwater monitoring has been performed in accordance with the permit conditions
beginning in April 2011. NPDES Permit Condition A (11), Version 1.1, dated June 15, 2011,
Duke Energy Carolinas, LLC | Proposed Groundwater Assessment Work Plan
Cliffside Steam Station Ash Basin
2.0 SITE INFORMATION

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lists the groundwater monitoring wells to be sampled, the parameters and constituents to be
measured and analyzed, and the requirements for sampling frequency and reporting results.
These requirements are provided in Table 1.
The compliance boundary for groundwater quality at the CSS ash basin site is defined in
accordance with Title15A NCAC 02L .0107(a) as being established at either 500 feet from the
waste boundary or at the property boundary, whichever is closer to the waste. The location of
the ash basin compliance monitoring wells, the ash basin waste boundary, and the compliance
boundary are shown on Figures 2 and 3.
The locations for the compliance groundwater monitoring wells were approved by the NCDENR
DWR Aquifer Protection Section (APS). All compliance monitoring wells included in Table 1 are
sampled three times per year (April, August, and December). Analytical results are submitted to
the DWR before the last day of the month following the date of sampling for all compliance
monitoring wells.
The compliance groundwater monitoring system for the CSS active ash basin consists of the
following monitoring wells: MW -20D, MW-20DR, MW -21D, MW-22DR, MW-23D, MW -23DR,
MW -24D, MW -24DR, and MW -25DR (shown on Figures 2 and 3). The compliance monitoring
wells were installed by Duke Energy in 2010 and 2011.
One or more groundwater quality standards (2L Standards) have been exceeded in
groundwater samples collected at monitoring wells MW -20D, MW -20DR, MW-21D, MW -22DR,
MW -23D, MW -23DR, MW-24D, MW -24DR, and MW-25DR. Exceedances have occurred for
chromium, iron, manganese, pH, sulfate, and total dissolved solids (TDS). Table 2 presents
exceedances measured at each of these groundwater monitoring wells from April 2011 through
August 2014.
Monitoring wells MW -21D and MW -22DR are located to the east of the active ash basin.
Monitoring wells MW -20D and MW -20DR are located to the north of the ash basin main dam.
MW -23D and MW -23DR are located west of the active ash basin and MW -25DR is located to
the north of the ash basin across the Broad River. Monitoring wells MW -24D and MW -24DR
are located approximately 150 feet outside of the most southern portion of the compliance
boundary and are considered by Duke Energy to represent background conditions as both wells
are located south of the active ash basin (i.e., upgradient). With the exception of monitoring
wells MW -24D and MW-24DR, the ash basin monitoring wells were installed at or within the
CSS active ash basin compliance boundary. The locations of these compliance monitoring
wells are shown on Figure 2.
Monitoring wells MW -20D, MW -21D, MW -23D, and MW -24D were installed by rotary drilling
methods using hollow stem augers with the well screen placed at the transition zone between
the saprolite layer and competent bedrock. Upon auger refusal, the transition zone well borings
were extended approximately 10 feet into competent bedrock using HQ-sized rock coring
techniques. The well screens were placed to extend both above and below the top of the
saprolite/ bedrock interface. Total depths for the transition zone wells ranged from 21.5 feet
Duke Energy Carolinas, LLC | Proposed Groundwater Assessment Work Plan
Cliffside Steam Station Ash Basin
2.0 SITE INFORMATION

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below ground surface (bgs) in MW -20D and MW-21D to 53.4 feet bgs in MW -24D. The screen
lengths ranged from 5 feet to 20 feet (MACTEC, 2011).
Monitoring wells MW -20DR, MW -22DR, MW -23DR, MW -24DR, and MW-25DR were installed
by rotary drilling methods using hollow stem augers. Upon auger refusal, the bedrock zone well
borings were extended a minimum of 50 feet into competent bedrock using HQ-sized rock
coring techniques. The bedrock wells were constructed with 4-inch-diameter outer surface
casings set a minimum of 5 feet into competent bedrock and 2-inch-diameter inner screens and
casings. Total depths for the bedrock wells ranged from 62.5 feet bgs in MW -20DR to 105.5
feet bgs in MW -24DR. The bedrock wells were constructed with 50-foot screen lengths
(MACTEC, 2011).
Several monitoring wells were installed by Duke Energy in 1995/1996, 2005, and 2007 as part
of the voluntary monitoring system for groundwater near the ash basin. Monitoring wells
CLMW -1, CLMW -2, CLMW -3S, CLMW -3D, CLMW-4, CLMW-5S, and CLMW-6 were installed in
1995 and 1996. Monitoring wells MW -8S, MW-10S, and MW -11S were installed in 2005.
Monitoring wells MW -2D, MW -4D, MW -8D, MW -10D, and MW-11D were installed in 2007. In
addition, MW -2D-A was installed in 2011 to replace MW -2D. The existing voluntary wells are
shown on Figures 2 and 3.

Duke Energy Carolinas, LLC | Proposed Groundwater Assessment Work Plan
Cliffside Steam Station Ash Basin
3.0 RECEPTOR INFORMATION

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3.0 Receptor Information
The August 13, 2014 NORR states:
No later than October 14th, 2014 as authorized pursuant to 15A NCAC 02L
.0106(g), the DWR is requesting that Duke perform a receptor survey at each of
the subject facilities and submitted to the DWR. The receptor survey is required
by 15A NCAC 02L .0106(g) and shall include identification of all receptors within
a radius of 2,640 feet (one-half mile) from the established compliance boundary
identified in the respective National Pollutant Discharge Elimination System
(NPDES) permits. Receptors shall include, but shall not be limited to, public and
private water supply wells (including irrigation wells and unused or abandoned
wells) and surface water features within one-half mile of the facility compliance
boundary. For those facilities for which Duke has already submitted a receptor
survey, please update your submittals to ensure they meet the requirements
stated in this letter and referenced attachments and submit them with the others.
If they do not meet these requirements, you must modify and resubmit the plans.
The results of the receptor survey shall be presented on a sufficiently scaled
map. The map shall show the coal ash facility location, the facility property
boundary, the waste and compliance boundaries, and all monitoring wells listed
in the respective NPDES permits. Any identified water supply wells shall be
located on the map and shall have the well owner's name and location address
listed on a separate table that can be matched to its location on the map.
In accordance with the requirements of the NORR, HDR completed and submitted the receptor
survey to NCDENR (HDR, 2014A) in September 2014. HDR subsequently submitted to
NCDENR a supplement to the receptor survey (HDR, 2014B) in November 2014. The
supplementary information was obtained from responses to water supply well survey
questionnaires mailed to property owners within a 0.5-mile radius of the ash basin compliance
boundary requesting information on the presence of water supply wells and well usage.
The receptor survey includes a map showing the coal ash facility location, the facility property
boundary, the waste and compliance boundaries, and all monitoring wells listed in the NPDES
permit. The identified water supply wells are located on the map and the well owner's name
and location address are listed on a separate table that can be matched to its location on the
map.
During completion of the CSA, HDR will update the receptor information as necessary, in
general accordance with the CSA receptor survey requirements.

Duke Energy Carolinas, LLC | Proposed Groundwater Assessment Work Plan
Cliffside Steam Station Ash Basin
4.0 REGIONAL GEOLOGY AND HYDROGEOLOGY

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4.0 Regional Geology and Hydrogeology
North Carolina is divided into distinct regions by portions of three physiographic provinces: the
Atlantic Coastal Plain, Piedmont, and Blue Ridge (Fenneman, 1938). The CSS site is located in
the Piedmont zone, one of several northeast-trending geologic belts of the southern crystalline
Appalachians. The zone lies between the Charlotte Terrane of the Carolina zone to the east
and the Blue Ridge Terrane to the west. Rocks in the Piedmont zone have undergone intense
metamorphism, folding, faulting, and igneous intrusion.
The topography of the Piedmont region is characterized by low, rounded hills and long, rolling,
northeast-southwest trending ridges (Heath, 1984). Stream valley to ridge relief in most areas
ranges from 75 to 200 feet. Along the Coastal Plain boundary, the Piedmont region rises from
an elevation of 300 feet above mean sea level, to the base of the Blue Ridge Mountains at an
elevation of 1,500 feet (LeGrand, 2004).
The Piedmont zone is a fault-bounded composite stack of thrust sheets containing a variety of
gneisses, schists, amphibolites, sparse ultramafic bodies, and intrusive granitoids (Horton and
McConnell, 1991; Nelson and others, 1998). The general structure within the zone is
characterized by irregular foliation of low dip and folds transverse to the northeast regional
trend. The stratified rocks consist of thinly layered mica schist and biotite gneiss that are
interlayered with lesser amounts of amphibolite, calc-silicate rocks, hornblende gneiss, and
quartzite. Protoliths of these rocks were largely sedimentary and in part volcanic. Large and
small masses of granite and granodiorite are present throughout the belt and form concordant to
semi-concordant bodies in the country rock. Some of these granitoid bodies are gneissic and
are probably older than the poorly foliated to non-foliated facies. Small, ultramafic masses are
present along the eastern and western edges of the belt. The rocks of the central core of the
Western Piedmont zone are in the sillimanite zone of amphibolite metamorphism with the flanks
primarily in the staurolite-kyanite zone (Butler, 1991).
The groundwater system in the Piedmont Province, in most cases, is comprised of two
interconnected layers, or mediums: 1) residual soil/saprolite and weathered fractured rock
(regolith) overlying 2) fractured crystalline bedrock (Heath 1980; Harned and Daniel 1992). The
regolith layer is a thoroughly weathered and structureless residual soil that occurs near the
ground surface with the degree of weathering decreasing with depth. The residual soil grades
into saprolite, a coarser grained material that retains the structure of the parent bedrock.
Beneath the saprolite, partially weathered/fractured bedrock occurs with depth until sound
bedrock is encountered. This mantle of residual soil, saprolite, and weathered/fractured rock is
a hydrogeologic unit that covers and crosses various types of rock (LeGrand 1988). This layer
serves as the principal storage reservoir and provides an intergranular medium through which
the recharge and discharge of water from the underlying fractured rock occurs. Within the
fractured crystalline bedrock layer, the fractures control both the hydraulic conductivity and
storage capacity of the rock mass. A transition zone at the base of the regolith has been
interpreted to be present in many areas of the Piedmont. The zone consists of partially
weathered/fractured bedrock and lesser amounts of saprolite that grades into bedrock and has
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been described as “being the most permeable part of the system, even slightly more permeable
than the soil zone” (Harned and Daniel 1992). The zone thins and thickens within short
distances and its boundaries may be difficult to distinguish. It has been suggested that the zone
may serve as a conduit of rapid flow and transmission of contaminated water (Harned and
Daniel 1992)
The igneous and metamorphic bedrock in the Piedmont consist of interlocking crystals and
primary porosity is very low, generally less than three percent. Secondary porosity of crystalline
bedrock due to weathering and fractures ranges from one to ten percent (Freeze and Cherry,
1979) but, porosity values of from one to three percent are more typical (Daniel and Sharpless
1983). Daniel (1990) reported that the porosity of the regolith ranges from 35 to 55 percent near
land surface but decreases with depth as the degree of weathering decreases.
LeGrand’s (1988; 1989) conceptual model of the groundwater setting in the Piedmont
incorporates the above two medium system into an entity that is useful for the description of
groundwater conditions. That entity is the surface drainage basin that contains a perennial
stream (LeGrand 1988). Each basin is similar to adjacent basins and the conditions are
generally repetitive from basin to basin. Within a basin, movement of groundwater is generally
restricted to the area extending from the drainage divides to a perennial stream (Slope-Aquifer
System; LeGrand 1988; 1989). Rarely does groundwater move beneath a perennial stream to
another more distant stream or across drainage divides (LeGrand 1989). The crests of the
water table undulations represent natural groundwater divides within a slope-aquifer system and
may limit the area of influence of wells or contaminant plumes located within their boundaries.
The concave topographic areas between the topographic divides may be considered as flow
compartments that are open-ended down slope.
Therefore, in most cases in the Piedmont, the groundwater system is a two medium system
(LeGrand 1988) restricted to the local drainage basin. The groundwater occurs in a system
composed of two interconnected layers: residual soil/saprolite and weathered rock overlying
fractured crystalline rock separated by the transition zone. Typically, the residual soil/saprolite
is partially saturated and the water table fluctuates within it. Water movement is generally
through the weathered/fractured and fractured bedrock. The near-surface fractured crystalline
rocks can form extensive aquifers. The character of such aquifers results from the combined
effects of the rock type, fracture system, topography, and weathering. Topography exerts an
influence on both weathering and the opening of fractures, while the weathering of the
crystalline rock modifies both transmissive and storage characteristics.
Groundwater flow paths in the Piedmont are almost invariably restricted to the zone underlying
the topographic slope extending from a topographic divide to an adjacent stream. Under natural
conditions, the general direction of groundwater flow can be approximated from the surface
topography (LeGrand 2004).
Groundwater recharge in the Piedmont is derived entirely from infiltration of local precipitation.
Groundwater recharge occurs in areas of higher topography (i.e., hilltops), and groundwater
discharge occurs in lowland areas bordering surface water bodies, marshes, and floodplains
(LeGrand 2004). Average annual precipitation in the Piedmont ranges from 42 inches to 46
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inches. Mean annual recharge in the Piedmont ranges from 4.0 inches to 9.7 inches per year
(Daniel 2001).

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5.0 Initial Conceptual Site Model
The following Initial Conceptual Site Model (ICSM) has been developed for the CSS site using
available regional data and site-specific data (e.g., boring logs, well construction records, etc.).
Although the groundwater flow system at the site is not fully understood and heterogeneities
exist, the available data indicates that the LeGrand Slope-Aquifer hydrogeologic conceptual
model for sites within the Piedmont, as described in Section 4.0, is a reasonable preliminary
representation of site conditions. The ICSM served as the foundation for the development of
proposed field activities and data collection presented in Section 7.0. The ICSM will be refined
as needed as additional site-specific information is obtained during the site assessment
process.
The ICSM serves as the basis for understanding the hydrogeologic characteristics of the site as
well as the characteristics of the ash sources and will serve as the basis for the Site Conceptual
Model (SCM) discussed in Section 7.5.
In general, the ICSM identified the need for the following additional information concerning the
site and ash:
 Delineation of the extent of possible soil and groundwater contamination;
 Additional information concerning the direction and velocity of groundwater flow;
 Information on the constituents and concentrations found in the site ash;
 Properties of site materials influencing fate and transport of constituents found in ash;
and
 Information on possible impacts to seeps and surface water from the constituents found
in the ash.
The assessment Work Plan found in Section 7.0 was developed in order to collect and to
perform the analyses to provide this information. Locations of site features described below are
provided on Figure 2.
5.1 Physical Site Characteristics
The inactive Units 1-4 ash basin dam at the Cliffside site was constructed in 1957, and the basin
began operation the same year. The Unit 1-4 basin was later retired in 1977 once it reached
capacity. Ahead of Cliffside Unit 5 operations, the inactive Unit 5 ash basin main dam and
saddle dam were constructed in 1970. The inactive Unit 5 ash basin received inflows from Unit
5 operations starting in 1972 and until it was retired in 1980. A layer of soil covers the footprints
of both the inactive Units 1-4 and inactive Unit 5 ash basins. Construction of the active ash
basin began in 1975 after it was determined that the Unit 5 ash basin was quickly reaching
capacity. The active ash basin was later expanded in 1980 to its current footprint.
Topography at the CSS site ranges from approximate high elevations of 832 feet southwest of
the active ash basin and 848 feet and 856 feet west and southwest of the Unit 5 inactive ash
basin, respectively to a low elevation of 664 feet at the interface with the Broad River on the
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northern extent of the site. Overall topography generally slopes from a south to north direction
with an elevation loss of approximately 190 feet over an approximate distance of 4,000 feet.
Surface water drainage generally follows site topography and flows from the south to the north
across the site except where natural drainage patterns have been modified by the ash basin or
other construction. Unnamed drainage features are located near the western and eastern
edges of the site and generally flow north to the Broad River. Suck Creek transects the site
from south to north, discharging to the Broad River. The approximate pond elevation for the
active ash basin is 762 feet. The elevation of the Broad River at the site is approximately 656
feet.
In addition to the active ash basin, the Unit 5 inactive ash basin is located on the western
portion of the site, west and southwest of Units 5 and 6. The basin, which only receives
stormwater from the drainage area, was made inactive in 1980 and is utilized as a lay-down
yard for the station. The Units 1-4 inactive as basin is located northwest of the active ash basin,
on the west side of Suck Creek, and immediately east of the retired Units 1-4. The Units 1-4
inactive ash basin was made inactive in 1977, although five small settling cells exist on the
western portion of the footprint which are pumped to the active ash basin. Two unlined dry ash
storage areas are located north of the active ash basin and south of the Broad River which were
likely created when ash was removed from the active ash basin in the 1980s in order to provide
additional capacity for sluiced ash.
5.1.1 Active Ash Basin
The active ash basin is located approximately 1,700 feet to the east-southeast of CSS and
adjacent to the Broad River as shown on Figure 2. The active ash basin is impounded by
earthen dikes located between the west portion of the basin and Suck Creek and between the
northeast portion of the basin and the Broad River. The waste boundary associated with the
active ash basin, including associated dams and the ash storage areas, is approximately 117
acres in area. The approximate maximum pond elevation of the active ash basin is 770 feet.
The active ash basin contains approximately 5,400,000 tons of coal combustion residual (CCR)
material. The main section of the pond is maintained below 765 feet to have extra storage
capacity during a significant flood event.
The active ash basin was constructed in two phases. The first phase consisted of excavation of
the Suck Creek diversion canal and construction of the upstream dam to elevation 745 feet and
the downstream dam to elevation 725 feet. This first phase began in 1974 and was completed in
1975. The second phase consisted primarily of raising both dams to elevation 775 feet. The
downstream dam was raised in two stages, with the first stage involving construction of the dam
to a temporary elevation of 737 feet sometime in late 1979. The second stage construction was
essentially completed in late 1980. In 2012, ash from within the southern portion of the active
ash basin was removed and placed dry within an upland portion of the ash basin footprint in
order to create a settling cell. The ash that was stacked northwest of the settling cell was
covered with a soil layer and is currently well vegetated.
The active ash basin was formed by construction of two earth fill dams across Suck Creek
bracketing a nearly mile-long meandering reach of the natural stream valley. At the upstream
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dam, Suck Creek was diverted through a canal to the Broad River, its present-day course. The
active ash basin downstream dam, located just upstream of the original confluence of Suck
Creek with the Broad River, has a crest length of 876 feet and the upstream dam has a crest
length of 890 feet . Both dams were designed to have 15-foot wide crests at an elevation of 775
feet. Maximum height of the downstream dam is about 120 feet above the downstream toe. The
maximum height of the upstream dam is about 60 feet above the exterior toe and about 65 feet
above the interior toe.
The downstream dam was designed to have an upstream slope of 2.5:1 (H:V) from the crest
down to a 15-foot wide berm at elevation 737 feet, a 2:1 (H:V) slope below this berm to a lower
50-foot berm at 675 feet; then 2:1 (H:V) slope to the prepared foundation grade. The final
downstream slope was designed to be 2.5:1 with two berms: one 15 feet wide berm at elevation
725 feet and another 20 feet wide berm at elevation 680 feet. The 2.5:1 downstream slope
below the lower berm has a cover of riprap designed to be 2.5 feet thick and bedded on a 1-foot
thick crushed stone layer. Beyond the toe of the downstream slope, there is a drainage channel
leading to the Broad River. The banks of this channel are protected with riprap.
The upstream dam was designed to have 2.5:1 interior slope and a 2.5:1 exterior slope down to
a berm at elevation 730 feet, then 2:1 slope below the berm. The exterior slope below elevation
735 feet was designed to have a riprap cover. The outlet for the active basin (NPDES Outfall
002) is a reinforced concrete drainage tower with bottom discharge into a 42-inch diameter RCP
which extends approximately 700 feet (horizontally) beneath the downstream dam at its left
(west) abutment.
Outfall 002 discharges effluent from the active ash basin system. The ash basin receives
variable inflows from the Unit 5 fly ash handling system, Unit 5 bottom ash handling system,
cooling tower blowdown, stormwater runoff from yard drainage, coal pile runoff, gypsum pile
runoff, limestone pile runoff, landfill leachate, and wastewater streams generated from emission
monitoring equipment, precipitators, and Selective Catalytic Reduction Unit. Also, treated
sanitary wastewater, miscellaneous cleaning wastes, domestic package plant wastewater
(through the yard sumps) and water treatment system wastes (filter backwash, deminerlizer
regeneration waste, reverse osmosis rinse water, and clarifier solids).
5.1.2 Ash Storage Areas
Two unlined dry ash storage areas are located north and adjacent to the active ash basin.
These areas are located between the active portion of the ash basin and the Broad River and
are heavily vegetated. The ash located in these storage areas was likely removed from the
active ash basin during the 1980s. The combined ash storage area footprint is approximately
15 acres and contains approximately 170,000 cubic yards of CCR material.
5.1.3 Units 1-4 Inactive Ash Basin
The Units 1-4 inactive ash basin is located approximately 400 feet to the southeast of the retired
Units 1-4 and approximately 1,300 feet to the northeast of Unit 6, adjacent to the Broad River
(Figure 2). The Units 1-4 inactive ash basin is impounded by an earthen dike located along the
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north and northeast side of the basin. The waste boundary associated with the Units 1-4
inactive ash basin is approximately 14.5 acres in area and contains approximately 320,000 tons
of CCR material.
The Unit 1-4 Inactive Ash Basin Dam is an L-shaped earth fill embankment with an overall
length of about 1480 feet along the crest. The dam was designed to have a 15-foot wide crest at
elevation 706 ft. The current crest elevation is about 703.5 feet. The maximum height of the
dam is about 38 feet above the downstream toe. Design drawings called for a 2.5:1 (H:V)
upstream slope and a 2:1 (H:V) downstream slope to elevation 682 feet, then 2:5:1 (H:V) slope
below 682 feet to the toe of the downstream slope.
The outlet for the Units 1-4 inactive ash basin is a reinforced concrete drainage tower with
bottom discharge into a 30-inch diameter corrugated metal pipe (CMP) which extends
approximately 180 feet (horizontally) through the base of the embankment at a skewed section
located near the east end of the dam.
The Units 1-4 inactive ash basin and dam were constructed in about 1957 and retired in 1977.
The basin received inflows from Units 1-4 operation, primary sluiced bottom ash and fly ash.
The upstream, western portions of the ash basin were converted into holding cells for storm and
plant process water. Water from these holding cells is pumped to the active ash basin to the
east. The impounded ash material within the inactive basin is capped with a soil cover
approximately 2 feet thick.
5.1.4 Unit 5 Inactive Ash Basin
The Unit 5 inactive ash basin is located approximately 1,000 feet to the southwest of Unit 5 and
approximately 1,000 feet west of Unit 6, south of the Broad River (Figure 2). The Unit 5 inactive
ash basin is impounded by two earthen dikes located along the north and northeast sides of the
basin. The waste boundary associated with the Unit 5 inactive ash basin, including its dams, is
approximately 58 acres in area. The Unit 5 inactive ash basin contains approximately 806,000
tons of CCR material.
The Unit 5 Inactive Ash Basin dams are earth fill embankments. The main and saddle dams are
the principal embankments which form this ash basin. The crest of the main dam is generally
oriented in an east-west direction and parallels the flow of the Broad River to the north. The
crest of the saddle dam is generally oriented in a southeast-northwest direction, and the Unit 5
cooling towers are located immediately northwest. The dams were designed to have 20-foot
wide crests at elevation 767 feet. The main dam is about 1460 feet long at the crest and has a
maximum height of about 97 feet above the toe of the downstream slope. The saddle dam is
approximately 590 feet long at the crest and has a maximum height of about 42 feet above the
downstream toe. Design drawings called for 2.5:1 (H:V) upstream slopes, a 2.8:1 (H:V)
downstream slope for the main dam, and a 2.7:1 (H:V) downstream slope for the saddle dam.
The outlet for this basin is a reinforced concrete drainage tower with bottom discharge into a 60-
inch diameter reinforced concrete pipe (RCP) which extends approximately 500 feet
(horizontally) through the left abutment of the main dam. The Unit 5 ash basin and dam
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construction was completed in 1970, and the basin began receiving inflows with Unit 5 startup in
1972. The basin quickly reached its capacity and was retired in 1980, and a soil layer was
placed across the footprint. The majority of the Unit 5 inactive ash basin footprint is currently
used as a laydown area, and stormwater that falls within the ash basin’s drainage area is
conveyed through the outlet structure.
5.1.5 Coal Combustion Products Landfill
Duke Energy owns and operates the Cliffside Steam Station Coal Combustion Products (CCP)
Landfill (NCDENR Division of Waste Management (DWM), Solid Waste Section Permit No.
8106-INDUS-2009). The CCP landfill is located nearly a mile southwest of the Cliffside Steam
Station on Duke Energy property and is situated completely within Rutherford County. The CCP
landfill is northeast of the intersection of Old U.S. Highway 221A and Ballenger Road. The
landfill is permitted to receive fly ash, bottom ash, boiler slag, mill rejects, flue gas
desulfurization sludge, gypsum, leachate basin sludge, non-hazardous sandblast material,
limestone, ball mill rejects, coal, carbon, sulfur pellets, cation and anion resins, sediment from
sumps, and cooling tower sludge generated by Duke Energy North Carolina coal-fired facilities,
including from Cliffside Steam Station. Waste was first placed into the landfill on October 24,
2010.
Once completed, the CCP Landfill is planned to contain fives phases covering a total of 86
acres. Phase I has been constructed and encompasses 23.3 acres of the southwestern corner
of the landfill footprint. The estimated gross capacity of Phase I is 2,415,000 cubic yards.
Phase II has not yet been constructed, although a Permit to Construct has been issued by
NCDENR DWM. Phase II construction is planned to commence in 2015 and is planned to
encompass 15.3 acres immediately north of the Phase I footprint. The estimated gross capacity
of Phase II is 1,922,000 cubic yards. The entire landfill facility is projected to have a combined
capacity of 13,343,000 cubic yards of waste when complete. The approximate boundary of the
CCP Landfill Phase I is shown on Figures 2 and 3.
The Permit to Construct Phase I of the landfill was issued by NCDENR DWM in June 2009. The
Phase I Permit to Operate was issued by NCDENR DWM in September 2010. A Permit to
Construct Phase II of the landfill was originally issued in September 2012 and modified in March
2014. The landfill was constructed with a leachate collection and removal system and an
engineered liner system. Phase I contact stormwater and leachate are collected in the leachate
collection pipe system and then pumped for treatment in the station’s active ash basin. The
environmental monitoring system at the landfill consists of nine groundwater monitoring wells
and two surface water sample locations.
5.2 Source Characteristics
The ash in the ash basin consists of fly ash and bottom ash produced by the combustion of
coal. The physical and chemical properties of coal ash are determined by reactions that occur
during the combustion of the coal and subsequent cooling of the flue gas. In general, coal is
dried, pulverized, and conveyed to the burner area of a boiler for combustion. Material that
forms larger particles of ash and falls to the bottom of the boiler is referred to as bottom ash.
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Smaller particles of ash, fly ash, are carried upward in the flue gas and are captured by an air
pollution control device. Approximately 70 percent to 80 percent of the ash produced during
coal combustion is fly ash (EPRI 1993). Typically 65 percent to 90 percent of fly ash has
particle sizes that are less than 0.010 millimeter (mm). Bottom ash particle diameters can vary
from approximately 38 mm to 0.05 mm.
The chemical composition of coal ash is determined based on many factors including the source
of the coal, the type of boiler where the combustion occurs (the thermodynamics of the boiler),
and air pollution control technologies employed. The major elemental composition of fly ash
(approximately 90 percent by weight) is composed of mineral oxides of silicon, aluminum, iron,
and calcium. Minor constituents such as magnesium, potassium, titanium, and sulfur comprise
approximately 8 percent of the mineral component, while trace constituents such as arsenic,
cadmium, lead, mercury, and selenium make up less than approximately 1 percent of the total
composition (EPRI 2009). Other trace constituents in coal ash (fly ash and bottom ash) consist
of antimony, barium, beryllium, boron, chromium, copper, lead, mercury, molybdenum, nickel,
selenium, strontium, thallium, uranium, vanadium, and zinc (EPRI 2009).
In addition to these constituents, coal ash leachate contains chloride, fluoride, sulfate, and
sulfide. In the U.S. Environmental Protection Agency’s (EPA’s) Proposed Rules: Disposal of
Coal Combustion Residuals From Electric Utilities Federal Register / Vol. 75, No. 118 / Monday,
June 21, 2010, 35206, EPA proposed that the following constituents be used as indicators of
groundwater contamination in the detection monitoring program for coal combustion residual
landfills and surface impoundments: boron, chloride, conductivity, fluoride, pH, sulfate, sulfide,
and total dissolved solids (TDS). In selecting the constituents for detection monitoring, EPA
selected those that are present in coal combustion residuals that would move rapidly through
the subsurface, thereby, providing an early indication that contaminants were migrating from the
landfill or ash basin.
In the 1998 Report to Congress Wastes from the Combustion of Fossil Fuels (USEPA 1998),
EPA presented waste characterization data for CCR wastes in impoundments and in landfills.
The constituents listed were: arsenic, barium, beryllium, boron, cadmium, chromium, cobalt,
copper, lead, manganese, nickel, selenium, silver, thallium, strontium, vanadium, and zinc. In
this report, the EPA reviewed radionuclide concentrations in coal and ash and ultimately,
eliminated radionuclides from further consideration due to the low risks associated with the
radionuclides.
The geochemical factors controlling the reactions associated with leaching of ash and the
movement and transport of the constituents leached from ash is complicated. The mechanisms
that affect movement and transport vary by constituent, but, in general, are mineral equilibrium,
solubility, and adsorption onto inorganic soil particles. Due to the complexity associated with
understanding or identifying the specific mechanism controlling these processes, HDR believes
that the effect of these processes are best considered by determination of site-specific, soil-
water distribution coefficient, Kd, values as described in Section 7.7.
The oxidation-reductions and precipitation-dissolution reactions that occur in a complex
environment, such as an ash basin, are poorly understood. In addition to the variability that
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might be seen in the mineralogical composition of the ash, based on different coal types,
different age of ash in the basin, etc., it would be anticipated that the chemical environment of
the ash basin would vary over time, distance and depth, increasing the difficulty of making
specific predictions related to concentrations of specific constituents.
HDR does not believe that conditions in the site groundwater will be likely to produce methane;
therefore methane was not included in the sample parameters.
Duke Energy has performed limited leaching analysis on fly ash and bottom ash. Available data
is presented in Table 3.
Due to the complex nature of the geochemical environment and processes in the ash basin,
HDR believes that the most useful representation of the potential impacts to groundwater will be
obtained from the sampling and analyses of ash in the basin and from pore water and
groundwater samples proposed in Section 7.0 of this Work Plan.
Understanding the factors controlling the mobility, retention, and transport of the constituents
that may leach from ash is also complicated by the complex nature of the geochemical
environment of the ash basin combined with the complex geochemical processes occurring in
the soils beneath the ash basin along the groundwater flow paths. Mobility, retention, and
transport of the constituents can vary by each individual constituent. As these processes are
complex and are highly dependent on the mineral composition of the soils, it will not be possible
to determine with absolute clarity the specific mechanism that controls the mobility and retention
of the constituents; however, the effect of these processes will be represented by the
determination of the site-specific soil-water distribution coefficient, Kd, values as described in
Section 7.7. As described in that section, samples will be collected to develop Kd terms for the
various materials encountered at the site. These Kd terms are then to be used as part of the
groundwater modeling, if required to predict concentrations of constituents at the compliance
boundary.
The site residual soils were formed by in-place weathering of mica schist and biotite gneiss that
are interlayered with lesser amounts of amphibolite, calc-silicate rocks, hornblende gneiss, and
quartzite. Iron (Fe) and manganese (Mn), present in groundwater at a number of the on-site
monitoring wells, are constituents of the bedrock, primarily in ferro-magnesium minerals.
Manganese substitutes for iron and magnesium in a number of minerals and is enriched in
mafic and ultramafic lithologies relative to felsic lithologies (1,000 ppm in basalt and 400 ppm in
granite; Krauskopf 1972). In the Piedmont, manganese oxides occur as thin coatings along
bedrock fractures and as thin-coatings along relict discontinuities in saprolite. Manganese
ranges from 20 to 3,000 ppm in residual soils (Krauskopf 1972).
In a study in Orange County, North Carolina, Cunningham and Daniel (2001) reported
manganese in 94% and iron in 80% of the drinking water wells tested. Iron exceeded North
Carolina drinking water standards in 6% of the wells and for manganese in 24% of the wells
(Cunningham and Daniel 2001). In more recent study, Gillispie (2014) found that approximately
50% of wells in North Carolina have manganese concentrations exceeding the state standard of
0.05 mg/L (Gillispie 2014). The manganese detected in water wells at ten NC Division of Water
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Resources groundwater research stations studied by Gillispie (2014) is naturally derived and
concentrations are spatially variable ranging from less than 0.01 to greater than 2 mg/L.
5.3 Hydrogeologic Site Characteristics
Based on lithological data included in soil boring and monitoring well installation logs provided
by Duke Energy (A.E. Drilling Services, Inc., 1995 and 1996, MACTEC, 2011, and S&ME, Inc.,
2005), subsurface stratigraphy consists of the following material types: fill, ash, residual soil,
saprolite, alluvium, partially weathered rock (PWR), and bedrock. In general, residuum, PWR
and bedrock were encountered beneath most areas of the site. Alluvium was encountered in
borings advanced east of Suck Creek and north of the Broad River. Bedrock was consistently
encountered at varying depths across the site. The general stratigraphic units, in sequence
from the ground surface down to boring termination, are defined as follows:
 Fill – Fill material generally consisted of re-worked sands and silts that were borrowed
from one area of the site and re-distributed to other areas. Fill was used in the
construction of dikes and presumably as cover for the ash storage area.
 Ash – Although previous exploration activities, for which Duke Energy provided boring
logs, did not evaluate ash management areas of the site, ash is expected to be present
within the active ash basin, two inactive ash basins, and the ash storage areas.
 Alluvium – Alluvium is unconsolidated soil and sediment that has been eroded and re-
deposited by streams and rivers. Alluvium may consist of a variety of materials ranging
from silts and clays to sands and gravels. Alluvium was encountered in two boring
locations east of Suck Creek and north of the Broad River. Alluvium in these borings
was described as orange, tan, or brown fine- to coarse-grained sand.
 Residual Soil – The soil that develops by in-place weathering and consists of gray,
orange, tan, red, or brown micaceous fine-grained to coarse-grained sand or fine-
grained sandy silt. This hydrostratigraphic unit was encountered in various thicknesses
across the site. The residual soil horizon grades into saprolite at depth.
 Saprolite – Saprolite develops by the in-place weathering of igneous and metamorphic
rocks. Saprolite is characterized by the preservation of structures that were present in
the unweathered parent bedrock.
 Partially Weathered Rock (PWR) – PWR occurs between the saprolite and bedrock
and contains saprolite and rock remnants. This unit is described as orange, tan, gold,
brown, maroon, or black micaceous fine to coarse sand with rock fragments.
 Bedrock – Bedrock was encountered across the site as shallow as 18 feet below
ground surface (bgs) in borings on the eastern extent of the site and as deep as 58 feet
bgs in a boring located on the southern extent of the site. Bedrock was described as
gray to bluish gray garnetiferous biotite gneiss with white to gray quartzite seams.
Hydraulic conductivity in these hydrostratigraphic units can vary, but is generally thought to fall
within the ranges provided in the table below where Kh refers to hydraulic conductivity in the
horizontal direction and Kv refers to hydraulic conductivity in the vertical direction:

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Hydrostratigraphic Unit Range of k Values (cm/sec)
Fill (Kh)2 1.0E-06 to 1.0E-04
Ash (Kh)1,3 1.0E-06 to 1.0E-04
Ash (Kv)4 2.8E-05 to 1.2E-04
Alluvium (Kh)1,3 1.3E-06 to 2.7E-03
Residual Soil/Saprolite (Kh)1,3 9.7E-07 to 1.8E-02
Partially Weathered/ Fractured
Rock – TZ (Kh)1,3 1.9E-06 to 3.3E-02
Bedrock (Kh)1,3 1.8E-07 to 9.9E-03

Notes:
1. Data from in-situ permeability tests at ash basins located within the Carolina Piedmont.
2. Estimates for F (fill) based on data that indicates the ‘k’ for fill is about an order of magnitude lower than the in-situ
material used for the fill (after compaction).
3. Hydraulic Conductivity Database - HDR (unpublished data).
4. Data from in-situ permeability tests at ash basins located within the Carolina Piedmont.

As the site is located in the Piedmont, it is anticipated that the groundwater flow will be primarily
in the saprolite and the transition zone material with flow also occurring in the fractured or
weathered zones in bedrock. The sampling and testing proposed in Section 7 will provide
additional information on the transport characteristics of the materials at the site.
Groundwater flow and transport at the CSS site are assumed to follow the local slope aquifer
system, as described by LeGrand (2004). Under natural conditions the general direction of
groundwater flow can be approximated from the surface topography. Suck Creek transects the
site generally from south to north to the Broad River and is located to the west of the active ash
basin. The topography at the site generally slopes toward Suck Creek and/or to the north
toward the Broad River. Suck Creek likely functions as a groundwater divide between the east
and west portions of the site. The Broad River is located to the north of the ash basin. The
predominant direction of groundwater flow from the ash basin is in a northerly direction, towards
the Broad River, which likely functions as a groundwater divide between the site and the
properties on the north side of the river.
Groundwater recharge in the Piedmont is derived entirely from infiltration of local precipitation.
Groundwater recharge occurs in areas of higher topography (i.e., hilltops), and groundwater
discharge occurs in lowland areas bordering surface water bodies, marshes, and floodplains
(LeGrand 2004). At the CSS site, groundwater recharge is expected to occur on the southern
portion of the site, the central portion of the site, and east of the site where topography is higher.
Groundwater is expected to discharge into tributary drainage features, Suck Creek, or into the
Broad River.
Following completion of the groundwater assessment work, a site conceptual model will be
developed, as described in Section 7.5.

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6.0 Compliance Groundwater Monitoring
As described in Section 2.3, groundwater monitoring is required as a condition of the NPDES
permit. From April 2011 through August 2014, the compliance groundwater monitoring wells at
the CSS site have been sampled a total of 11 times. During this period, these monitoring wells
were sampled in:
 April 2011
 August 2011
 December 2011
 April 2012
 August 2012
 December 2012
 April 2013
 August 2013
 December 2013
 April 2014
 August 2014
With the exception of chromium, iron, manganese, pH, sulfate, and total dissolved solids (TDS),
the results for all monitored parameters and constituents were less than the 2L Standards.
Table 2 lists the range of exceedances for chromium, iron, manganese, pH, sulfate, and TDS for
the period of April 2011 through August 2014.
Available groundwater quality data for compliance monitoring wells, voluntary monitoring wells,
and conceptual closure monitoring wells (as mentioned above and shown on Figure 2) are
summarized on Table 4. Landfill leachate data provided by Duke Energy are provided in Table
5. Surface water quality data are provided in Table 6. Seep analytical results are provided in
Table 7.
Compliance groundwater monitoring will continue as scheduled in accordance with the
requirements of the NPDES permit.

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7.0 Assessment Work Plan
Solid and aqueous media sampling will be performed to provide information pertaining to the
horizontal and vertical extent of potential soil and groundwater contamination and to determine
physical properties of the ash and soil. Based on readily available site background information,
and dependent upon accessibility, HDR anticipates collecting the following samples as part of
the subsurface exploration plan:
 Ash and soil samples from borings within and beneath the ash basins and ash storage
area,
 Soil samples from borings located outside the ash basins and ash storage area
boundaries,
 Groundwater samples from proposed monitoring wells,
 Groundwater samples from the existing compliance and/or voluntary monitoring wells,
 Surface water samples from water bodies located within the ash basin waste boundary,
 Surface water and sediment samples from surface water locations potentially impacted
by the ash basin due to their proximity to or downgradient locations from the basin as
well as upgradient background locations, and
 Seep samples from locations identified as part of Duke Energy’s NPDES permit renewal
application (from June, July, October, and November 2014).
In addition, hydrogeologic evaluation testing will be conducted during and following monitoring
well installation activities, as described in Section 7.1.6. Historical groundwater quality data
from compliance monitoring wells and voluntary monitoring wells will be used to supplement
data obtained from this assessment work.
A summary of the proposed exploration plan, including estimated sample quantities and
estimated depths of soil borings and monitoring wells, is presented in Table 8. The proposed
sampling potential locations are shown on Figure 3.
Upon approval of the Work Plan, HDR proposes to perform an evaluation of historical iron and
manganese exceedances with respect to turbidity and to naturally occurring background
conditions. If that evaluation finds the exceedances are caused by turbidity, the well(s) will be
redeveloped and replaced, if required, as described in Section 7.2.1. If that evaluation finds that
the exceedances are not caused by turbidity or naturally occurring conditions, then additional
monitoring wells will be installed to delineate the extent of the exceedances. Some of the
proposed potential locations could be located on adjacent property not owned by Duke Energy;
monitoring these locations would require permission from the adjacent property owners. The
installation depths of the well screens will be determined based on site conditions and the depth
of the compliance wells with the exceedance.
If it is determined that additional investigations are required during the review of existing data or
data developed from this assessment, Duke Energy will notify the NCDENR regional office prior
to initiating additional sampling or investigations.
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7.1 Subsurface Exploration
Characterization of subsurface materials will be conducted through the completion of soil
borings and borings performed for installation of monitoring wells as shown on Figure 3.
Installation details for soil borings and monitoring wells, as well as estimated sample quantities
and depths, are described below and presented in Table 8.
For nested monitoring wells, the deep monitoring well boring will be utilized for characterization
of subsurface materials and a sample collected for laboratory analysis. Shallow, deep, and
bedrock monitoring well borings will be logged in the field as described below.
At the conclusion of well installation activities, well construction details – including casing depth;
total well depth; and well screen length, slot size, and placement within specific
hydrostratigraphic units – will be presented in tabular form for inclusion into the final CSA
Report. Well completion records will be submitted to NCDENR within 30 days of completion.
Duke Energy acknowledges that subsurface geophysics may be useful for evaluation of
subsurface conditions in areas of the site that have not been significantly reworked by
construction or ash management activities, but less useful in basins and fills. Subsequent to
evaluation of field data obtained during the proposed investigation activities, Duke Energy will
evaluate the need for and potential usefulness of subsurface geophysics in select areas of the
site. If it is determined that subsurface investigation is warranted, Duke Energy and HDR will
notify the NCDENR regional office prior to initiating additional investigations.
7.1.1 Ash and Soil Borings
Characterization of ash and underlying soil will be accomplished through the completion and
sampling of borings advanced at eight locations within the Unit 5 Inactive Ash Basin and on the
Unit 5 Inactive Ash Basin dikes (designated as U5-1 through U5-8), four locations with in the
Units 1-4 Inactive Ash Basin and on the Units 1-4 Inactive Ash Basin dike (designated as IB-1
through IB-4), seven locations within the Ash Storage Areas and on the Ash Storage Areas dike
(designated as AS-1 through AS-7), and six locations within the Active Ash Basin Ash
(designated as AB-1 through AB-6). In addition, 36 soil borings (designated as MW -21, MW-22,
MW -30, MW -32, MW -34, MW -36, MW -38, MW -40, MW-42, GWA-1 through GWA-6, GWA-10
through GWA-14, GWA-20 through GWA-33, BG-1 and BG-2) will be completed outside of ash
management areas to provide additional soil quality data.
Field data collected during boring advancement will be used to evaluate:
 Presence or absence of ash,
 Areal extent and depth/thickness of ash, and
 Groundwater flow and transport characteristics, if groundwater is encountered.
Borings will be advanced using hollow stem auger or roller cone drilling techniques to facilitate
collection of downhole data. Standard Penetration Testing (SPT) (ASTM D 1586) and split-
spoon sampling will be performed at 5-foot increments using an 18-inch split-spoon sampler.
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Note that continuous coring will be performed from auger refusal to a depth of at least 50 feet
into competent bedrock for deep bedrock monitoring well borings (designated as BR soil
boring/groundwater monitoring well locations on Figure 3).
Borings will be logged and ash/soil samples will be photographed, described, and visually
classified in the field for origin, consistency/relative density, color, and soil type in accordance
with the Unified Soil Classification System (ASTM D2487/D2488).
BORINGS WITHIN ASH BASINS AND ASH STORAGE AREAS
In areas where ash is known or suspected to be present (i.e., U5-, IB-, AS-, and AB-borings),
solid phase samples will be collected for laboratory analysis from the following intervals in each
boring:
 Shallow Ash – approximately 3 feet bgs to 5 feet bgs
 Deeper Ash – approximately 2 feet above the ash/soil interface
 Upper Soil – approximately 2 feet below the ash/soil interface
 Deeper Soil – approximately 8 feet to 10 feet below the ash/soil interface
If ash is observed to be greater than 30 feet thick, a third ash sample will be collected from the
approximate mid-point depth between the shallow and deeper samples. The ash samples will
be used to evaluate geochemical variations in ash located in the ash basin and ash storage
area. The remaining soil samples will be used to delineate the vertical extent of potential soil
impacts beneath the ash basin and ash storage area.
Ash and soil samples will be analyzed for total inorganic compounds, as presented in Table 9.
Select ash samples will be analyzed for leachable inorganic compounds using the Synthetic
Precipitation Leaching Procedure (SPLP) to evaluate the potential for leaching of constituents
from ash into underlying soil. The ash SPLP analytical results will be compared to Class GA
Standards as found in 15A NCAC 02L .0202 Groundwater Quality Standards, last amended on
April 1, 2013 (2L Standards).
Bathymetric surveys performed within the ponded areas of the Active Ash Basin indicate that
ash exists beneath most if not all of the ponded areas at varying depths. Ash is also likely
present in the ponded area in the Unit 5 Inactive Ash Basin. Due to safety concerns, borings
will not be completed where ponded water is present within the ash basin. Safety concerns may
also prevent access to proposed boring locations on ash areas where saturated ash presents
stability issues.
BORINGS OUTSIDE ASH BASINS AND ASH STORAGE AREAS
Borings located outside the ash basins and ash storage areas are designated as GWA- and
BG- borings.
The GWA soil samples will be used to provide additional characterization of soil conditions
outside the ash basins and ash storage areas. Solid phase samples will be collected for
laboratory analysis from the following intervals in each boring:
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 Approximately 2 feet to 3 feet above the water table,
 Approximately 2 feet to 3 feet below the water table,
 Within the saturated upper transition zone material (if not already included in the two
sample intervals above), and
 From a primary, open, stained fracture within fresh bedrock if existent (bedrock core
locations only).

The laboratory analyses performed on these samples will depend on the nature and quantity of
material collected.
One or more of the above listed sampling intervals may be combined if field conditions indicate
they are in close proximity to each other (i.e., one sample will be obtained that will be applicable
to more than one interval).
The boring locations designated as BG- borings will be used to evaluate site-specific
background soil quality. Solid phase samples will be collected for laboratory analysis from the
following intervals in each boring:
 At approximately ten-foot intervals until reaching the water table (i.e., 0-2 feet, 10-12
feet, 20-22 feet, and so forth),
 Approximately 2-3 feet above the water table,
 Approximately 2-3 feet below the water table,
 Within the saturated upper transition zone material (if not already included in the sample
intervals above, and
 From a primary, open, stained fracture within fresh bedrock if existent (bedrock core
locations only).
The laboratory analyses performed on these samples will depend on the nature and quantity of
material collected.
One or more of the above listed sampling intervals may be combined if field conditions indicate
they are in close proximity to each other (i.e., one sample will be obtained that will be applicable
to more than one interval).
INDEX PROPERTY SAMPLING AND ANALYSES
In addition, physical properties of ash and soil will be tested in the laboratory to provide data for
use in groundwater modeling. Split-spoon samples will be collected at selected locations, with
the minimum number of samples collected from the material types as follows:
 Fill – 5 samples
 Ash – 5 samples
 Alluvium – 5 samples
 Soil/Saprolite – 5 samples
 Soil/Saprolite (immediately above refusal) – 5 samples

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Select split-spoon samples will be tested for:
 Natural Moisture Content Determination, in accordance with ASTM D-2216
 Grain size with hydrometer determination, in accordance with ASTM Standard D-422

The select split-spoon samples are anticipated to be collected from the following boring
locations:
 Fill – AB-1S/D (two samples) and AB-2S/D (three samples)
 Ash – U5-4S/D, IB-4S/D, AS-2S/D/BR, AS-6S/D/BR, and AB-4S/D
 Alluvium (if present) – GWA-21S/D (two samples), GWA-22S/D (two samples), and AB-
1S/D
 Soil/Saprolite (two locations each as stated above) – BG-2S/D, U5-8S/D, GWA-23S/D,
AS-1S/D, and GWA-14S/D
The depth intervals of the select split-spoon samples will be determined in the field by the Lead
Geologist/Engineer.
In addition to split-spoon sampling, a minimum of five thin-walled undisturbed tubes (“Shelby”
Tubes) in fill, ash, and soil/saprolite layers will be collected from the above-referenced boring
locations. Sample depths will be determined in the field based on conditions encountered
during borehole advancement. The Shelby Tubes will be transported to a soil testing laboratory
and each tube will be tested for the following:
 Natural Moisture Content Determination, in accordance with ASTM D-2216
 Grain size with hydrometer determination, in accordance with ASTM Standard D-422
 Hydraulic Conductivity Determination, in accordance with ASTM Standard D-5084
 Specific Gravity of Soils, in accordance with ASTM Standard D-854
The results of the laboratory soil and ash property determination will be used to determine
additional soil properties such as porosity, transmissivity, and specific storativity. The results
from these tests will be used in the groundwater fate and transport modeling. The specific
borings where these samples are collected from will be determined based on field conditions,
with consideration given to their location relative to use in the groundwater model.
7.1.2 Shallow Monitoring Wells
SHALLOW MONITORING WELLS IN REGOLITH
Groundwater quality and flow characteristics within the regolith aquifer will be evaluated through
the installation, sampling and testing of 49 shallow monitoring wells at the locations specified on
Figure 3 with an “S” qualifier in the well name (e.g., AB-2S). Shallow monitoring wells in regolith
are defined as wells that are screened wholly within the regolith zone and set to bracket the
water table surface at the time of installation.
Shallow monitoring wells will be installed using hollow stem auger or roller cone drilling
techniques. At each monitoring well location, a shallow well will be constructed with a 2-inch-
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diameter, schedule 40 PVC screen and casing. Each of these wells will have a 10-foot to 15-
foot pre-packed well screen having manufactured 0.010-inch slots.
In the event that the regolith zone is found to be relatively thick at a particular well location, and
that more than one discreet flow zone is observed during drilling (e.g., presence of confining
unit), a second shallow monitoring well will be installed to provide groundwater flow and quality
data for upper and lower flow zones. In these instances, the wells will be designated as “S” and
“SL” to differentiate between the upper and lower shallow wells located in the regolith zone.
SHALLOW MONITORING WELLS IN DAMS
Groundwater quality and flow characteristics of the phreatic surface within ash basin dams not
founded on ash will be evaluated through the installation, sampling and testing of five shallow
monitoring wells at the locations specified on Figure 3 with an “S” qualifier in the well name
(e.g., AB-25S). Wells will be installed with 10-foot to15-foot screens with the well screen set to
bracket the phreatic surface at the time of installation.
Shallow monitoring wells will be installed using hollow stem auger or roller cone drilling
techniques. At each monitoring well location, a shallow well will be constructed with a 2-inch-
diameter, schedule 40 PVC screen and casing. Each of these wells will have a 10-foot to 15-
foot pre-packed well screen having manufactured 0.010-inch slots.
SHALLOW MONITORING WELLS IN ASH BASIN POREWATER
The water quality and flow characteristics within the ash basin porewater will be evaluated
through the installation, sampling and testing of 16 porewater wells at the locations specified on
Figure 3. Wells designated as “S” will be installed with 10-foot to 15-foot screens with the well
screen set to bracket the water table surface at the time of installation. Wells designated as
“SL” will be installed with the bottom of the well screen set above the ash-regolith interface and
will be installed with 10-foot screens.
These wells will be installed using hollow stem auger or roller cone drilling techniques. The
wells will be constructed with 2-inch-diameter, schedule 40 PVC screen and casing. These
wells will be installed with pre-packed well screens having manufactured 0.010-inch slots.
7.1.3 Deep Monitoring Wells
Groundwater quality and flow characteristics within the transition zone (if present) will be
evaluated through the installation, sampling and testing of 59 deep monitoring wells at the
locations specified on Figure 3 with a “D” qualifier in the well name (e.g., AB-1D). Deep
monitoring wells are defined as wells that are screened within the partially weathered/fractured
bedrock transition zone at the base of the regolith.
Deep monitoring wells will be installed using hollow stem augers and rock coring drilling
techniques. At each deep monitoring well location, a double-cased well will be constructed with
a 6-inch-diameter PVC outer casing and a 2-inch-diameter PVC inner casing and well screen.
The purpose of installing cased wells at the site is to prevent possible cross-contamination of
flow zones within the shallow and deeper portions of the unconfined aquifer during well
installation. Outer well casings (6-inch casing) will be advanced to auger refusal and set
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approximately 1 foot into PWR (if present). Note that location-specific subsurface geology will
dictate actual casing depths on a per-well basis. The annulus between the borehole and casing
will be grouted to the surface using the tremie grout method. After the grout has been allowed
to cure for a period of 24 hours, the borehole will be extended via coring approximately 10 feet
to 15 feet into transition zone rock using an HQ core barrel. A 2-inch-diameter well with a 5-foot
pre-packed well screen will be set at least 2 feet below the bottom of the outer casing.
If the PWR thickness is determined to be greater than 30 feet thick at a nested well location,
additional wells in the transition zone will be considered based on site-specific conditions.
Rock cores will be logged in accordance with the Field Guide for Rock Core Logging and
Fracture Analysis by Midwest GeoSciences Group. Percent recovery and rock quality
designation (RQD) will be calculated in the field. The cores will be photographed and retained.
7.1.4 Bedrock Monitoring Wells
Groundwater quality and flow within fractured bedrock beneath the site will be evaluated
through the installation, sampling and testing of 14 bedrock monitoring wells at the locations
specified on Figure 3 with a “BR” qualifier in the name (e.g., GWA-28BR). Bedrock monitoring
wells are defined as wells that are screened across water-bearing fractures wholly within fresh,
competent bedrock.
At these locations, continuous coring will be performed from refusal to a depth of at least 50 feet
into competent bedrock. Packer testing will be performed on select fractures observed in the
rock cores. See Section 7.1.6 for details regarding packer test implementation.
Water source(s) to be used in rock coring and packer testing will be sampled for all constituents
in Table 10 before use.
Rock cores will be logged in accordance with the Field Guide for Rock Core Logging and
Fracture Analysis by Midwest GeoSciences Group. Percent recovery and RQD will be
calculated in the field. The cores will be photographed and retained.
At each of these locations, a double-cased well will be constructed with a 6-inch-diameter PVC
outer casing and a 2-inch-diameter PVC inner casing and well screen. Outer well casings will
be advanced through the transition zone and set approximately 1 foot into competent bedrock.
The annulus between the borehole and casing will be grouted to the surface using the tremie
grout method. After the grout has been allowed to cure for a period of 24 hours, the borehole
will be extended via coring approximately 50 feet into competent bedrock using an HQ core
barrel. A 2-inch-diameter well with a 5-foot pre-packed well screen will be set at depth across
an interpreted water-bearing fracture or fracture zone, based on the results of packer testing.
Note that location-specific subsurface geology will dictate actual casing depths and screen
placement on a per-well basis.
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7.1.5 Well Completion and Development
WELL COMPLETION
As described above, pre-packed screens will be installed around the monitoring well screens to
reduce turbidity during sample collection. The pre-packed screens will consist of environmental
grade sand contained within a stainless steel wire mesh cylinder. The sand gradation in the
pre-packed screen will be made in advance anticipating of a wide range of site conditions;
however, HDR believes that the sand will typically be 20/40 mesh silica sand. The
Geologist/Engineer involved with the specific installation will evaluate field conditions and
determine if changes are required. A minimum one to two foot thick minimum bentonite pellet
seal hydrated with potable water will be placed above the pre-packed screen. Cement grout will
be placed in the annular space between the PVC casing and the borehole above the bentonite
pellet seal and extending to the ground surface. Each well will be finished at the ground surface
with a 2-foot-(2’) square concrete well pad and new 4-inch or 8-inch steel above-grade lockable
covers. Following completion, all wells will be locked with a keyed pad lock.
WELL DEVELOPMENT
All newly installed monitoring wells will be developed to create an effective filter pack around the
well screen and to remove fine particles within the well from the formation near the borehole.
Based on site specific conditions per 15A NCAC 02C .0108(p), appropriate measures (e.g.,
agitation, surging, pumping, etc.) will be utilized to stress the formation around the screen and
the filter pack so that mobile fines, silts, and clays are pulled into the well and removed.
Water quality parameters (specific conductance, pH, temperature, oxidation reduction potential
(ORP), and turbidity) will be measured and recorded during development and should stabilize
before development is considered complete. Development will continue until development
water is visually clear (< 10 Nephelometric Turbidity Units (NTU) Turbidity) and sediment free as
determined by the absence of settled solids.
If a well cannot be developed to produce low turbidity (< 10 NTU) groundwater samples,
NCDENR will be notified and supplied with the well completion and development measures that
have been employed to make a determination if the turbidity is an artifact of the geologic
materials in which the well is screened.
Following development, sounding the bottom of the well with a water level meter should indicate
a “hard” (sediment-free) bottom. Development records will be prepared under the direction of
the Project Scientist/Engineer and will include development method(s), water volume removed,
and field measurements of temperature, pH, conductivity, and turbidity.
7.1.6 Hydrogeologic Evaluation Testing
In order to better characterize hydrogeologic conditions at the site, falling and constant head
tests, packers tests, and slug tests will be performed as described below. Data obtained from
these tests will be used in groundwater modeling. In addition, historical soil boring data at the
site will be utilized as appropriate to better characterize hydrogeologic conditions and will be
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used for groundwater modeling. All water meters, pressure gages, and pressure transducers
will be calibrated per specifications for testing.
FALLING/CONSTANT HEAD TESTS
A minimum of five in-situ borehole horizontal permeability tests, either falling or constant head
tests, will be performed just below refusal in the upper bedrock (transition zone if present). In
each of the hydrostratigraphic units above refusal, ash, fill, alluvium, soil/saprolite, a minimum of
ten falling or constant head tests (five for vertical permeability and five for horizontal
permeability) will be performed. The tests will be at locations based on site-specific conditions
at the time of assessment work. The U.S. Bureau of Reclamation (1995) test method and
calculation procedures as described in Chapter 10 of their Ground Water Manual (2nd Edition)
will be used.
PACKER TESTS
A minimum of five packer tests using a double packer system will be performed in deep
well/transition zone borings at locations based on site-specific conditions, as well as a minimum
of one packer test in each soil/rock core well boring, as described in Section 7.1.4 after
completion of the holes. Packer tests will utilize a double packer system and the interval (5 or
10 feet based on field conditions) to be tested will be based on observation of the rock core and
will be selected by the Lead Geologist/Engineer. The U.S. Bureau of Reclamation (1995) test
method and calculation procedures as described in Chapter 10 of their Ground Water Manual
(2nd Edition) will be used.
SLUG TESTS
Hydraulic conductivity (slug) tests will be completed in all installed monitoring wells under the
direction of the Lead Geologist/Engineer. Slug tests will be performed to meet the requirements
of the NCDENR Memorandum titled, “Performance and Analysis of Aquifer Slug Tests and
Pumping Tests Policy,” dated May 31, 2007. Water level change during the slug tests will be
recorded by a data logger. The slug test will be performed for no less than ten minutes, or until
such time as the water level in the test well recovers 95 percent of its original pre-test level,
whichever occurs first. Slug tests will be terminated after two hours even if the 95 percent pre-
test level is not achieved. Slug test field data will be analyzed using the Aqtesolv (or similar)
software using the Bouwer and Rice method.
7.2 Groundwater Sampling and Analysis
Subsequent to monitoring well installation and development, each newly installed well will be
sampled using low-flow sampling techniques in accordance with USEPA Region 1 Low Stress
(low flow) Purging and Sampling Procedure for the Collection of Groundwater Samples from
Monitoring Wells (revised January 19, 2010). The purposes of the proposed monitoring wells
are as follows:
 U5-series Wells –The U5-series well locations were selected to provide water quality
data in and beneath the Unit 5 Inactive Ash Basin and ash basin dikes.
 IB-series Wells – The IB-series well locations were selected to provide water quality data
in and beneath the Units 1-4 Inactive Ash Basin and ash basin dikes.
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 AB-series Wells –The AB-series well locations were selected to provide water quality
data in and beneath the Active Ash Basin and ash basin dikes.
 AS-series Wells –The AS-series well locations were selected to provide water quality
data in, beneath, and immediately down gradient of the ash storage areas.
 GWA-series Wells – The GWA-series well locations were selected to provide water
quality data beyond the ash basin waste boundaries for use in groundwater modeling
(i.e., to evaluate the horizontal and vertical extent of potentially impacted groundwater
outside the ash basin waste boundary).
 MW -30S/D, MW -32S/D, MW -34S/D, MW-36S/D, MW -38S/D, MW-40S/D, and MW -
42S/D Wells –These wells were proposed in the station’s July 2014 NPDES permit
renewal application and will be installed as part of this assessment work.
 BG-series Wells – These wells will be used to provide information on background water
quality. The background well locations were selected to provide additional physical
separation from possible influence of the ash basin on groundwater. These wells will
also be useful in the statistical analysis to determine the site-specific background water
quality concentrations (SSBCs).
During low-flow purging and sampling, groundwater is pumped into a flow-through chamber at
flow rates that minimize or stabilize water level drawdown within the well. Indicator parameters
are measured over time (usually at 5-minute intervals). When parameters have stabilized within
±0.2 pH units and ±10 percent for temperature, conductivity, and dissolved oxygen (DO), and
±10 millivolts (mV) for oxidation-reduction potential (ORP) over three consecutive readings,
representative groundwater has been achieved for sampling. Turbidity levels of 10 NTU or less
will be targeted prior to sample collection. Purging will be discontinued and groundwater
samples will be obtained if turbidity levels of 10 NTU or less are not obtained after 2 hours of
continuous purging. Groundwater samples will be analyzed by a North Carolina certified
laboratory for the constituents included in Table 10. Select constituents will be analyzed for
total and dissolved concentrations.
In 2014, the Electric Power Research Institute published the results of a critical review that
presented the current state-of-knowledge concerning radioactive elements in CCRs and the
potential radiological impacts associated with management and disposal. The review found:
Despite the enrichment of radionuclides from coal to ash, this critical review did not
locate any published studies that suggested typical CCPs posed any significant
radiological risks above background in the disposal scenarios considered, and when
used in concrete products. These conclusions are consistent with previous
assessments. The USGS (1997) concluded that “Radioactive elements in coal and fly
ash should not be sources of alarm. The vast majority of coal and the majority of fly ash
are not significantly enriched in radioactive elements, or in associated radioactivity,
compared to common soils or rocks.” A year later, the U.S. EPA (1998) concluded that
the risks of exposure to radionuclide emissions from electric utilities are “substantially
lower than the risks due to exposure to background radiation.”
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Duke Energy proposes to sample voluntary monitoring well MW -11D and the proposed
background wells BG-3S/D for total combined radium (Ra226 and Ra228) and will consult with
the DWR regional office to determine if additional wells are to be sampled.
Groundwater sample results will be compared to Class GA Standards as found in 15A NCAC
02L .0202 Groundwater Quality Standards, last amended on April 1, 2013 (2L Standards).
Redox conditions are not likely to be strong enough to produce methane at the site; therefore
methane was not included in the constituent list (Table 10).
7.2.1 Compliance and Voluntary Monitoring Wells
Groundwater samples will be collected from selected existing voluntary and/or compliance
monitoring wells concurrently with the monitoring wells installed during the assessment. Prior to
collecting groundwater samples from the existing voluntary and/or compliance monitoring wells,
the historical turbidity values at each of the wells will be evaluated. For wells where turbidity
levels have historically been greater than 10 NTUs, these wells will be re-developed, as
described above, prior to collecting groundwater samples. If redevelopment does not result in
reduced turbidity, the well(s) will be replaced. The DWR regional office will be contacted prior to
replacing a compliance monitoring well.
7.2.2 Speciation of Select Inorganics
In addition to total analytes, speciation of select inorganics will be conducted for select sample
locations to characterize the aqueous chemistry and geochemistry in locations and depths of
concern. Speciation of iron (Fe(II), Fe(III)) and manganese (Mn(II), Mn(IV)) will be conducted in
pore water samples collected from upper and lower elevations of ash and the transition zone
within the ash basins, from the ash storage areas, and in groundwater samples collected from
wells outside of the ash management areas. Specifically, Duke Energy proposes to speciate
iron and manganese in pore water samples collected from proposed wells U5-2S/SL/D, U5-
7S/SL/D, IB-2S/SL/D, IB-4S/SL/D, AS-1S/D, AS-4S/D, AB-3S/SL/D, AB-4S/SL/D, and in
groundwater samples collected from compliance wells MW -20D/DR, MW-21D, MW-22DR, MW -
23D/DR, MW -24D/DR, and MW -25DR. Laboratory analyses will be performed in accordance
with the methods provided in Table 10.
7.3 Surface Water, Sediment, and Seep Sampling
7.3.1 Surface Water Samples
WITHIN ASH BASIN
Surface water samples will be collected from the active ash basin and the Unit 5 inactive ash
basin at the approximate open water locations shown on Figure 3 (SW -AB1, SW-AB5, SW-AB6,
and SW -AB-7). At each location, two water samples will be collected – one sample close to the
surface (i.e., 0 to 1 foot from surface) and one sample at a depth just above the ash surface
(i.e., 1 foot to 2 feet above the ash to avoid suspending the ash within the sample). Prior to
sampling, the depth to ash will be measured by slowly lowering a measuring stick or tape until
the ash surface is encountered, being careful to avoid suspending the ash. The depth to ash
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will be noted, and a sample thief will be slowly lowered to the desired depth to collect the
sample. The sample thief and sample will be retrieved and the sample will be transferred to the
appropriate sample containers provided by the laboratory. The middle depth sample will vary
based on the water level in the water body. In areas where the water body is less than 5 feet
deep, one water sample will be collected from the location at a depth just above the ash
surface. Ash basin surface water samples will be analyzed for the same constituents as
groundwater samples (Table 10). Select constituents will be analyzed for total and dissolved
concentrations.
OUTSIDE ASH BASIN
Three water samples will be collected from Suck Creek, located west of the active ash basin
(SW -2, SW -3, and SW -4), as shown on Figure 3. The SW-2 location will be considered a
background surface water sample. These surface water samples will be collected near the time
of the monitoring well sampling to minimize concerns about potential temporal variability
between surface water and groundwater samples and will be analyzed for the same
constituents as groundwater samples (Table 10). Select constituents will be analyzed for total
and dissolved concentrations.
Analytical results for surface water samples collected from outside the ash basin will be
compared to 15A NCAC 2B .0200 Classifications and Water Quality Standards Applicable to
Surface Waters and Wetlands of North Carolina (2B Standards), from the DWR, and EPA
Criteria Table, last amended on May 15, 2013.
7.3.2 Sediment Samples
Sediment samples will be collected from the bed surface of Suck Creek and the seep sample
locations, as shown on Figure 3 (designated as SW-2, SW-3, SW-4, and S-1 through S-22).
The SW -2 location will be considered to be a background sediment sample. The sediment
samples will be analyzed for total inorganics using the same constituents list proposed for the
soil and ash samples (Table 9).
Due to safety concerns, sediment samples will not be collected at this time where open water or
ponded water is present within the ash basin.
7.3.3 Seep Samples
Water samples will be collected from the seep sample locations shown on Figure 3. These
seep sample locations (designated as S-1 through S-22) will be collected near the time of the
monitoring well sampling to minimize concerns about potential temporal variability between
surface water and groundwater samples and analyzed for the constituents listed in Table 10.
Select constituents will be analyzed for total and dissolved concentrations.
In March 2014, NCDENR conducted sampling of seeps and surface water locations at the site.
HDR does not have the analytical results from this sampling event at this time; however, once
data is received, HDR will review the data and determine if changes in the proposed seep or
surface water locations is needed.
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Analytical results from the seep sampling will be reviewed to determine if similar speciation
analyses as described in Section 7.2.2 are to be performed for selected seep locations.
After analytical results for seep samples are reviewed, a determination will be made concerning
collection of off site seep samples. If it is determined that off site seep samples are to be
collected, the DWR regional office will be contacted.
7.4 Field and Sampling Quality Assurance/Quality Control
Procedures
Documentation of field activities will be completed using a combination of logbooks, field data
records (FDRs), sample tracking systems, and sample custody records. Site and field logbooks
are completed to provide a general record of activities and events that occur during each field
task. FDRs have been designated for each exploration and sample collection task, to provide a
complete record of data obtained during the activity.
7.4.1 Field Logbooks
The field logbooks are hardcover books that are permanently bound and record a daily
handwritten account of field activities. All entries are made in indelible ink, and corrections are
made with a single line with the author initials and date. Each page of the logbook will be dated
and initialed by the person completing the log. Partially completed pages will have a line drawn
through the unused portion at the end of each day with the author’s initials. The following
information is generally entered into the field logbooks:
 The date and time of each entry. The daily log generally begins with the Pre-Job Safety
Brief.
 A summary of important tasks or subtasks completed during the day;
 A description of field tests completed in association with the daily task;
 A description of samples collected including documentation of any quality control
samples that were prepared (rinse blanks, duplicates, matrix spike, split-spoon samples,
etc.);
 Documentation of equipment maintenance and calibration activities;
 Documentation of equipment decontamination activities; and
 Descriptions of deviations from the Work Plan.
7.4.2 Field Data Records
Sample FDRs contain sample collection and/or exploration details. A FDR is completed each
time a field sample is collected. The goal of the FDR is to document exploration and sample
collection methods, materials, dates and times, and sample locations and identifiers. Field
measurements and observations associated with a given exploration or sample collection task
are recorded on the FDRs. FDRs are maintained throughout the field program in files that
become a permanent record of field program activities.
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7.4.3 Sample Identification
In order to ensure that each number for every field sample collected is unique, samples will be
identified by the sample location and depth interval, if applicable (e.g., AB-1S (5-6). Samples
will be numbered in accordance with the proposed sample IDs shown on Figure 3.
7.4.4 Field Equipment Calibration
Field sampling equipment (e.g., water quality meter) will be properly maintained and calibrated
prior to and during continued use to assure that measurements are accurate within the
limitations of the equipment. Personnel will follow the manufacturers’ instructions to determine
if the instruments are functioning within their established operation ranges. The calibration data
will be recorded on a FDR.
To be acceptable, a field test must be bracketed between acceptable calibration results.
 The first check may be an initial calibration, but the second check must be a continuing
verification check.
 Each field instrument must be calibrated prior to use.
 Verify the calibration at no more than 24-hour intervals during use and at the end of the
use if the instrument will not be used the next day or time periods greater than 24 hours.
 Initial calibration and verification checks must meet the acceptance criteria
recommended by each instrument manufacturer.
 If an initial calibration or verification check fails to meet the acceptance criteria,
immediately recalibrate the instrument or remove it from service.
 If a calibration check fails to meet the acceptance criteria and it is not possible to
reanalyze the samples, the following actions must be taken:
o Report results between the last acceptable calibration check and the failed
calibration check as estimated (qualified with a “J”);
o Include a narrative of the problem; and
o Shorten the time period between verification checks or repair/replace the
instrument.
 If historically generated data demonstrate that a specific instrument remains stable for
extended periods of time, the interval between initial calibration and calibration checks
may be increased.
 Acceptable field data must be bracketed by acceptable checks. Data that are not
bracketed by acceptable checks must be qualified.
 Base the selected time interval on the shortest interval that the instrument maintains
stability.
 If an extended time interval is used and the instrument consistently fails to meet the final
calibration check, then the instrument may require maintenance to repair the problem or
the time period is too long and must be shortened.
 For continuous monitoring equipment, acceptable field data must be bracketed by
acceptable checks or the data must be qualified.
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Sampling or field measurement instruments determined to be malfunctioning will be repaired or
will be replaced with a new piece of equipment.
7.4.5 Sample Custody Requirements
A program of sample custody will be followed during sample handling activities in both field and
laboratory operations. This program is designed to ensure that each sample is accounted for at
all times. The appropriate sampling and laboratory personnel will complete sample FDRs,
chain-of-custody records, and laboratory receipt sheets.
The primary objective of sample custody procedures is to obtain an accurate written record that
can trace the handling of all samples during the sample collection process, through analysis,
until final disposition.
FIELD SAMPLE CUSTODY
Sample custody for samples collected during each sampling event will be maintained by the
personnel collecting the samples. Each sampler is responsible for documenting each sample
transfer, maintaining sample custody until the samples are shipped off-site, and sample
shipment. The sample custody protocol followed by the sampling personnel involves:
 Documenting procedures and amounts of reagents or supplies (e.g., filters) which
become an integral part of the sample from sample preparation and preservation;
 Recording sample locations, sample bottle identification, and specific sample acquisition
measures on appropriate forms;
 Using sample labels to document all information necessary for effective sample
tracking; and,
 Completing sample FDR forms to establish sample custody in the field before sample
shipment.
Prepared labels are normally developed for each sample prior to sample collection. At a
minimum, each label will contain:
 Sample location and depth (if applicable);
 Date and time collected;
 Sampler identification; and,
 Analyses requested and applicable preservative.
A manually prepared chain-of -custody record will be initiated at the time of sample collection.
The chain-of-custody record documents:
 Sample-handling procedures including sample location, sample number and number of
containers corresponding to each sample number;
 The requested analysis and applicable preservative;
 The dates and times of sample collection;
 The names of the sampler(s) and the person shipping the samples (if applicable);
 The date and time that samples were delivered for shipping (if applicable);
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 Shipping information (e.g., FedEx Air Bill); and,
 The names of those responsible for receiving the samples at the laboratory.
Chain-of-custody records will be prepared by the individual field samplers.
SAMPLE CONTAINER PACKING
Sample containers will be packed in plastic coolers for shipment or pick up by the laboratory.
Bottles will be packed tightly to reduce the movement of bottles during transport. Ice will be
placed in the cooler along with the chain-of-custody record in a separate, resealable, air tight,
plastic bag. A temperature blank provided by the laboratory will also be placed in each cooler
prior to shipment if required for the type of samples collected and analyses requested.
7.4.6 Quality Assurance and Quality Control Samples
The following Quality Assurance/Quality Control samples will be collected during the proposed
field activities:
 Equipment rinse blanks (one per day);
 Field Duplicates (one per 20 samples per sample medium)
Equipment rinse blanks will be collected from non-dedicated equipment used between wells and
from drilling equipment between soil samples. The field equipment will be cleaned according to
documented cleaning procedures. An aliquot of the final control rinse water is passed over the
cleaned equipment directly into a sample container and submitted for analysis. The equipment
rinse blanks enable evaluation of bias (systematic errors) that could occur due to
decontamination.
A field duplicate is a replicate sample prepared at the sampling locations from equal portions of
all sample aliquots combined to make the sample. Both the field duplicate and the sample are
collected at the same time, in the same container type, preserved in the same way, and
analyzed by the same laboratory as a measure of sampling and analytical precision.
Field QA/QC samples will be analyzed for the same constituents as proposed for the soil and
groundwater samples, as identified in Tables 9 and 10, respectively.
7.4.7 Decontamination Procedures
DECONTAMINATION PAD
A decontamination pad will be constructed for field cleaning of drilling equipment. The
decontamination pad will meet the following requirements:
 The pad will be constructed in an area believed to be free of surface contamination.
 The pad will be lined with a water-impermeable material with no seams within the pad.
The material should be easily replaced (disposable) or repairable.
 If possible, the pad will be constructed on a level, paved surface to facilitate the removal
of decontamination water. This may be accomplished by either constructing the pad
with one corner lower than the others, or by creating a lined sump or pit in one corner.
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 Sawhorses or racks constructed to hold field equipment while being cleaned will be high
enough above ground to prevent equipment from being contacted by splashback during
decontamination.
Decontamination water will be allowed to percolate into the ground adjacent to the
decontamination pad. Containment and disposal of decontamination water is not required.
At the completion of field activities, the decontamination pad will be removed and any sump or
pit will be backfilled with appropriate material.
DECONTAMINATION OF FIELD SAMPLING EQUIPMENT
Field sampling equipment will be decontaminated between sample locations using potable
water and phosphate and borax-free detergent solution and a brush, if necessary, to remove
particulate matter and surface films. Equipment will then be rinsed thoroughly with tap water to
remove detergent solution prior to use at the next sample location.
DECONTAMINATION OF DRILLING EQUIPMENT
Any downhole drilling equipment will be steam cleaned between boreholes. The following
procedure will be used for field cleaning augers, drill stems, rods, tools, and associated
downhole equipment:
 Hollow-stem augers, bits, drilling rods, split spoon samplers and other downhole
equipment will be placed on racks or sawhorses at least 2 feet above the floor of the
temporary decontamination pad. Soil, mud, and other material will be removed by
hand, brushes, and potable water. The equipment will be steam cleaned using a high
pressure, high temperature steam cleaner.
 Downhole equipment will be rinsed thoroughly with potable water after steam cleaning.
The clean equipment will then be removed from the decontamination pad and either placed on
the drill rig, if mobilizing immediately to the next boring, or placed on and covered with clean,
unused plastic sheeting if not used immediately.
7.5 Site Hydrogeologic Conceptual Model
The data obtained during the proposed assessment will be supplemented by available reports
and data on site geotechnical, geologic, and hydrologic conditions to develop a site
hydrogeologic conceptual model (SCM). The scope of these efforts will depend upon site
conditions and existing geologic information for the site.
The SCM is a conceptual interpretation of the processes and characteristics of a site with
respect to the groundwater flow and other hydrologic processes at the site and will be a
refinement of the ICSM described in Section 5.0.
The NCDENR document, “Hydrogeologic Investigation and Reporting Policy Memorandum,”
dated May 31, 2007, will be used as general guidance. In general, components of the SCM will
consist of developing and describing the following aspects of the site: geologic/soil framework,
hydrologic framework, and the hydraulic properties of site materials. More specifically, the SCM
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will describe how these aspects of the site affect the groundwater flow at the site. In addition to
these site aspects, the SCM will:
 Describe the site and regional geology,
 Present longitudinal and transverse cross-sections showing the hydrostratigraphic
layers,
 Develop the hydrostratigraphic layer properties required for the groundwater model,
 Present a groundwater contour map showing the potentiometric surface of the shallow
aquifer, and
 Present information on horizontal and vertical groundwater gradients.
The SCM will serve as the basis for developing understanding the hydrogeologic characteristics
of the site and for developing a groundwater flow and transport model.
The historic site groundwater elevations and ash basin water elevations will be used to develop
an historic estimated seasonal high groundwater contour map for the site.
A fracture trace analysis will be performed for the site as well as onsite/near-site geologic
mapping to better understand site geology and to confirm and support the SCM.
7.6 Site-Specific Background Concentrations
Statistical analysis will be performed using methods outlined in the Resource Conservation and
Recovery Act (RCRA) Unified Guidance (USEPA, 2009, EPA 530/R-09-007) to develop SSBCs.
The SSBCs will be determined to assess whether or not exceedances can be attributed to
naturally occurring background concentrations or attributed to potential contamination.
Specifically, the relationship between exceedances and turbidity will be explored to determine
whether or not there is a possible correlation due to naturally occurring conditions and/or well
construction. Alternative background boring locations will be proposed to NCDENR if the
background wells shown on Figure 3 are found to not represent background conditions.
7.7 Groundwater Fate and Transport Model
A three-dimensional groundwater fate and transport model will be developed for the ash basin
site. The objective of the model process will be to:
 Predict concentrations of the Constituents of Potential Concern (COPC) at the facility’s
compliance boundary or other locations of interest over time,
 Estimate the groundwater flow and loading to surface water discharge areas, and
 Support the development of the CSA report and the corrective action plan, if required.
The model and model report will be developed in general accordance with the guidelines found
in the memorandum Groundwater Modeling Policy, NCDENR DWQ, May 31, 2007 (DENR
modeling guidelines).
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The groundwater model will be developed from the SCM, from existing wells and boring
information provided by Duke Energy, and from information developed from the site
investigation. The model will also be supplemented with additional information developed by
HDR from other Piedmont sites, as applicable. The SCM is a conceptual interpretation of the
processes and characteristics of a site with respect to the groundwater flow and other
hydrologic processes at the site. Development of the SCM is discussed in Section 7.5.
Although the site is anticipated in general to conform to the LeGrand conceptual groundwater
model, due to the configuration of the ash basin, the additional possible sources (structural fill
and ash landfills), and the boundary conditions present at the site, HDR believes that a three-
dimensional groundwater model would be more appropriate than performing two-dimensional
modeling. The modeling process, the development of the model hydrostratigraphic layers, the
model extent (or domain), and the proposed model boundary conditions are presented below.
7.7.1 MODFLOW/MT3DMS Model
The groundwater modeling will be performed under the direction of Dr. William Langley, P.E.,
Department of Civil and Environmental Engineering, University of North Carolina Charlotte
(UNCC). Groundwater flow and constituent fate and transport will be modeled using Visual
MODFLOW 2011.1 (flow engine USGS MODFLOW 2005 from SWS) and MT3DMS.
Duke Energy, HDR, and UNCC considered the appropriateness of using MODFLOW and
MT 3DMS as compared to the use of MODFLOW coupled with a geochemical reaction code
such as PHREEQC. The decision to use MODFLOW and MT3DMS was based on the intensive
data requirements of PHREEQC, the complexity of developing an appropriate geochemical
model given the heterogeneous nature of Piedmont geology, and the general acceptance of
MODLFOW and MT3DMS. However, batch PHREEQC simulations may be used to estimate
sensitivity of the proposed sorption constants used with MODFLOW/MT3DMS, as described
below, if geochemistry varies significantly across the site.
Additional factors that were considered in the decision to use MT3DMS as compared to a
reaction based code utilizing geochemical modeling were as follows:
1. Modeling the complete geochemical fate and transport of trace, minor, or major
constituents would require simultaneous modeling of the following in addition to
groundwater flow:
 All major, minor, and trace constituents (in their respective species forms) in
aqueous, equilibrium (solid), and complexed phases. Speciation geochemical
modeling may be required to identify postulated solid phases by their respective
saturation indices.
 Solution pH, oxidation/reduction potential, alkalinity, dissolved oxygen, and
temperature.
 Reactions including oxidation/reduction, complexation, precipitation/dissolution, and
ion exchange.
 Reaction kinetics, either time-dependent or instantaneous
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2. Transient versus steady-state reaction kinetics may need to be considered. In general,
equilibrium phases for trace constituents cannot be identified by mineralogical analysis.
In this case, speciation geochemical modeling is required to identify postulated solid
phases by their respective saturation indices.
3. If geochemical conditions across the site are not widely variable, an approach that
considers each modeled COPC as a single species in the dissolved and complexed, or
sorbed, phases is justified. The ratio of these two phases is prescribed by the sorption
coefficient Kd which has dimensions of volume (L3) per unit mass (M). The variation in
geochemical conditions can be considered, if needed, by examining pH,
oxidation/reduction potential, alkalinity, and dissolved oxygen, perhaps combined with
geochemical modeling, to justify the Kd approach utilized by MT3DMS. Geochemical
modeling using PHREEQC (Parkhurst et al. 2013) running in the batch mode can be
used to indicate the extent to which a COPC is subject to solubility constraints, a
variable Kd, or other processes.
The groundwater model will be developed in general accordance with the guidelines found in
the Groundwater Modeling Policy, NCDENR DWQ, May 31, 2007 and based on discussions
previously conducted concerning groundwater modeling between Duke Energy, HDR, UNCC,
and NCDENR.
7.7.2 Development of Kd Terms
It is critical to determine the ability of the site soils to attenuate, adsorb, or through other
processes, reduce the concentrations of COPCs that may impact groundwater. To determine
the capacity of the site soils to attenuate a COPC, the site specific Kd terms will be developed
by UNCC utilizing soil samples collected during the site investigation. These Kd terms quantify
the equilibrium relationship between chemical constituents in the dissolved and sorbed phases.
For soils at the site, sorption is most likely the reversible, exchange-site type, associated with
hydrous oxides of iron on weathered soil surfaces (NCDENR DWQ 2012). Experiments to
quantify sorption can be conducted using batch or column procedures (Daniels and Das 2014).
A batch sorption procedure generally consists of combining soil samples and solutions across a
range of soil-to-solution ratios, followed by shaking until chemical equilibrium is achieved. Initial
and final concentrations of chemicals in the solution determine the adsorbed amount of
chemical, and provide data for developing plots of sorbed versus dissolved chemical and the
resultant Kd term. If the plot, or isotherm, is linear, the single-valued Kd is considered linear as
well. Depending on the chemical constituent and soil characteristics, non-linear isotherms may
also result (EPRI 2004).
The column sorption procedure consists of passing a solution of known chemical concentration
through a cylindrical column packed with the soil sample. Batch and column methods for
estimating sorption were considered in development of the Kd terms. UNCC recommends an
adaption of the column method (Daniels and Das, 2014) to develop Kd estimates that are more
conservative and representative of in-situ conditions, especially with regards to soil- to-liquid
ratios.
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Soil samples with measured dry density and maximum particle size will be placed in lab-scale
columns configured to operate in the up-flow mode. A solution with measured COPC
concentrations will be pumped through each column as effluent samples are collected over
time. When constituent breakthroughs are verified, a “clean” solution (no COPCs) will be
pumped through the columns and effluent samples will be collected as well. Samples will be
analyzed by inductively coupled plasma-mass spectroscopy (ICP-MS) and ion chromatography
(IC) in the Civil & Environmental Engineering laboratories at the EPIC Building, UNC Charlotte.
COPCs measured in the column effluent as a function of cumulative pore volumes displaced will
be analyzed using CXTFIT (Tang et al. 2010) to select the appropriate model and associated
parameters of the sorption coefficient Kd, either linear, Freundlich, or Langmuir. This allows use
of a nonlinear coefficient in the event that a linear one is not suitable for the modeled input
concentration range.
It is noted that some COPCs may have indeterminate Kds by the column method due to
solubility constraints and background conditions. In this case, batch sorption tests will be
conducted in accordance with U.S. Environmental Protection Agency (EPA) Technical Resource
Document EPA/530/SW -87/006-F, Batch-type Procedures for Estimating Soil Adsorption of
Chemicals. COPC-specific solutions will be used to prepare a range of soil- to-solution ratios.
After mixing, supernatant samples will be drawn and analyzed as described above. Plots of
sorbed versus dissolved COPC mass will be used to develop the Kd terms. Batch tests will be
performed in triplicate.
When applied in the fate and transport modeling performed by MT3DMS, the Kds will determine
the extent to which COPC transport in groundwater flow is attenuated by sorption. In effect,
simulated COPC concentrations will be reduced, as will their rate of movement by advection in
groundwater.
Ten (10) soil core samples will be selected from representative material at the site for column
tests to be performed in triplicate. Additionally, batch Kd tests, if performed, will be executed in
triplicate.
These Kd terms will apply to the selected soil core samples and background geochemistry of
the test solution including pH and oxidation-reduction potential. In order to make these results
transferable to other soils and geochemical conditions at the site, UNCC recommends that the
core samples with derived Kds and 20 to 25 additional core samples be analyzed for hydrous
ferrous oxides (HFO) content, which is considered to the primary determinant of COPC sorption
capacity of soils at the site. In the groundwater modeling study, the correlation between derived
Kds and HFO content can be used to estimate Kd at other site locations where HFO and
background water geochemistry, especially pH and oxidation-reduction potential, are known. If
significant differences in water geochemistry are observed, batch geochemical modeling can be
used to refine the Kd estimate as described in Section 7.1.1. UNCC recommends that core
samples for Kd and HFO tests be taken from locations that are in the path of groundwater
flowing from the ash impoundments.
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Determination of which COPCs will have Kd terms developed will be determined after review of
the analyses on the site ash and review of the site groundwater analyses results. The COPCs
selected will be considered simultaneously in each test. Competitive sorption is taken into
account implicitly in the lab-measured sorption terms as COPCs are combined into a single test
solution. Significant competition sorption is not anticipated given that COPCs in groundwater,
where present, will be at trace levels.
7.7.3 MODFLOW/MT3DMS Modeling Process
The MODFLOW groundwater model will be developed using the hydrostratigraphic layer
geometry and properties of the site as described in this section. After the geometry and
properties of the model layers are input, the model will be calibrated to existing water levels
observed in the monitoring wells and ash basin. Infiltration into the areas outside of the ash
basin will be estimated based on available information. Infiltration within the basin will be
estimated based on available water balance information and pond elevation data provided by
Duke Energy.
The MT3MS portion of the model will utilize the Kd terms and the input concentrations of
constituents found in the ash. The leaching characteristics of ash are complex and expected to
vary with time and as changes occur in the geochemical environment of the ash basin. Due to
factors such as quantity of a particular constituent found in ash, mineral complex, solubility, and
geochemical conditions, the rate of leaching and leached concentrations of constituents will vary
with time and respect to each other. The experience that UNCC brings to this process through
their years of working with leaching and characterization of ash, particularly with Duke Energy
ash, will be of particular value.
Since the ash within the basin has been placed over a number of years, the analytical results
from an ash sample collected during the groundwater assessment is unlikely to represent the
current concentrations that are present in the hydrologic pathway between the ash basin and a
particular groundwater monitoring well or other downgradient location.
As a result of these factors and due to the time period involved in groundwater flow,
 Concentrations may vary spatially over time, and
 Peak concentrations may not yet have arrived at compliance wells.
The selection of the initial concentrations and the predictions of the concentrations for
constituents with respect to time will be developed with consideration of the following:
 Site specific analytical results from leach tests (SPLP) and from total digestion of ash
samples taken at varying locations and depths within the ash basin. Note that the total
digestion concentrations, if used, would be considered an upper bound to concentrations
and that the actual concentrations would be lower that the results from the total
digestion.
 Analytical results from appropriate groundwater monitoring wells or surface water
sample locations outside of the ash basin
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 Analytical results from monitoring wells installed in the ash basin pore water
(screened-in ash)
 Published or other data on sequential leaching tests performed on similar ash

The information above will be used with constituent concentrations measured at the compliance
boundary to calibrate the fate and transport model and to develop a representation of the
concentration with respect to time for a particular constituent. The starting time of the model will
correspond to the date that the ash basin was placed in service. The resulting model, which will
be consistent with the calibration targets mentioned above, can then be used to predict
concentrations over space and time.
The model calibration process will consist of varying hydraulic conductivity and retardation
within and between hydrostratigraphic units in a manner that is consistent with measured values
of hydraulic conductivity, sorption terms, groundwater levels, and COPC concentrations.
A sensitivity analysis will be performed for the fate and transport analyses.
The model report will contain the information required by Section II of the NCDENR modeling
guidelines, as applicable.
7.7.4 Hydrostratigraphic Layer Development
The three-dimensional configuration of the groundwater model hydrostratigraphic layers for a
site will be developed using the Initial Site Conceptual Model (Section 5.0) and from pre-existing
data and data obtained during the site investigation process. The thickness and extent for the
various layers will be represented by a three-dimensional surface model for each
hydrostratigraphic layer. For most sites the hydrostratigraphic layers will include ash, fills (both
for dikes/dam and/or ash landfills), soil/saprolite, transition zone (where present), and bedrock
(Section 5.3).
The boring data from the site investigation and from existing boring data, as available and
provided by Duke Energy, will be entered into the RockWorks16TM program. This program,
along with site-specific and regional knowledge of Piedmont hydrogeology, will be used to
interpret and develop the layer thickness and extent across areas of the site where boring data
is not available. The material layers will be categorized based on physical and material
properties such as standard penetration blow count for soil/saprolite, and percent recovery and
RQD for the transition zone and bedrock. The material properties required for the model such as
total porosity, effective porosity, and specific storage for ash, fill, alluvium, and soil/saprolite will
be developed from laboratory testing (grain size analysis as described in Section 7.1.1) and
published data. Hydraulic conductivity (horizontal and vertical) of all layers will be developed
utilizing existing site data, in-situ permeability testing (falling head, constant head, and packer
testing where appropriate), slug tests in completed monitoring wells, laboratory testing of
undisturbed samples (ash, fill, soil/saprolite), and from an extensive database of Piedmont soil
and rock properties developed by HDR (Sections 7.1.1 and 7.1.6). The effective porosity
(primarily fracture porosity) and specific storage of the transition zone and bedrock will be
estimated from published data.
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7.7.5 Domain of Conceptual Groundwater Flow Model
The CSS Ash Basin model domain encompasses that area where groundwater flow will be
simulated to estimate the impacts of coal ash stored at the site. By necessity, the conceptual
model domain extends beyond the ash management areas to physical or artificial hydraulic
boundaries such that groundwater flow through the area is accurately simulated. Physical
hydraulic boundary types include specified head, head dependent flux, no-flow, and recharge at
ground or water surface. Artificial boundaries, which are developed based on information from
the site investigation, may include the specified head and no-flow types. The CSS model
domain is bounded approximately by the southern shore of the Broad River to the north, the
groundwater divide to the east between the Broad River and Prospect Church Road to the west,
the groundwater divide approximated by Duke Power Road, McCraw Road, and Prospect
Church Road to the south, and the drainage feature between Duke Power Road and the Broad
River to the west.
The lower limit of the model domain coincides with the maximum depth of water yielding
fractures in bedrock. The upper limit coincides with the upper surface of soil, fill, ash, landfilled
materials, or ash basin water surface, where present. The basis for selection these boundaries
is described in the following section.
7.7.6 Boundary Conditions for Conceptual Groundwater Flow Model
The southern shore of the Broad River is considered to be a specified head type where the
head is the average annual river stage for steady-state simulations, or the stage observed
simultaneously with groundwater level measurements at the site. The Broad River is
considered to be the ultimate discharge boundary for all groundwater flowing through the model
domain.
The groundwater divide to the east between the Broad River and Prospect Church Road, the
groundwater divide approximated by Duke Power Road, McCraw Road, and Prospect Church
Road to the south, and the drainage feature between Duke Power Road and the Broad River to
the west are considered to be the no flow type.
The upper boundary across is the recharge type, where recharge is dependent on regional
precipitation estimates and land cover type, either soil, fill, ash, or landfilled materials.
Given that the hydrostratigraphic zones across the site are hydraulically connected, these
boundaries are considered to be applicable to both local (shallow) and regional (deep)
groundwater flow. If site conditions are encountered that warrant changes to the proposed
extent of model, NCDENR will be notified.
7.7.7 Groundwater Impacts to Surface Water
If the groundwater modeling predicts exceedances of the 2L Standards at or beyond the
compliance boundary where the plume containing the exceedances would intercept surface
waters, the groundwater model results will be coupled with modeling of surface waters to predict
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contaminant concentrations in the surface waters. This work would be performed by HDR in
conjunction with UNCC.
Model output from the fate and transport modeling (i.e. groundwater volume flux and
concentrations of constituents with exceedances of the 2L Standards) will be used as input for
surface water modeling in the adjacent water bodies (i.e., streams or reservoirs). The level of
surface water modeling will be determined based on the potential for water quality impacts in
the adjacent water body. That is, if the available mixing and dilution of the groundwater plume
in the water body is sufficient that surface water quality standards are expected to be attained
within a short distance a simple modeling approach will be used. If potential water quality
impacts are expected to be such that the simple model approach is not sufficient, or if the water
body type requires a more complex analysis, then a more detailed modeling approach will be
used. A brief description of the simple and detailed modeling approaches is presented below.
 Simple Modeling Approach – This approach will include the effects of upstream flow on
dilution of the groundwater plume within allowable mixing zone limitations along with
analytical solutions to the lateral spreading and mixing of the groundwater plume in the
adjacent water body. This approach will be similar to that presented in EPA’s Technical
Support Document for Water Quality based Toxics Control (EPA/505/2-90-001) for
ambient induced mixing that considers lateral dispersion coefficient, upstream flow and
shear velocity. The results from this analysis will provide information constituent
concentration as a function of the spatial distance from the groundwater input to the
adjacent water body.
 Detailed Modeling Approach – This approach will involve the use of a water quality
model that is capable of representing a multi-dimensional analysis of the groundwater
plume mixing and dilution in the adjacent water body. This method involves segmenting
the water body into model segments (lateral, longitudinal and/or vertical) for calculating
the resulting constituent concentrations spatially in the water body either in a steady-
state or time-variable mode. The potential water quality models that could be used for
this approach include: QUAL2K; CE-QUAL-W2; EFDC/WASP; ECOMSED/RCA; or
other applicable models.
In either modeling approach, the model output from the groundwater model will be coupled with
the surface water model to determine the resulting constituent concentrations in the adjacent
water body spatially from the point of input. These surface water modeling results can be used
for comparison to applicable surface water quality standards to determine compliance.
The development of the model inputs would require additional data for flow and chemical
characterization of the surface water that would potentially be impacted. The specific type of
data required (i.e., flow, chemical characterization, etc.) and the locations where this data would
be collected would depend on the surface water body and the modeling approach selected. If
modeling groundwater impacts to surface water is required, HDR and Duke Energy will consult
with the DWR regional office to present those specific data requirements and modeling
approach.
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8.0 Risk Assessment
To support the groundwater assessment and inform corrective action decisions, potential risks
to human health and the environment will be assessed in accordance with applicable federal
and state guidance. Initially, screening level human health and ecological risk assessments will
be conducted that include development of conceptual site models (CSM) to serve as the
foundation for evaluating potential risks to human and ecological receptors at the site.
Consistent with standard risk assessment practice, separate CSMs will be developed for the
human health and ecological risk evaluations.
The purpose of the CSM is to identify potentially complete exposure pathways to environmental
media associated with the site and to specify the types of exposure scenarios relevant to
include in the risk analysis. The first step in constructing a CSM is to characterize the site and
surrounding area. Source areas and potential transport mechanisms are then identified,
followed by determination of potential receptors and routes of exposure. Potential exposure
pathways are determined to be complete when they contain the following aspects: 1) a
constituent source, 2) a mechanism of constituent release and transport from the source area to
an environmental medium, and 3) a feasible route of potential exposure at the point of contact
(e.g., ingestion, dermal contact, and inhalation). Completed exposure pathways identified in the
CSM are then evaluated in the risk assessment. Incomplete pathways are characterized by
some gaps in the links between site sources and exposure. Based on this lack of potential
exposure, incomplete pathways are not included in the estimation or characterization of
potential risks, since no exposure can occur via these pathways.
Preliminary constituents of potential concern (COPCs) for inclusion in the screening level risk
assessments will be identified based on the preliminary evaluations performed at the site in
conjunction with recommendations from NCDENR regarding coal ash constituents. Both
screening level risk assessments will compare maximum constituent concentrations to
appropriate risk-based screening values as a preliminary step in evaluating potential for risks to
receptors. Based on results of the screening level risk assessments, a refinement of COPCs
will be conducted and more definitive risk characterization will be performed as part of the
corrective action process if needed.
8.1 Human Health Risk Assessment
As noted above, the initial human health risk assessment (HHRA) will include the preparation of
a CSM, illustrating potential exposure pathways from the source area to possible receptors. The
information gathered in the CSM will be used in conjunction with analytical data collected as
part of the CSA. Although groundwater appears to be the primary exposure pathway for human
receptors, a screening level evaluation will be performed to determine if other potential
exposure routes exist.
The HHRA for the site will include an initial comparison of constituent concentrations in various
media to risk-based screening levels. The data will be screened against the following criteria:
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 Soil analytical results will be compared to USEPA residential and industrial soil Regional
Screening Levels (RSLs) (USEPA, November 2014 or latest update).
 Groundwater results will be compared to USEPA tap water RSLs (USEPA, October
2014) and NCDENR Title 15A, Subchapter 2L Standards (NCDENR, 2006).
 Surface water analytical results will be compared to USEPA recommended national
water quality criteria and North Carolina surface water standards (USEPA, 2006;
NCDENR, 2007).
 The surface water classification as it pertains to drinking water supply, aquatic life,
high/exceptional quality designations and other requirements for other activities (e.g.,
landfill permits, NPDES wastewater discharges) shall be noted.
 Sediment results will be compared to USEPA residential soil RSLs (USEPA, November
2014 or latest update).
 The soil, sediment, and ground water data will also be compared to available
background soil and ground water data from previous monitoring and investigations.
The results of this comparison will be presented in a table, along with recommendations for
further evaluation.
8.1.1 Site-Specific Risk-Based Remediation Standards
If deemed necessary, based on the results of the initial comparison to standards, site-and
media-specific risk-based remediation standards will be calculated in accordance with the
Eligibility Requirements and Procedures for Risk-Based Remediation of Industrial Sites
Pursuant to N.C.G.S. 130A-310.65 to 310.77, North Carolina Department of Environment and
Natural Resources, Division of Waste Management, 29 July 2011.
These calculations will include an evaluation of the following, based on site-specific activities
and conditions:
 Remediation methods and technologies resulting in emissions of air pollutants are to
comply with applicable air quality standards adopted by the Environmental Management
Commission (Commission).
 Site-specific remediation standards for surface waters are to be the water quality
standards adopted by the Commission.
 The current and probable future use of groundwater shall be identified and protected.
Site-specific sources of contaminants and potential receptors are to be identified,
protected, controlled, or eliminated whether on or off the site of the contaminant source.
 Natural environmental conditions affecting the fate and transport of contaminants (e.g.,
natural attenuation) shall be determined by appropriate scientific methods.
 Permits for facilities subject to the programs or requirements of G.S. 130A-310.67(a)
shall include conditions to avoid exceedances of applicable groundwater standards
pursuant to Article 21 of Chapter 143 of the General Statutes; permitted facilities shall be
designed to avoid exceedances of the North Carolina ground or surface water
standards.
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 Soil shall be remediated to levels that no longer constitute a continuing source of
groundwater contamination in excess of the site-specific groundwater remediation
standards approved for the site.
 The potential for human inhalation of contaminants from the outdoor air and other site-
specific indoor air exposure pathways shall be considered during remediation, if
applicable.
 The site-specific remediation standard shall protect against human exposure to
contamination through the consumption of contaminated fish or wildlife and through the
ingestion of contaminants in surface water or groundwater supplies.
 For known or suspected carcinogens, site-specific remediation standards shall be
established at levels not to exceed an excess lifetime cancer risk of one in a million. The
site-specific remediation standard may depart from this level based on the criteria set out
in 40 Code of Federal Regulations § 300.430(e)(9) (July 1, 2003). The cumulative
excess lifetime cancer risk to an exposed individual shall not be greater than one in
10,000 based on the sum of carcinogenic risk posed by each contaminant present.
 For systemic toxicants (non-carcinogens), site-specific remediation standards shall be
set at levels to which the human population, including sensitive subgroups, may be
exposed without any adverse health effect during a lifetime or part of a lifetime. Site-
specific remediation standards for systemic toxicants shall incorporate an adequate
margin of safety and shall take into account cases where two or more systemic toxicants
affect the same organ or organ system.
 A comparison will also be made between the concentrations detected in ground water
and the constituent specific primary drinking water standards, as well as the
concentrations in impacted vs. background levels to determine if there are other
considerations that will need to be addressed in risk management decision making.
The site-specific remediation standards for each medium shall be adequate to avoid
foreseeable adverse effects to other media or the environment that are inconsistent with the
state’s risk-based approach.
8.2 Ecological Risk Assessment
The screening level ecological risk assessment (SLERA) for the site will begin with a description
of the ecological setting and development of the ecological CSM specific to the ecological
communities and receptors that may potential be at risk. This scope is equivalent to Step 1:
preliminary problem formulation and ecological effects evaluation (USEPA, 1998).
The screening level evaluation will include compilation of a list of potential ecological receptors
(e.g., plants, benthic invertebrates, fish, birds, etc.). Additionally, an evaluation of sensitive
ecological populations will be performed. Preliminary information on listed rare animal species
at or near the site will be compiled from the North Carolina Natural Heritage Program database
and the U.S. Fish and Wildlife Service (USFWS) county list to evaluate the potential for the
presence of rare or endangered animal and plant species. Rare natural communities will also
be evaluated and identified if near the site.
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Appropriate state and federal natural resource trustees and their representatives (e.g., USFWS)
will be contacted to determine the potential presence (or lack thereof) of sensitive species or
their critical habitat at the time the screening is performed. If it is determined that a sensitive
species or critical habitat is present or potentially present, a survey of the appropriate area will
be conducted. If it is found that sensitive species are utilizing the site, or may in the future, a
finding concerning the likelihood of effects due to site-related contaminants or activities should
be developed and presented to the trustee agency.
The preliminary ecological risk screening will also include, as the basis for the CSM, a
description of the known fate and transport mechanisms for site-related constituents and
potentially complete pathways from assumed source to receptor. An ecological checklist will be
completed for the site as required by Guidelines for Performing Screening Level Ecological Risk
Assessment within North Carolina (NCDENR, 2003).
Following completion of Step 1, the screening level exposure estimate and risk calculations
(Step 2), will be performed in accordance with the Guidelines for Performing Screening Level
Ecological Risk Assessment within North Carolina (NCDENR, 2003). Step 2 estimates the level
of a constituent a plant or animal is exposed to at the site and compares the maximum
constituent concentrations to Ecological Screening Values (ESVs).
Maximum detected concentrations or the maximum detection limit for non-detected constituents
of potential concern (those metals or other chemicals present in site media that may result in
risk to ecological receptors) will be compared to applicable ecological screening values intended
to be protective of ecological receptors (including those sensitive species and communities
noted above, where available) to derive a hazard quotient (HQ). An HQ greater than 1 indicates
potential ecological impacts cannot be ruled out.
ESVs will be taken from the following and other appropriate sources:
 USEPA Ecological Soil Screening Levels
 USEPA Region 4 Recommended Ecological Screening Values
 USEPA National Recommended Water Quality Criteria and North Carolina Standards
The state’s SLERA guidance (NCDENR, 2003) requires that constituents be identified as a Step
2 COPC as follows:
 Category 1 - Contaminants with a maximum detection exceeding the ESV
 Category 2 - Undetected contaminants with a laboratory sample quantitation limit
exceeding the ESV
 Category 3 - Detected contaminants with no ESV
 Category 4 - Undetected contaminants with no ESV
Exceedances of the ESVs indicate the potential need for further evaluation of ecological risks at
the site. The frequency, magnitude, pattern and basis of any exceedances should also be
considered.
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The process ultimately identifies a Scientific-Management Decision Point (SMDP) to determine
if ecological threats are absent and no further assessment is needed; if further assessment
should be performed to determine whether risks exist; or if there is the possibility of adverse
ecological effects, and therefore, a determination made on whether a more detailed ecological
risk and/or habitat assessment is needed, and if so, the scope of the assessment(s).

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9.0 CSA Report
The CSA report will be developed in the format required by the NORR, which includes the
following components:
 Executive Summary
 Site History and Source Characterization
 Receptor Information
 Regional Geology and Hydrogeology
 Site Geology and Hydrogeology
 Soil Sampling Results
 Groundwater Sampling Results
 Hydrogeological Investigation
 Groundwater Modeling Results
 Risk Assessment
 Discussion
 Conclusions and Recommendations
 Figures
 Tables
 Appendices
The CSA report will provide the results of one iterative assessment phase. No off-site
assessment or access agreements are anticipated to be utilized during this task, other than for
the possible additional off-site wells discussed in Section 6.0.
The CSA will be prepared to include the items contained in the Guidelines For Comprehensive
Site Assessment (guidelines), included as attachment to the NORR, as applicable. HDR will
provide the applicable figures, tables, and appendices as listed in the guidelines.
As part of CSA deliverables, a minimum the following tables, graphs, and maps will be provided:
 Box (whisker) plots for locations sampled on four or more events showing the quartiles
of the data along with minimum and maximum. Plots will be aligned with multiple
locations on one chart. Similar charts will be provided for each COC,
 Stacked time-series plots will be provided for each COC. Multiple wells/locations will be
stacked using the same x-axis to discern seasonal trends. Turbidity, dissolved oxygen,
ORP, or other constituents will be shown on the plots where appropriate to demonstrate
influence.
 Piper and/or stiff diagrams showing selected monitoring wells and surface water
locations as separate symbols.
 Correlation charts where applicable.
 Orthophoto potentiometric maps for shallow, deep, and bedrock wells.
 Orthophoto potentiometric difference maps showing the difference in vertical heads
between selected flow zones.
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 Orthophoto iso-concentration maps for selected COCs and flow zones.
 Orthophoto map showing the relationship between groundwater and surface water
samples for selected COCs.
 Geologic cross sections.
 Photographs of select split spoon samples and cores at each boring location.
 Others as appropriate.
Recommendations will be provided in the CSA report for a sampling plan to be performed after
completion of this groundwater assessment. The sampling plan will describe the recommended
sampling frequency, constituent and parameter list, and proposed sampling locations, including
monitoring wells, seeps, and surface waters as required.
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10.0 Proposed Schedule
Duke Energy will submit the CSA Report within 180 days of NCDENR approval of this Work
Plan. The anticipated schedule for implementation of field work, evaluation of data, and
preparation of the Work Plan is presented in the table below.
Activity Start Date Duration to Complete
Field Exploration Program 10 days following Work Plan approval 75 days
Receive Laboratory Data 14 days following end of Exploration Program 15 days
Evaluate Lab/Field Data, Develop SCM 5 days following receipt of Lab Data 30 days
Prepare and Submit CSA 10 days following Work Plan approval 170 days
In addition, the following permits and approvals from NCDENR are potentially required:
 After the access requirements for the proposed well locations are determined, if
required, an application for an erosion and sediment control permit will be submitted to
the Division of Energy, Mineral and Land Resources, Land Quality Section.
 Installation of monitoring wells on the dams and/or dikes must be approved by the
Division of Energy, Mineral and Land Resources Dam Safety Section before drilling can
begin. Information on the location and well installation construction will be submitted as
soon as the locations are finalized.

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11.0 References
1. A.E. Drilling Services, Inc., 1995 and 1996. Well Construction Records, CLMW -01,
CLMW -02, CLMW -03S, CLMW -03D, CLMW-04, CLMW -05S, and CLMW-06.
2. Butler, J. R., 1991, Metamorphism, p. 127-141, in Horton, J. W., Jr. and Zullo, V. A.,
eds., The Geology of the Carolinas: The University of Tennessee Press, Knoxville, TN,
406p.

3. Cunningham, W. L. and Daniels, C. C, III, 2001. Investigation of ground-water
availability and quality in Orange County, North Carolina: U. S. Geological Survey,
Water-Resources Investigations Report 00-4286, 59 p.
4. Daniel, C.C., III, and Sharpless, N.B., 1983, Ground-water supply potential and
procedures for well-site selection upper Cape Fear basin, Cape Fear basin study, 1981-
1983: North Carolina Department of Natural Resources and Community Development
and U.S. Water Resources Council in cooperation with the U.S. Geological Survey, 73 p.
5. Daniels, John L. and Das, Gautam P. 2014. Practical Leachability and Sorption
Considerations for Ash Management, Geo-Congress 2014 Technical Papers: Geo-
characterization and Modeling for Sustainability. Wentworth Institute of technology,
Boston, MA.
6. EPRI, 1993. Electric Power Research Institute, Physical and Hydraulic Properties of Fly
Ash and Other By-Products from Coal Combustion, EPRI TR-101999. February 1993.

7. EPRI, 2004. Electric Power Research Institute, “Chemical Attenuation Coefficients for
Arsenic Species Using Soil Samples Collected from Selected Power Plant Sites:
Laboratory Studies”, Product ID:1005505, December 2004.
8. EPRI, 2009. Electric Power Research Institute, Technical Update – Coal Combustion
Products – Environmental Issues – Coal Ash: Characteristics, Management and
Environmental Issues, EPRI 1019022. September 2009.

9. EPRI, 2014. Electric Power Research Institute, Assessment of Radioactive Elements in
Coal Combustion Products, 2014 Technical Report 3002003774, Final Report August
2014.
10. Fenneman, Nevin Melancthon, 1938. “Physiography of eastern United States.”
McGraw-Hill. 1938.
11. Freeze, R. A., J. A. and Cherry, Ground Water, Englewood Cliffs, NJ, Prentice-Hall,
1979.
12. Gillispie, EC., Austin, R., Abraham, J., Wang, S., Bolich, R., Bradley, P., Amoozegar, A.,
Duckworth, O., Hesterberg, D., and Polizzotto, ML. Sources and variability of
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manganese in well water of the North Carolina Piedmont. Water Resources Research
Institute of the University of North Carolina System Annual 2014 Conference, Raleigh,
NC, March 2014. Poster Presentation.
13. Harned, D. A. and Daniel, C. C., III, 1992, The transition zone between bedrock and
regolith: Conduit for contamination?, p. 336-348, in Daniel, C. C., III, White, R. K., and
Stone, P. A., eds., Groundwater in the Piedmont: Proceedings of a Conference on
Ground Water in the Piedmont of the Eastern United States, October 16-18, 1989,
Clemson University, 693p.
14. Horton, J. W., Jr. and McConnell, K. I., 1991, The western Piedmont, p. 36-58, in Horton,
J. W., Jr. and Zullo, V. A., eds., The Geology of the Carolinas: The University of
Tennessee Press, Knoxville, TN, 406p.

15. HDR, 2014A. “Cliffside Steam Station Ash Basin Drinking Water Supply Well and
Receptor Survey, NPDES Permit NC0005088.”
16. HDR, 2014B. “Cliffside Steam Station Ash Basin Supplement to Drinking Water Supply
Well and Receptor Survey.”
17. Heath, R.C., 1980, Basic elements of groundwater hydrology with reference to
conditions in North Carolina: U.S. Geo-logical Survey Open-File Report 80–44, 86 p.
18. Heath, R.C. 1984, “Ground-water regions of the United States.” U.S. Geological Survey
Water-Supply Paper 2242, 78 p.
19. Krauskopf, K.B., 1972. Geochemistry of micronutrients: in Micronutrients in Agriculture,
J.J. Mortvedt, F.R. Cox, L.M. Shuman, and R.M. Walsh, eds., Soil Science Society of
America, Madison, Wisconsin, p. 7-36.
20. LeGrand, H.E. 1988. Region 21, Piedmont and Blue Ridge. In Hydrogeology, The
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201–207. Geological Society of America. Boulder CO: Geological Society of America.
21. LeGrand, H.E. 1989. A conceptual model of ground water settings in the Piedmont
region. In Ground Water in the Piedmont , ed. C.C. Daniel III, R.K. White, and P.A.
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Eastern United States, Clemson University, Clemson, South Carolina. Charlotte, NC:
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22. LeGrand, Harry E., 2004. “A Master Conceptual Model for Hydrogeological Site
Characterization in the Piedmont and Mountain Region of North Carolina, A Guidance
Manual,” North Carolina Department of Environment and Natural Resources Division of
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23. MACTEC, 2011. Ash Basin Monitoring Well Installation Report, Cliffside Steam Station,
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24. NCDENR, 2003. Division of Waste Management - Guidelines for Performing Screening
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26. NCDENR document, “Hydrogeologic Investigation and Reporting Policy Memorandum,”
dated May 31, 2007.
27. NCDENR DWQ NCDENR Division of Water Quality, “Evaluating Metals in Groundwater
at DWQ Permitted Facilities: A Technical Assistance Document for DWQ Staff”, July
2013.
28. Nelson, A. E., Horton, J. W., Jr., and Clarke, J. W., 1998, Geologic map of the Greenville
1o x 2o quadrangle, Georgia, South Carolina, and North Carolina: United States
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29. Parkhurst, D.L., and Appelo, C.A.J., 2013, Description of input and examples for
PHREEQC version 3—A computer program for speciation, batch-reaction, one-
dimensional transport, and inverse geochemical calculations: U.S. Geological Survey
Techniques and Methods, book 6, chap. A43, 497 p.
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Designing and Conducting Ecological Risk Assessments
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2 Methods, Findings, and Recommendations.

Figures

TAFFTJULY 31, 2014
SEPT. 19, 2014
DEC. 30, 2014

Tables

Table 1. Groundwater Monitoring Requirements
Well Nomenclature Constituents and Parameters Frequency
Monitoring Wells: MW-20D,
MW-20DR, MW-21D, MW-22DR,
MW-23D, MW-23DR, MW-24D,
MW-24DR, MW-25DR
Antimony Chromium Nickel Thallium
April,
August,
December
Arsenic Copper Nitrate Water Level
Barium Iron pH Zinc
Boron Lead Selenium
Cadmium Manganese Sulfate
Chloride Mercury TDS

Tables - Page 1

TABLE 2 - EXCEEDANCES OF 2L STANDARDS APRIL 5, 2011 – AUGUST 4, 2014

Parameter Chromium Iron Manganese pH Sulfate TDS
Units µg/L µg/L µg/L SU mg/L mg/L
2L
Standard 10 300 50 6.5 - 8.5 250 500
Well ID Range of Exceedances
MW-20D No
Exceedances 3,470 – 8,620 459 – 649 No
Exceedances
No
Exceedances
No
Exceedances
MW-20DR No
Exceedances 330 600 – 704 No
Exceedances
No
Exceedances
No
Exceedances
MW-21D No
Exceedances
No
Exceedances 57 – 84 4.6 – 5.2 No
Exceedances
No
Exceedances
MW-22DR No
Exceedances 3,220 – 9,890 82 – 148 5.4 – 6.4 No
Exceedances
No
Exceedances
MW-23D 14 349 – 1,130 410 – 759 No
Exceedances 280 – 430 590 – 820
MW-23DR No
Exceedances 828 – 1,240 51 – 54 No
Exceedances
No
Exceedances
No
Exceedances
MW-24D No
Exceedances 382 – 2,170 87 5.1 – 5.4 No
Exceedances
No
Exceedances
MW-24DR No
Exceedances 934 – 1,710 54 – 61 No
Exceedances
No
Exceedances
No
Exceedances
MW-25DR 45 347 – 6,610 213 5.9 – 6.5
8.7 – 9.5
No
Exceedances
No
Exceedances
Tables - Page 2
Table 3 - SPLP Leaching Analytical Results
Temp.DO Cond.pH ORP Turbidity Alkalinity Aluminum Antimony*Arsenic Barium Beryllium*Boron Cadmium Calcium Chloride Chromium Cobalt*Copper
˚C mg/L µmhos/cm SU mV NTU ug/L CaCO3 mg/L µg/L µg/L µg/L µg/L µg/L µg/L mg/L mg/L µg/L µg/L mg/L
NE NE NE 6.5 - 8.5 NE NE NE NE 1 10 700 4 700 2 NE 250 10 1 1
Analytical Method 2320B4d 200.8 200.8 200.7 200.7 200.8 200.7 300 200.7 200.8 200.7
Well Name Protocol Sample Collection Date
Ponded-1A SPLP 6/30/2008 N/A N/A N/A 3.05 N/A N/A N/A 53 <0.005 <0.2 <5 0.021 0.53 <0.2 470 1.1 <0.25 0.14 <0.4
Ponded-1B SPLP 6/30/2008 N/A N/A N/A 3.41 N/A N/A N/A 4.9 <0.005 <0.05 <5 0.004 <0.5 <0.05 77 1.2 <0.25 0.042 1
Ponded-2A SPLP 6/30/2008 N/A N/A N/A 6.65 N/A N/A N/A <0.1 0.007 0.089 <5 <0.001 <0.5 <0.001 20 2.1 <0.25 <0.005 0.003
Ponded-2B SPLP 6/30/2008 N/A N/A N/A 6.22 N/A N/A N/A <0.1 0.002 0.034 <5 <0.001 <0.5 <0.001 4.3 1.6 <0.25 <0.005 <0.002
Ponded-3A SPLP 6/30/2008 N/A N/A N/A 6.37 N/A N/A N/A 0.21 0.002 0.013 <5 <0.001 <0.5 <0.001 15 4.3 <0.25 <0.005 0.004
Ponded-3B SPLP 6/30/2008 N/A N/A N/A 6.05 N/A N/A N/A 0.16 0.004 0.074 <5 <0.001 <0.5 <0.001 6.3 1.5 <0.25 <0.005 0.003
Ponded-4A SPLP 6/30/2008 N/A N/A N/A 6.97 N/A N/A N/A 0.42 0.008 0.055 <5 <0.001 <0.5 <0.001 43 4.1 <0.25 <0.005 <0.002
Ponded-4B SPLP 6/30/2008 N/A N/A N/A 6.61 N/A N/A N/A 0.43 0.003 0.073 <5 <0.001 <0.5 <0.001 14 1.8 <0.25 <0.005 0.003
Ponded-5A SPLP 6/30/2008 N/A N/A N/A 4.3 N/A N/A N/A <0.1 0.002 0.001 <5 <0.001 <0.5 <0.001 350 1.4 <0.25 <0.005 <0.002
Ponded-5B SPLP 6/30/2008 N/A N/A N/A 4.05 N/A N/A N/A <0.1 <0.001 <0.001 <5 <0.001 <0.5 <0.001 94 <1 <0.25 0.006 0.002
Analytical Parameter
Units
15A NCAC 02L .0202(g) Groundwater Quality Standard
Field Measurements
Tables - Page 3
Table 3 - SPLP Leaching Analytical Results
Analytical Method
Well Name Protocol Sample Collection Date
Ponded-1A SPLP 6/30/2008
Ponded-1B SPLP 6/30/2008
Ponded-2A SPLP 6/30/2008
Ponded-2B SPLP 6/30/2008
Ponded-3A SPLP 6/30/2008
Ponded-3B SPLP 6/30/2008
Ponded-4A SPLP 6/30/2008
Ponded-4B SPLP 6/30/2008
Ponded-5A SPLP 6/30/2008
Ponded-5B SPLP 6/30/2008
Analytical Parameter
Units
15A NCAC 02L .0202(g) Groundwater Quality Standard
Fluoride Iron Lead Magnesium Manganese Mercury Molydenum Nickel Nitrate as N Potassium Selenium Silver Sodium Sulfate TDS Thallium*TOC TOX TSS Zinc
mg/L µg/L µg/L µg/L µg/L µg/L µg/L µg/L mg-N/L mg/L µg/L mg/L mg/L mg/L mg/L ug/L mg/L µg/L mg/L mg/L
2 300 15 NE 50 1 NE 100 10 NE 20 NE NE 250 500 0.2 NE NE NE 1
200.7 200.8 200.7 200.8 245.1 200.8 200.7 300.0 200.7 200.8 200.7 300.0 2540C 200.8 5310B 2450D 200.7
0.12 220 <0.005 N/A 23 <0.01 <0.2 0.4 <0.1 1.4 <0.2 <0.2 N/A N/A 1200 <0.005 N/A N/A N/A 1.5
0.19 5.5 <0.005 N/A 2.7 <0.01 <0.05 1 <0.1 0.93 <0.05 <0.05 N/A N/A 490 <0.005 N/A N/A N/A 0.36
0.15 0.051 <0.001 N/A <0.005 <0.01 0.12 0.005 <0.1 2.6 0.019 <0.001 N/A N/A 72 <0.001 N/A N/A N/A 0.009
0.11 <0.05 <0.001 N/A <0.005 <0.01 0.027 <0.002 <0.1 0.62 0.007 <0.001 N/A N/A 50 <0.001 N/A N/A N/A <0.005
<0.1 0.086 <0.001 N/A <0.005 <0.01 0.019 0.007 <0.1 0.8 0.007 <0.001 N/A N/A 46 <0.001 N/A N/A N/A 0.012
<0.1 0.054 <0.001 N/A <0.005 <0.01 0.021 0.004 <0.1 0.37 0.019 <0.001 N/A N/A 44 <0.001 N/A N/A N/A 0.01
0.11 <0.05 <0.001 N/A <0.005 <0.01 0.068 0.002 <0.1 1.9 0.038 <0.001 N/A N/A 72 <0.001 N/A N/A N/A 0.006
<0.1 0.066 <0.001 N/A <0.005 <0.01 0.02 0.004 <0.1 0.53 0.019 <0.001 N/A N/A 74 <0.001 N/A N/A N/A 0.009
0.36 0.053 <0.001 N/A 0.38 <0.01 0.004 0.013 0.1 4.8 0.058 <0.001 N/A N/A 260 <0.001 N/A N/A N/A <0.005
0.18 <0.05 <0.001 N/A 0.3 <0.01 <0.001 0.027 <0.1 0.58 0.01 <0.001 N/A N/A 430 <0.001 N/A N/A N/A 0.006
Tables - Page 4
Table 3 - SPLP Leaching Analytical Results
Notes:
1.TDS = Total dissolved solids
SPLP = Synthetic Precipitation Leaching Procedure
TCLP = Toxicity Characteristic Leaching Procedure
2.Units:
mg/L = milligrams per liter
µg/L = micrograms per liter
3.* IMAC (interim maximum allowable concentration)
4.Sample depth interval in parentheses
5.Highlighted values indicate values that exceed the 15A NCAC 2L Standard
6.Analytical results with "<" preceding the result indicates that the parameter was not detected at a
concentration which attains or exceeds the laboratory reporting limit
Tables - Page 5
Table 4 - Groundwater Analytical Results
Depth to
Water Temp.DO Cond.pH ORP Turbidity Aluminum
Feet ˚C mg/L µmhos/cm SU mV NTU mg/L CaCO3 mg/L HCO3-mg/L CO32-N/A
NE NE NE NE 6.5 - 8.5 NE NE NE NE NE NE
Analytical Method 2320B4d N/A N/A N/A
Well Name Well Type Hydrostratigraphic Unit Sample Collection
Date Total Dissolved Total Dissolved Total
CLMW-1 Voluntary Saprolite/PWR 8/25/2008 0 20.17 N/A 216.6 4.53 N/A 13.4 0.63 N/A N/A N/A N/A N/A N/A <2
CLMW-1 Voluntary Saprolite/PWR 2/9/2009 0 19.6 N/A 211.4 4.87 N/A 5.72 1 N/A N/A N/A N/A N/A N/A <2
CLMW-1 Voluntary Saprolite/PWR 8/3/2009 0 20.41 N/A 224.7 4.71 N/A 10.3 1.1 N/A N/A N/A N/A N/A N/A <1
CLMW-1 Voluntary Saprolite/PWR 2/23/2010 0 19.21 N/A 248.2 4.87 N/A 4.28 1.1 N/A N/A N/A N/A N/A N/A <1
CLMW-1 Voluntary Saprolite/PWR 8/2/2010 0 20.83 N/A 246.9 4.65 N/A 7.62 0.8 N/A N/A N/A N/A N/A N/A <1
CLMW-1 Voluntary Saprolite/PWR 4/5/2011 0 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
CLMW-1 Voluntary Saprolite/PWR 8/1/2011 0 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
CLMW-1 Voluntary Saprolite/PWR 12/5/2011 0 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
CLMW-2 Voluntary Saprolite/Bedrock 8/25/2008 0 16.9 N/A 55.6 5.06 N/A 0.06 6.4 N/A N/A N/A N/A N/A N/A <2
CLMW-2 Voluntary Saprolite/Bedrock 2/9/2009 0 16.7 N/A 53 5.23 N/A 0.99 6.2 N/A N/A N/A N/A N/A N/A <2
CLMW-2 Voluntary Saprolite/Bedrock 8/3/2009 0 18.19 N/A 55 5.17 N/A 1.47 6.5 N/A N/A N/A N/A N/A N/A <1
CLMW-2 Voluntary Saprolite/Bedrock 2/23/2010 0 16.63 N/A 61 5.4 N/A 1.49 6 N/A N/A N/A N/A N/A N/A <1
CLMW-2 Voluntary Saprolite/Bedrock 8/2/2010 0 17.53 N/A 64 5.09 N/A 1.24 4.8 N/A N/A N/A N/A N/A N/A <1
CLMW-2 Voluntary Saprolite/Bedrock 4/5/2011 0 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
CLMW-2 Voluntary Saprolite/Bedrock 8/1/2011 0 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
CLMW-2 Voluntary Saprolite/Bedrock 12/5/2011 0 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
CLMW-3D Voluntary Saprolite 8/25/2008 0 17.28 N/A 142.2 5.21 N/A 19.7 8.7 N/A N/A N/A N/A N/A N/A <2
CLMW-3D Voluntary Saprolite 2/9/2009 0 17.3 N/A 137 5.45 N/A 9.97 8.3 N/A N/A N/A N/A N/A N/A <2
CLMW-3D Voluntary Saprolite 8/3/2009 0 18.2 N/A 137 5.33 N/A 8.36 8.3 N/A N/A N/A N/A N/A N/A <1
CLMW-3D Voluntary Saprolite 2/23/2010 0 16.4 N/A 144 5.54 N/A 5.95 8.8 N/A N/A N/A N/A N/A N/A <1
CLMW-3D Voluntary Saprolite 8/2/2010 0 19.13 N/A 149 5.29 N/A 30 8.6 N/A N/A N/A N/A N/A N/A <1
CLMW-3S Voluntary Saprolite 8/25/2008 0 17.83 N/A 68.2 4.75 N/A 3.37 2.9 N/A N/A N/A N/A N/A N/A <2
CLMW-3S Voluntary Saprolite 2/9/2009 0 17.59 N/A 64 4.94 N/A 1.96 3.1 N/A N/A N/A N/A N/A N/A <2
CLMW-3S Voluntary Saprolite 8/3/2009 0 18.21 N/A 72 4.83 N/A 2.4 3.3 N/A N/A N/A N/A N/A N/A <1
CLMW-3S Voluntary Saprolite 2/23/2010 0 16.64 N/A 84 5.05 N/A 1.82 3 N/A N/A N/A N/A N/A N/A <1
CLMW-3S Voluntary Saprolite 8/2/2010 0 18.95 N/A 109 4.75 N/A 1.18 2.6 N/A N/A N/A N/A N/A N/A <1
CLMW-3S Voluntary Saprolite 4/5/2011 0 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
CLMW-3S Voluntary Saprolite 8/1/2011 0 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
CLMW-3S Voluntary Saprolite 12/5/2011 0 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
CLMW-4 Voluntary Saprolite/Bedrock 8/25/2008 0 19.8 N/A 308.2 6.52 N/A 0.98 110 N/A N/A N/A N/A N/A N/A <2
CLMW-4 Voluntary Saprolite/Bedrock 2/9/2009 0 13.8 N/A 452 6.76 N/A 0.62 160 N/A N/A N/A N/A N/A N/A <2
CLMW-4 Voluntary Saprolite/Bedrock 8/3/2009 0 18.87 N/A 362 6.6 N/A 1.93 150 N/A N/A N/A N/A N/A N/A <1
CLMW-4 Voluntary Saprolite/Bedrock 2/23/2010 0 12.06 N/A 610 6.87 N/A 1.4 170 N/A N/A N/A N/A N/A N/A <1
CLMW-4 Voluntary Saprolite/Bedrock 8/3/2010 0 22.15 N/A 777 6.49 N/A 41.6 150 N/A N/A N/A N/A N/A N/A N/A
CLMW-4 Voluntary Saprolite/Bedrock 4/5/2011 0 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
CLMW-4 Voluntary Saprolite/Bedrock 8/1/2011 0 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
CLMW-4 Voluntary Saprolite/Bedrock 12/5/2011 0 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
CLMW-5S Voluntary Fill 8/25/2008 0 17.48 N/A 68.7 4.88 N/A 10.3 7.6 N/A N/A N/A N/A N/A N/A <2
CLMW-5S Voluntary Fill 2/9/2009 0 17.3 N/A 71 5.34 N/A 14.3 11 N/A N/A N/A N/A N/A N/A <2
CLMW-5S Voluntary Fill 8/3/2009 0 17.42 N/A 74 5.12 N/A 18.8 9.3 N/A N/A N/A N/A N/A N/A <1
CLMW-5S Voluntary Fill 2/23/2010 0 16.52 N/A 79 5.31 N/A 9.48 12 N/A N/A N/A N/A N/A N/A <1
CLMW-5S Voluntary Fill 8/2/2010 0 17.24 N/A 81 5 N/A 5.28 6.7 N/A N/A N/A N/A N/A N/A <1
CLMW-6 Voluntary Saprolite 8/26/2008 0 17.41 N/A 37.8 5.21 N/A 5.68 6.2 N/A N/A N/A N/A N/A N/A <2
Analytical Parameter Alkalinity Antimony Arsenic
Units µg/L µg/L
15A NCAC 02L .0202(g) Groundwater Quality Standard 1*10
Field Measurements
200.8 200.8
Total
Tables - Page 6
Table 4 - Groundwater Analytical Results
Depth to
Water Temp.DO Cond.pH ORP Turbidity Aluminum
Feet ˚C mg/L µmhos/cm SU mV NTU mg/L CaCO3 mg/L HCO3-mg/L CO32-N/A
NE NE NE NE 6.5 - 8.5 NE NE NE NE NE NE
Analytical Method 2320B4d N/A N/A N/A
Well Name Well Type Hydrostratigraphic Unit Sample Collection
Date Total Dissolved Total Dissolved Total
CLMW-1 Voluntary Saprolite/PWR 8/25/2008 0 20.17 N/A 216.6 4.53 N/A 13.4 0.63 N/A N/A N/A N/A N/A N/A <2
Analytical Parameter Alkalinity Antimony Arsenic
Units µg/L µg/L
15A NCAC 02L .0202(g) Groundwater Quality Standard 1*10
Field Measurements
200.8 200.8
Total
CLMW-6 Voluntary Saprolite 2/9/2009 0 16.45 N/A 26.8 5.35 N/A 3.77 6.3 N/A N/A N/A N/A N/A N/A <2
CLMW-6 Voluntary Saprolite 8/4/2009 0 16.72 N/A 34.7 5.12 N/A 9.24 6.4 N/A N/A N/A N/A N/A N/A <1
MW-10D Voluntary Saprolite/PWR 8/25/2008 0 16.6 N/A 85.3 4.96 N/A 47.7 11 N/A N/A N/A N/A N/A N/A <2
MW-10D Voluntary Saprolite/PWR 2/9/2009 0 16.1 N/A 68.9 5.11 N/A 38.6 9.3 N/A N/A N/A N/A N/A N/A <2
MW-10D Voluntary Saprolite/PWR 8/3/2009 0 16.23 N/A 79.8 5.11 N/A 34.8 10 N/A N/A N/A N/A N/A N/A <1
MW-10D Voluntary Saprolite/PWR 2/23/2010 0 15.79 N/A 86.6 5.23 N/A 40.9 12 N/A N/A N/A N/A N/A N/A <1
MW-10D Voluntary Saprolite/PWR 8/2/2010 0 17.41 N/A 78.7 4.98 N/A 46.3 11 N/A N/A N/A N/A N/A N/A <1
MW-10S Voluntary Partially Weathered Rock 8/25/2008 0 16.43 N/A 178.7 4.86 N/A 283 10 N/A N/A N/A N/A N/A N/A <2
MW-10S Voluntary Partially Weathered Rock 2/9/2009 0 16.34 N/A 181.4 5.03 N/A 29.6 9.8 N/A N/A N/A N/A N/A N/A <2
MW-10S Voluntary Partially Weathered Rock 8/3/2009 0 16.3 N/A 241.8 4.91 N/A 80.6 8.7 N/A N/A N/A N/A N/A N/A <1
MW-10S Voluntary Partially Weathered Rock 2/23/2010 0 15.77 N/A 275.5 4.96 N/A 19.3 6.9 N/A N/A N/A N/A N/A N/A <1
MW-10S Voluntary Partially Weathered Rock 8/2/2010 0 17.76 N/A 237.1 4.83 N/A 25.8 9.2 N/A N/A N/A N/A N/A N/A <1
MW-10S Voluntary Partially Weathered Rock 4/5/2011 0 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
MW-10S Voluntary Partially Weathered Rock 8/1/2011 0 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
MW-10S Voluntary Partially Weathered Rock 12/5/2011 0 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
MW-11D Voluntary PWR/Bedrock 8/26/2008 0 20.31 N/A 802.9 8.66 N/A 73.8 N/A N/A N/A N/A N/A N/A N/A 2.62
MW-11D Voluntary PWR/Bedrock 2/10/2009 0 15 N/A 609.4 8.3 N/A 15.4 N/A N/A N/A N/A N/A N/A N/A <2
MW-11D Voluntary PWR/Bedrock 8/4/2009 0 18.32 N/A 622.3 7.89 N/A 5.62 92 N/A N/A N/A N/A N/A N/A <1
MW-11D Voluntary PWR/Bedrock 2/24/2010 0 14.82 N/A 599.8 8.45 N/A 4.82 100 N/A N/A N/A N/A N/A N/A <1
MW-11D Voluntary PWR/Bedrock 8/3/2010 0 18.84 N/A 606.1 9.66 N/A 5.24 100 N/A N/A N/A N/A N/A N/A 6.3
MW-11S Voluntary Partially Weathered Rock 8/25/2008 0 18.37 N/A 68 5.01 N/A 56.5 6 N/A N/A N/A N/A N/A N/A <2
MW-11S Voluntary Partially Weathered Rock 2/9/2009 0 16.67 N/A 69.2 5.15 N/A 71.7 5.8 N/A N/A N/A N/A N/A N/A <2
MW-11S Voluntary Partially Weathered Rock 8/3/2009 0 17.3 N/A 68.6 5 N/A 107 6 N/A N/A N/A N/A N/A N/A <1
MW-11S Voluntary Partially Weathered Rock 2/23/2010 0 16.38 N/A 77.1 5.39 N/A 280 8.3 N/A N/A N/A N/A N/A N/A <1
MW-11S Voluntary Partially Weathered Rock 8/2/2010 0 17.57 N/A 65.9 5.18 N/A 23.6 7.3 N/A N/A N/A N/A N/A N/A <1
MW-11S Voluntary Partially Weathered Rock 4/5/2011 0 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
MW-11S Voluntary Partially Weathered Rock 8/1/2011 0 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
MW-11S Voluntary Partially Weathered Rock 12/5/2011 0 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
MW-2 DA Voluntary Bedrock 4/5/2011 0 15.3 2.6 296 7.44 193 29.5 N/A N/A N/A N/A N/A <1 N/A 1.67
MW-20D Compliance Bedrock 4/28/2011 0 15.78 2.75 472 6.95 124 15.2 N/A N/A N/A N/A N/A <1 N/A <1
MW-20D Compliance Bedrock 8/1/2011 0 17.96 1.04 465.9 7.01 115 45.4 N/A N/A N/A N/A N/A <1 N/A <1
MW-20D Compliance Bedrock 12/5/2011 0 15.25 1.09 463.9 7.13 147 43.8 N/A N/A N/A N/A N/A <1 N/A <1
MW-20D Compliance Bedrock 4/2/2012 0 15.59 2.77 461 7.06 128 14.8 N/A N/A N/A N/A N/A <1 N/A <1
MW-20D Compliance Bedrock 8/14/2012 0 17.75 2.85 441 7.08 114 12 N/A N/A N/A N/A N/A <1 N/A <1
MW-20D Compliance Bedrock 12/3/2012 0 15.48 2.97 461 7.25 137 10.9 240 N/A N/A N/A N/A <1 N/A <1
MW-20D Compliance Bedrock 4/1/2013 0 14.53 3.86 454 7.03 129 9.72 230 N/A N/A N/A N/A <1 N/A <1
MW-20D Compliance Bedrock 8/7/2013 0 16.76 3.94 452 6.9 131 8.01 230 N/A N/A N/A N/A <1 N/A <1
MW-20D Compliance Bedrock 12/10/2013 0 15.03 4.35 451 7.01 131 9.82 230 N/A N/A N/A N/A <1 N/A <1
MW-20D Compliance Bedrock 4/1/2014 0 14.27 5.02 436 6.93 146 12.5 220 N/A N/A N/A N/A <1 N/A <1
MW-20D Compliance Bedrock 8/4/2014 0 16.3 4.92 396 6.89 154 9.28 170 N/A N/A N/A N/A <1 N/A <1
MW-20DR Compliance Bedrock 4/28/2011 0 16.34 3.16 477.1 6.95 139 1.48 N/A N/A N/A N/A N/A <1 N/A <1
MW-20DR Compliance Bedrock 8/1/2011 0 17.84 0.15 464.4 6.99 113 5.86 N/A N/A N/A N/A N/A <1 N/A <1
Tables - Page 7
Table 4 - Groundwater Analytical Results
Depth to
Water Temp.DO Cond.pH ORP Turbidity Aluminum
Feet ˚C mg/L µmhos/cm SU mV NTU mg/L CaCO3 mg/L HCO3-mg/L CO32-N/A
NE NE NE NE 6.5 - 8.5 NE NE NE NE NE NE
Analytical Method 2320B4d N/A N/A N/A
Well Name Well Type Hydrostratigraphic Unit Sample Collection
Date Total Dissolved Total Dissolved Total
CLMW-1 Voluntary Saprolite/PWR 8/25/2008 0 20.17 N/A 216.6 4.53 N/A 13.4 0.63 N/A N/A N/A N/A N/A N/A <2
Analytical Parameter Alkalinity Antimony Arsenic
Units µg/L µg/L
15A NCAC 02L .0202(g) Groundwater Quality Standard 1*10
Field Measurements
200.8 200.8
Total
MW-20DR Compliance Bedrock 12/5/2011 0 15.47 0 466 7.12 164 0.75 N/A N/A N/A N/A N/A <1 N/A <1
MW-20DR Compliance Bedrock 4/2/2012 0 15.87 0 468 7.06 158 0.71 N/A N/A N/A N/A N/A <1 N/A <1
MW-20DR Compliance Bedrock 8/14/2012 0 17.07 0.4 464 7.03 157 0.36 N/A N/A N/A N/A N/A <1 N/A <1
MW-20DR Compliance Bedrock 12/3/2012 0 15.15 0.28 463 7.1 210 1.84 240 N/A N/A N/A N/A <1 N/A <1
MW-20DR Compliance Bedrock 4/1/2013 0 15.02 0.77 462 7 172 1.7 240 N/A N/A N/A N/A <1 N/A <1
MW-20DR Compliance Bedrock 8/7/2013 0 17.06 0.68 464 6.93 171 1.31 240 N/A N/A N/A N/A <1 N/A <1
MW-20DR Compliance Bedrock 12/10/2013 0 15.04 0.09 465 6.95 170 3.59 250 N/A N/A N/A N/A <1 N/A <1
MW-20DR Compliance Bedrock 4/1/2014 0 15.06 0.1 468 6.95 191 2.18 250 N/A N/A N/A N/A <1 N/A <1
MW-20DR Compliance Bedrock 8/4/2014 0 17.16 0 461 7.04 141 0.86 240 N/A N/A N/A N/A <1 N/A <1
MW-21D Compliance Saprolite/PWR 4/5/2011 0 14.92 6.72 48.5 5.08 474 7.6 N/A N/A N/A N/A N/A <1 N/A <1
MW-21D Compliance Saprolite/PWR 8/1/2011 0 16.64 6.82 46.1 4.68 424 7.6 N/A N/A N/A N/A N/A <1 N/A <1
MW-21D Compliance Saprolite/PWR 12/5/2011 0 15.58 7.25 44.1 5.15 479 2.05 N/A N/A N/A N/A N/A <1 N/A <1
MW-21D Compliance Saprolite/PWR 4/2/2012 0 15.62 7.08 45 5.17 484 2.49 N/A N/A N/A N/A N/A <1 N/A <1
MW-21D Compliance Saprolite/PWR 8/14/2012 0 16.72 7.42 44 4.83 431 2.55 N/A N/A N/A N/A N/A <1 N/A <1
MW-21D Compliance Saprolite/PWR 12/3/2012 0 14.88 6.85 43 5.08 450 3.89 3.8 N/A N/A N/A N/A <1 N/A <1
MW-21D Compliance Saprolite/PWR 4/1/2013 0 14.28 6.98 45 4.95 424 9.63 3 N/A N/A N/A N/A <1 N/A <1
MW-21D Compliance Saprolite/PWR 8/7/2013 0 16.99 7.78 44 4.64 464 10 4.5 N/A N/A N/A N/A <1 N/A <1
MW-21D Compliance Saprolite/PWR 12/10/2013 0 14.81 7.19 45 5.08 424 9.87 4.1 N/A N/A N/A N/A <1 N/A <1
MW-21D Compliance Saprolite/PWR 4/1/2014 0 17.12 7.81 46 5.07 481 8.8 <20 N/A N/A N/A N/A <1 N/A <1
MW-21D Compliance Saprolite/PWR 8/4/2014 0 16.81 7.97 43 5.1 450 9.79 <5 N/A N/A N/A N/A <1 N/A <1
MW-22DR Compliance Bedrock 4/5/2011 0 14.9 0.26 115.8 6.41 190 175 N/A N/A N/A N/A N/A <1 N/A <1
MW-22DR Compliance Bedrock 8/1/2011 0 17.16 0.26 73 6.32 179 16.1 N/A N/A N/A N/A N/A <1 N/A <1
MW-22DR Compliance Bedrock 12/5/2011 0 14.62 1.37 99 6.19 215 22 N/A N/A N/A N/A N/A <1 N/A <1
MW-22DR Compliance Bedrock 4/2/2012 0 15.85 1.3 95 6.27 234 18 N/A N/A N/A N/A N/A <1 N/A <1
MW-22DR Compliance Bedrock 8/14/2012 0 16.91 1.03 100 6.24 206 8.34 N/A N/A N/A N/A N/A <1 N/A <1
MW-22DR Compliance Bedrock 12/3/2012 0 16.97 0.93 98 6.37 208 6.28 28 N/A N/A N/A N/A <1 N/A <1
MW-22DR Compliance Bedrock 4/1/2013 0 18.04 4.58 86 5.98 244 9.4 18 N/A N/A N/A N/A <1 N/A <1
MW-22DR Compliance Bedrock 8/8/2013 0 15.62 2.69 77 5.43 308 8.15 17 N/A N/A N/A N/A <1 N/A <1
MW-22DR Compliance Bedrock 12/9/2013 0 15.29 0.02 99 6.11 212 9.51 22 N/A N/A N/A N/A <1 N/A <1
MW-22DR Compliance Bedrock 4/1/2014 0 15.72 2.98 72 5.67 327 5.65 <20 N/A N/A N/A N/A <1 N/A <1
MW-22DR Compliance Bedrock 8/4/2014 0 15.75 1.69 84 6 244 7.07 16 N/A N/A N/A N/A <1 N/A <1
MW-23D Compliance Saprolite/Bedrock 4/5/2011 0 15.15 0.42 786 6.76 256 1.3 N/A N/A N/A N/A N/A <1 N/A <1
MW-23D Compliance Saprolite/Bedrock 8/1/2011 0 17.09 0.14 791 6.89 179 1.6 N/A N/A N/A N/A N/A <1 N/A <1
MW-23D Compliance Saprolite/Bedrock 12/5/2011 0 15.99 0.56 880 7.07 162 0.68 N/A N/A N/A N/A N/A <1 N/A <1
MW-23D Compliance Saprolite/Bedrock 4/2/2012 0 15.4 0.4 941 6.89 134 0.77 N/A N/A N/A N/A N/A <1 N/A <1
MW-23D Compliance Saprolite/Bedrock 8/14/2012 0 16.52 0.19 947 6.67 232 0.8 N/A N/A N/A N/A N/A <1 N/A 1.01
MW-23D Compliance Saprolite/Bedrock 12/3/2012 0 15.87 0.12 1031 6.84 222 1.83 130 N/A N/A N/A N/A <1 N/A <1
MW-23D Compliance Saprolite/Bedrock 4/2/2013 0 13.61 0.42 1055 7.04 199 1.93 120 N/A N/A N/A N/A <1 N/A <1
MW-23D Compliance Saprolite/Bedrock 8/7/2013 0 16.93 0.11 1017 6.85 186 2.19 120 N/A N/A N/A N/A <1 N/A <1
MW-23D Compliance Saprolite/Bedrock 12/9/2013 0 15.42 0.09 1007 6.72 220 3.73 120 N/A N/A N/A N/A <1 N/A <1
MW-23D Compliance Saprolite/Bedrock 4/1/2014 0 15.3 0.07 991 6.75 245 3.75 120 N/A N/A N/A N/A <1 N/A 1.12
MW-23D Compliance Saprolite/Bedrock 8/4/2014 0 16.37 0.17 958 6.81 200 6.19 110 N/A N/A N/A N/A <1 N/A 1.15
Tables - Page 8
Table 4 - Groundwater Analytical Results
Depth to
Water Temp.DO Cond.pH ORP Turbidity Aluminum
Feet ˚C mg/L µmhos/cm SU mV NTU mg/L CaCO3 mg/L HCO3-mg/L CO32-N/A
NE NE NE NE 6.5 - 8.5 NE NE NE NE NE NE
Analytical Method 2320B4d N/A N/A N/A
Well Name Well Type Hydrostratigraphic Unit Sample Collection
Date Total Dissolved Total Dissolved Total
CLMW-1 Voluntary Saprolite/PWR 8/25/2008 0 20.17 N/A 216.6 4.53 N/A 13.4 0.63 N/A N/A N/A N/A N/A N/A <2
Analytical Parameter Alkalinity Antimony Arsenic
Units µg/L µg/L
15A NCAC 02L .0202(g) Groundwater Quality Standard 1*10
Field Measurements
200.8 200.8
Total
MW-23DR Compliance Bedrock 4/5/2011 0 15.2 0.4 211 6.99 149 5.46 N/A N/A N/A N/A N/A <1 N/A <1
MW-23DR Compliance Bedrock 8/1/2011 0 16.41 0.01 186 7.07 8 1.47 N/A N/A N/A N/A N/A <1 N/A <1
MW-23DR Compliance Bedrock 12/5/2011 0 15.92 0.02 213 7.29 110 0.54 N/A N/A N/A N/A N/A <1 N/A <1
MW-23DR Compliance Bedrock 4/2/2012 0 15.45 0.21 212 7.21 22 0.77 N/A N/A N/A N/A N/A <1 N/A <1
MW-23DR Compliance Bedrock 8/14/2012 0 16.26 0.05 211 6.95 123 0.8 N/A N/A N/A N/A N/A <1 N/A <1
MW-23DR Compliance Bedrock 12/3/2012 0 16.06 0.1 214 7.21 128 0.6 87 N/A N/A N/A N/A <1 N/A <1
MW-23DR Compliance Bedrock 4/2/2013 0 14.74 0.12 213 7.37 123 2.82 81 N/A N/A N/A N/A <1 N/A <1
MW-23DR Compliance Bedrock 8/7/2013 0 16.33 0.41 218 7.23 89 2.47 81 N/A N/A N/A N/A <1 N/A <1
MW-23DR Compliance Bedrock 12/9/2013 0 15.13 0.09 221 7.14 128 4.64 81 N/A N/A N/A N/A <1 N/A <1
MW-23DR Compliance Bedrock 4/1/2014 0 15.12 0.09 247 7.13 139 2.19 81 N/A N/A N/A N/A <1 N/A <1
MW-23DR Compliance Bedrock 8/4/2014 0 16.43 0.12 262 7.23 46 3.83 82 N/A N/A N/A N/A <1 N/A <1
MW-24D Compliance Saprolite/PWR 4/5/2011 0 14.73 6.99 47 5.23 450 215 N/A N/A N/A N/A N/A <1 N/A <1
MW-24D Compliance Saprolite/PWR 8/1/2011 0 17.14 6.82 45 5.29 390 9.37 N/A N/A N/A N/A N/A <1 N/A <1
MW-24D Compliance Saprolite/PWR 12/5/2011 0 14.91 6 44 5.4 384 7.34 N/A N/A N/A N/A N/A <1 N/A <1
MW-24D Compliance Saprolite/PWR 4/2/2012 0 15.36 7.75 48 5.4 294 5.42 N/A N/A N/A N/A N/A <1 N/A <1
MW-24D Compliance Saprolite/PWR 8/14/2012 0 16.4 7.55 46 5.14 382 3.88 N/A N/A N/A N/A N/A <1 N/A <1
MW-24D Compliance Saprolite/PWR 12/3/2012 0 14.92 7.06 47 5.09 461 2.4 5 N/A N/A N/A N/A <1 N/A <1
MW-24D Compliance Saprolite/PWR 4/1/2013 0 15.3 7.24 47 5.21 417 4.73 4.4 N/A N/A N/A N/A <1 N/A <1
MW-24D Compliance Saprolite/PWR 8/7/2013 0 17.73 7.11 47 5.24 464 4.97 4.1 N/A N/A N/A N/A <1 N/A <1
MW-24D Compliance Saprolite/PWR 12/9/2013 0 14.17 7.72 47 5.19 394 5.8 1.8 N/A N/A N/A N/A <1 N/A <1
MW-24D Compliance Saprolite/PWR 4/1/2014 0 15.12 7.95 47 5.22 470 2.94 <20 N/A N/A N/A N/A <1 N/A <1
MW-24D Compliance Saprolite/PWR 8/4/2014 0 16.56 8.5 47 5.21 399 4.22 <5 N/A N/A N/A N/A <1 N/A <1
MW-24DR Compliance Bedrock 4/5/2011 0 14.96 1.34 136 7.11 133 4.29 N/A N/A N/A N/A N/A <1 N/A <1
MW-24DR Compliance Bedrock 8/1/2011 0 16.37 0.37 80 7.17 105 1.73 N/A N/A N/A N/A N/A <1 N/A <1
MW-24DR Compliance Bedrock 12/5/2011 0 15.38 0.68 133 7.23 149 0.92 N/A N/A N/A N/A N/A <1 N/A <1
MW-24DR Compliance Bedrock 4/2/2012 0 15.6 0.34 132 7.2 132 1.12 N/A N/A N/A N/A N/A <1 N/A <1
MW-24DR Compliance Bedrock 8/14/2012 0 16.09 0.04 131 6.98 139 1.35 N/A N/A N/A N/A N/A <1 N/A <1
MW-24DR Compliance Bedrock 12/3/2012 0 15.48 0.17 131 7.12 158 0.84 53 N/A N/A N/A N/A <1 N/A <1
MW-24DR Compliance Bedrock 4/1/2013 0 15.34 0.85 133 7.11 143 4.18 52 N/A N/A N/A N/A <1 N/A <1
MW-24DR Compliance Bedrock 8/7/2013 0 16.31 0.32 132 7.07 116 3.68 52 N/A N/A N/A N/A <1 N/A <1
MW-24DR Compliance Bedrock 12/9/2013 0 15.12 0.08 133 7.13 125 5.28 51 N/A N/A N/A N/A <1 N/A <1
MW-24DR Compliance Bedrock 4/1/2014 0 15.19 0.11 135 7.12 142 1.35 54 N/A N/A N/A N/A <1 N/A <1
MW-24DR Compliance Bedrock 8/4/2014 0 15.99 0.08 135 7.17 79 4.68 60 N/A N/A N/A N/A <1 N/A <1
MW-25DR Compliance PWR/Bedrock 4/5/2011 0 14.74 1.72 167.6 9.46 277 683 N/A N/A N/A N/A N/A <1 N/A 8.74
MW-25DR Compliance PWR/Bedrock 8/1/2011 0 16.99 0.89 143.1 8.71 174 18.8 N/A N/A N/A N/A N/A <1 N/A 8.11
MW-25DR Compliance PWR/Bedrock 12/5/2011 0 15.3 0.48 152.5 9.03 144 12.3 N/A N/A N/A N/A N/A <1 N/A 3.37
MW-25DR Compliance PWR/Bedrock 4/2/2012 0 15.81 3.94 125 6.76 326 13.9 N/A N/A N/A N/A N/A <1 N/A 1.16
MW-25DR Compliance PWR/Bedrock 8/14/2012 0 16.19 1.84 138 6.88 166 4.93 N/A N/A N/A N/A N/A <1 N/A <1
MW-25DR Compliance PWR/Bedrock 12/3/2012 0 15.73 0.74 146 7.19 59 2.65 67 N/A N/A N/A N/A <1 N/A <1
MW-25DR Compliance PWR/Bedrock 4/2/2013 0 15.4 4.99 107 6.52 326 8.18 49 N/A N/A N/A N/A <1 N/A <1
MW-25DR Compliance PWR/Bedrock 8/8/2013 0 15.99 6.29 77 5.85 393 6.58 34 N/A N/A N/A N/A <1 N/A <1
MW-25DR Compliance PWR/Bedrock 12/10/2013 0 15.43 5.37 82 6.12 391 4.36 38 N/A N/A N/A N/A <1 N/A <1
Tables - Page 9
Table 4 - Groundwater Analytical Results
Depth to
Water Temp.DO Cond.pH ORP Turbidity Aluminum
Feet ˚C mg/L µmhos/cm SU mV NTU mg/L CaCO3 mg/L HCO3-mg/L CO32-N/A
NE NE NE NE 6.5 - 8.5 NE NE NE NE NE NE
Analytical Method 2320B4d N/A N/A N/A
Well Name Well Type Hydrostratigraphic Unit Sample Collection
Date Total Dissolved Total Dissolved Total
CLMW-1 Voluntary Saprolite/PWR 8/25/2008 0 20.17 N/A 216.6 4.53 N/A 13.4 0.63 N/A N/A N/A N/A N/A N/A <2
Analytical Parameter Alkalinity Antimony Arsenic
Units µg/L µg/L
15A NCAC 02L .0202(g) Groundwater Quality Standard 1*10
Field Measurements
200.8 200.8
Total
MW-25DR Compliance PWR/Bedrock 4/1/2014 0 15.67 5.86 78 6.09 387 4.61 33 N/A N/A N/A N/A <1 N/A <1
MW-25DR Compliance PWR/Bedrock 8/4/2014 0 15.67 5.46 85 6.15 401 5.85 34 N/A N/A N/A N/A <1 N/A <1
MW-2D Voluntary Bedrock 8/25/2008 0 20.52 N/A 228.3 8.31 N/A 5.31 76 N/A N/A N/A N/A N/A N/A 6.01
MW-2D Voluntary Bedrock 2/10/2009 0 16.69 N/A 1235 11.64 N/A 1.65 220 N/A N/A N/A N/A N/A N/A 5.5
MW-2D Voluntary Bedrock 8/4/2009 0 18.19 N/A 1376 11.46 N/A 2.89 190 N/A N/A N/A N/A N/A N/A 7.9
MW-2D Voluntary Bedrock 2/24/2010 0 16.69 N/A 2267 12.05 N/A 1.91 450 N/A N/A N/A N/A N/A N/A 5.67
MW-2D Voluntary Bedrock 8/3/2010 0 17.45 N/A 907 11.26 N/A 1.39 220 N/A N/A N/A N/A N/A N/A 5.7
MW-4D Voluntary Bedrock 8/25/2008 0 17.22 N/A 268 6.7 N/A 1.97 110 N/A N/A N/A N/A N/A N/A <2
MW-4D Voluntary Bedrock 2/9/2009 0 15.5 N/A 244 6.84 N/A 1 110 N/A N/A N/A N/A N/A N/A <2
MW-4D Voluntary Bedrock 8/3/2009 0 16.72 N/A 245 6.55 N/A 4.33 95 N/A N/A N/A N/A N/A N/A <1
MW-4D Voluntary Bedrock 2/23/2010 0 14.76 N/A 234 6.85 N/A 5.15 83 N/A N/A N/A N/A N/A N/A <1
MW-4D Voluntary Bedrock 8/2/2010 0 16.78 N/A 238 6.61 N/A 2.55 110 N/A N/A N/A N/A N/A N/A <1
MW-8D Voluntary Bedrock 8/2/2010 0 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
MW-8D Voluntary Bedrock 8/25/2008 0 19.01 N/A 239.7 5.96 N/A 30.5 40 N/A N/A N/A N/A N/A N/A <2
MW-8D Voluntary Bedrock 2/9/2009 0 16.76 N/A 237.4 6.22 N/A 4.25 49 N/A N/A N/A N/A N/A N/A <2
MW-8D Voluntary Bedrock 8/3/2009 0 17.61 N/A 254.4 6.09 N/A 5.56 45 N/A N/A N/A N/A N/A N/A <1
MW-8D Voluntary Bedrock 2/23/2010 0 16.67 N/A 262.2 6.28 N/A 3.4 48 N/A N/A N/A N/A N/A N/A <1
MW-8D Voluntary Bedrock 8/2/2010 0 17.99 N/A 258.2 6.06 N/A 4.13 47 N/A N/A N/A N/A N/A N/A <1
MW-8S Voluntary Alluvium/Saprolite 8/25/2008 0 22.14 N/A 473.3 6.65 N/A 11.6 240 N/A N/A N/A N/A N/A N/A <2
MW-8S Voluntary Alluvium/Saprolite 2/9/2009 0 12.82 N/A 431 7.15 N/A 56.8 180 N/A N/A N/A N/A N/A N/A <2
MW-8S Voluntary Alluvium/Saprolite 8/3/2009 0 21.14 N/A 474 6.81 N/A 144 190 N/A N/A N/A N/A N/A N/A 1.2
MW-8S Voluntary Alluvium/Saprolite 2/23/2010 0 11.28 N/A 444.6 7.05 N/A 52.2 200 N/A N/A N/A N/A N/A N/A 3.14
MW-8S Voluntary Alluvium/Saprolite 8/2/2010 0 22.46 N/A 503.1 6.84 N/A 34.2 210 N/A N/A N/A N/A N/A N/A 3.1
MW-8S Voluntary Alluvium/Saprolite 4/5/2011 0 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
MW-8S Voluntary Alluvium/Saprolite 8/1/2011 0 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
MW-8S Voluntary Alluvium/Saprolite 12/5/2011 0 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
Tables - Page 10
Table 4 - Groundwater Analytical Results
Analytical Method
Well Name Well Type Hydrostratigraphic Unit Sample Collection
Date
CLMW-1 Voluntary Saprolite/PWR 8/25/2008
CLMW-1 Voluntary Saprolite/PWR 2/9/2009
CLMW-1 Voluntary Saprolite/PWR 8/3/2009
CLMW-1 Voluntary Saprolite/PWR 2/23/2010
CLMW-1 Voluntary Saprolite/PWR 8/2/2010
CLMW-1 Voluntary Saprolite/PWR 4/5/2011
CLMW-1 Voluntary Saprolite/PWR 8/1/2011
CLMW-1 Voluntary Saprolite/PWR 12/5/2011
CLMW-2 Voluntary Saprolite/Bedrock 8/25/2008
CLMW-2 Voluntary Saprolite/Bedrock 2/9/2009
CLMW-2 Voluntary Saprolite/Bedrock 8/3/2009
CLMW-2 Voluntary Saprolite/Bedrock 2/23/2010
CLMW-2 Voluntary Saprolite/Bedrock 8/2/2010
CLMW-2 Voluntary Saprolite/Bedrock 4/5/2011
CLMW-2 Voluntary Saprolite/Bedrock 8/1/2011
CLMW-2 Voluntary Saprolite/Bedrock 12/5/2011
CLMW-3D Voluntary Saprolite 8/25/2008
CLMW-3D Voluntary Saprolite 2/9/2009
CLMW-3D Voluntary Saprolite 8/3/2009
CLMW-3D Voluntary Saprolite 2/23/2010
CLMW-3D Voluntary Saprolite 8/2/2010
CLMW-3S Voluntary Saprolite 8/25/2008
CLMW-3S Voluntary Saprolite 2/9/2009
CLMW-3S Voluntary Saprolite 8/3/2009
CLMW-3S Voluntary Saprolite 2/23/2010
CLMW-3S Voluntary Saprolite 8/2/2010
CLMW-3S Voluntary Saprolite 4/5/2011
CLMW-3S Voluntary Saprolite 8/1/2011
CLMW-3S Voluntary Saprolite 12/5/2011
CLMW-4 Voluntary Saprolite/Bedrock 8/25/2008
CLMW-4 Voluntary Saprolite/Bedrock 2/9/2009
CLMW-4 Voluntary Saprolite/Bedrock 8/3/2009
CLMW-4 Voluntary Saprolite/Bedrock 2/23/2010
CLMW-4 Voluntary Saprolite/Bedrock 8/3/2010
CLMW-4 Voluntary Saprolite/Bedrock 4/5/2011
CLMW-4 Voluntary Saprolite/Bedrock 8/1/2011
CLMW-4 Voluntary Saprolite/Bedrock 12/5/2011
CLMW-5S Voluntary Fill 8/25/2008
CLMW-5S Voluntary Fill 2/9/2009
CLMW-5S Voluntary Fill 8/3/2009
CLMW-5S Voluntary Fill 2/23/2010
CLMW-5S Voluntary Fill 8/2/2010
CLMW-6 Voluntary Saprolite 8/26/2008
Analytical Parameter
Units
15A NCAC 02L .0202(g) Groundwater Quality Standard
Beryllium Chloride
µg/L mg/L
4*250
N/A 300
Dissolved Total Total Dissolved Total Dissolved Total Dissolved Total Total Dissolved Total Dissolved Total Dissolved Total
N/A 58 N/A N/A 509 N/A <0.5 N/A 23.1 13 N/A <1 N/A N/A N/A <0.002
N/A 50 N/A N/A 477 N/A <0.5 N/A 21.2 14 N/A <1 N/A N/A N/A <0.002
N/A 54 N/A N/A 496 N/A <1 N/A 21.6 11 N/A <1 N/A N/A N/A 0.001
N/A 50 N/A N/A 471 N/A <1 N/A 22 14 N/A <1 N/A N/A N/A <0.001
N/A 54.8 N/A N/A 488 N/A <1 N/A 24.1 15 N/A <1 N/A N/A N/A <0.001
N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
N/A 37 N/A N/A <100 N/A <0.5 N/A 0.533 9.2 N/A <1 N/A N/A N/A <0.002
N/A 31 N/A N/A <100 N/A <0.5 N/A 0.526 8.7 N/A <1 N/A N/A N/A <0.002
N/A 31 N/A N/A <100 N/A <1 N/A 0.608 8.9 N/A <1 N/A N/A N/A <0.001
N/A 32 N/A N/A 115 N/A <1 N/A 0.661 8 N/A <1 N/A N/A N/A <0.001
N/A 36.1 N/A N/A 142 N/A <1 N/A 0.782 8.9 N/A <1 N/A N/A N/A <0.001
N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
N/A 79 N/A N/A 280 N/A <0.5 N/A 8.32 8.1 N/A 2.73 N/A N/A N/A <0.002
N/A 72 N/A N/A 263 N/A <0.5 N/A 8.27 <7.9 N/A 1.55 N/A N/A N/A <0.002
N/A 76 N/A N/A 298 N/A <1 N/A 8.92 9.1 N/A <1 N/A N/A N/A <0.001
N/A 78.1 N/A N/A 315 N/A <1 N/A 9.15 9.4 N/A <1 N/A N/A N/A <0.001
N/A 102 N/A N/A 311 N/A <1 N/A 10 12 N/A 6.6 N/A N/A N/A <0.001
N/A 122 N/A N/A 230 N/A <0.5 N/A 0.07 7.2 N/A <1 N/A N/A N/A <0.002
N/A 115 N/A N/A 231 N/A <0.5 N/A 0.062 <7.2 N/A <1 N/A N/A N/A <0.002
N/A 133 N/A N/A 254 N/A <1 N/A 0.084 9.8 N/A <1 N/A N/A N/A <0.001
N/A 129 N/A N/A 289 N/A <1 N/A 0.079 9.5 N/A <1 N/A N/A N/A <0.001
N/A 211 N/A N/A 358 N/A <1 N/A 0.123 14 N/A <1 N/A N/A N/A <0.001
N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
N/A 26 N/A N/A <100 N/A <0.5 N/A 24.1 <0.1 N/A <1 N/A N/A N/A <0.002
N/A 35 N/A N/A <100 N/A 0.6 N/A 45.1 <0.1 N/A <1 N/A N/A N/A 0.051
N/A 27 N/A N/A <100 N/A <1 N/A 48.7 6.1 N/A <1 N/A N/A N/A <0.001
N/A 38.6 N/A N/A <50 N/A <1 N/A 70.2 4.6 N/A <1 N/A N/A N/A <0.001
N/A N/A N/A N/A N/A N/A N/A N/A N/A 5.1 N/A N/A N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
N/A 67 N/A N/A <100 N/A <0.5 N/A 1.39 9.4 N/A <1 N/A N/A N/A <0.002
N/A 60 N/A N/A <100 N/A <0.5 N/A 2.22 12 N/A <1 N/A N/A N/A <0.002
N/A 71 N/A N/A <100 N/A <1 N/A 1.94 13 N/A <1 N/A N/A N/A <0.001
N/A 76 N/A N/A <50 N/A <1 N/A 2.22 12 N/A <1 N/A N/A N/A <0.001
N/A 86.7 N/A N/A <50 N/A <1 N/A 1.85 20 N/A <1 N/A N/A N/A 0.001
N/A 19 N/A N/A <100 N/A <0.5 N/A 1.22 2.9 N/A <1 N/A N/A N/A <0.002
BoronBarium Cadmium Calcium Chromium Cobalt Copper
µg/L µg/L µg/L mg/L µg/L µg/L mg/L
700 700 2 NE 10 1*1
200.7 200.7 200.8 200.7 200.7 200.8 200.7
Tables - Page 11
Table 4 - Groundwater Analytical Results
Analytical Method
Well Name Well Type Hydrostratigraphic Unit Sample Collection
Date
CLMW-1 Voluntary Saprolite/PWR 8/25/2008
Analytical Parameter
Units
15A NCAC 02L .0202(g) Groundwater Quality Standard
CLMW-6 Voluntary Saprolite 2/9/2009
CLMW-6 Voluntary Saprolite 8/4/2009
MW-10D Voluntary Saprolite/PWR 8/25/2008
MW-10D Voluntary Saprolite/PWR 2/9/2009
MW-10D Voluntary Saprolite/PWR 8/3/2009
MW-10D Voluntary Saprolite/PWR 2/23/2010
MW-10D Voluntary Saprolite/PWR 8/2/2010
MW-10S Voluntary Partially Weathered Rock 8/25/2008
MW-10S Voluntary Partially Weathered Rock 2/9/2009
MW-10S Voluntary Partially Weathered Rock 8/3/2009
MW-10S Voluntary Partially Weathered Rock 2/23/2010
MW-10S Voluntary Partially Weathered Rock 8/2/2010
MW-10S Voluntary Partially Weathered Rock 4/5/2011
MW-10S Voluntary Partially Weathered Rock 8/1/2011
MW-10S Voluntary Partially Weathered Rock 12/5/2011
MW-11D Voluntary PWR/Bedrock 8/26/2008
MW-11D Voluntary PWR/Bedrock 2/10/2009
MW-11D Voluntary PWR/Bedrock 8/4/2009
MW-11D Voluntary PWR/Bedrock 2/24/2010
MW-11D Voluntary PWR/Bedrock 8/3/2010
MW-11S Voluntary Partially Weathered Rock 8/25/2008
MW-11S Voluntary Partially Weathered Rock 2/9/2009
MW-11S Voluntary Partially Weathered Rock 8/3/2009
MW-11S Voluntary Partially Weathered Rock 2/23/2010
MW-11S Voluntary Partially Weathered Rock 8/2/2010
MW-11S Voluntary Partially Weathered Rock 4/5/2011
MW-11S Voluntary Partially Weathered Rock 8/1/2011
MW-11S Voluntary Partially Weathered Rock 12/5/2011
MW-2 DA Voluntary Bedrock 4/5/2011
MW-20D Compliance Bedrock 4/28/2011
MW-20D Compliance Bedrock 8/1/2011
MW-20D Compliance Bedrock 12/5/2011
MW-20D Compliance Bedrock 4/2/2012
MW-20D Compliance Bedrock 8/14/2012
MW-20D Compliance Bedrock 12/3/2012
MW-20D Compliance Bedrock 4/1/2013
MW-20D Compliance Bedrock 8/7/2013
MW-20D Compliance Bedrock 12/10/2013
MW-20D Compliance Bedrock 4/1/2014
MW-20D Compliance Bedrock 8/4/2014
MW-20DR Compliance Bedrock 4/28/2011
MW-20DR Compliance Bedrock 8/1/2011
Beryllium Chloride
µg/L mg/L
4*250
N/A 300
Dissolved Total Total Dissolved Total Dissolved Total Dissolved Total Total Dissolved Total Dissolved Total Dissolved Total
N/A 58 N/A N/A 509 N/A <0.5 N/A 23.1 13 N/A <1 N/A N/A N/A <0.002
BoronBarium Cadmium Calcium Chromium Cobalt Copper
µg/L µg/L µg/L mg/L µg/L µg/L mg/L
700 700 2 NE 10 1*1
200.7 200.7 200.8 200.7 200.7 200.8 200.7
N/A 17 N/A N/A <100 N/A <0.5 N/A 1.12 2.8 N/A <1 N/A N/A N/A <0.002
N/A 18 N/A N/A <100 N/A <1 N/A 1.17 2.9 N/A <1 N/A N/A N/A <0.001
N/A 44 N/A N/A 177 N/A <0.5 N/A 4.66 8.7 N/A 1.52 N/A N/A N/A 0.054
N/A 39 N/A N/A 163 N/A 0.588 N/A 3.46 8 N/A 1.5 N/A N/A N/A 0.042
N/A 36 N/A N/A 162 N/A <1 N/A 3.54 10 N/A <1 N/A N/A N/A 0.038
N/A 40.8 N/A N/A 173 N/A <1 N/A 3.74 8.1 N/A 1.54 N/A N/A N/A 0.039
N/A 30.5 N/A N/A 154 N/A <1 N/A 3.6 9.6 N/A <1 N/A N/A N/A 0.025
N/A 91 N/A N/A 177 N/A <0.5 N/A 12.3 11 N/A 7.32 N/A N/A N/A 0.006
N/A 52 N/A N/A 160 N/A 0.57 N/A 12 13 N/A 2.77 N/A N/A N/A 0.004
N/A 70 N/A N/A 170 N/A <1 N/A 13.3 15 N/A 3.7 N/A N/A N/A 0.001
N/A 67.1 N/A N/A 112 N/A <1 N/A 13.5 15 N/A 5.93 N/A N/A N/A <0.001
N/A 52.8 N/A N/A 256 N/A <1 N/A 15.8 14 N/A 1.1 N/A N/A N/A <0.001
N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
N/A 26 N/A N/A <100 N/A <0.5 N/A 30.9 N/A N/A 3.93 N/A N/A N/A 0.023
N/A 16 N/A N/A <100 N/A 0.574 N/A 24.1 N/A N/A 1.87 N/A N/A N/A 0.01
N/A 16 N/A N/A <100 N/A <1 N/A 25.6 4 N/A 1.4 N/A N/A N/A 0.006
N/A 12.8 N/A N/A <50 N/A <1 N/A 25 3.4 N/A 1.83 N/A N/A N/A 0.004
N/A 6.77 N/A N/A <50 N/A <1 N/A 7.74 4.1 N/A 3.1 N/A N/A N/A 0.004
N/A 46 N/A N/A 160 N/A <0.5 N/A 2.42 12 N/A 1.82 N/A N/A N/A <0.002
N/A 55 N/A N/A 173 N/A 0.599 N/A 2.25 17 N/A 2.66 N/A N/A N/A <0.002
N/A 57 N/A N/A 160 N/A <1 N/A 2.52 14 N/A 4.3 N/A N/A N/A <0.001
N/A 38.1 N/A N/A 169 N/A <1 N/A 3.08 9 N/A 1.75 N/A N/A N/A <0.001
N/A 31.3 N/A N/A 183 N/A <1 N/A 2.54 9.9 N/A 2 N/A N/A N/A <0.001
N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
N/A 16 N/A N/A <50 N/A <1 N/A N/A 5.6 N/A <5 N/A N/A N/A <0.005
N/A 23 N/A N/A 113 N/A <1 N/A N/A 5.8 N/A <5 N/A N/A N/A <0.005
N/A 21 N/A N/A 124 N/A <1 N/A N/A 5.7 N/A <5 N/A N/A N/A <0.005
N/A 33 N/A N/A 107 N/A <1 N/A N/A 5.5 N/A <5 N/A N/A N/A <0.005
N/A 15 N/A N/A 117 N/A <1 N/A N/A 6.1 N/A <5 N/A N/A N/A <0.005
N/A 14 N/A N/A 110 N/A <1 N/A N/A 5.8 N/A <5 N/A N/A N/A <0.005
N/A 13 N/A N/A 119 N/A <1 N/A 69.7 3 N/A <5 N/A N/A N/A <0.005
N/A 14 N/A N/A 119 N/A <1 N/A 66.3 6.4 N/A <5 N/A N/A N/A <0.005
N/A 15 N/A N/A 128 N/A <1 N/A 69.7 7.3 N/A <5 N/A N/A N/A <0.005
N/A 15 N/A N/A 137 N/A <1 N/A 68.2 7.8 N/A <5 N/A N/A N/A <0.005
N/A 14 N/A N/A 149 N/A <1 N/A 67.3 8.6 N/A <5 N/A N/A N/A <0.005
N/A 15 N/A N/A 229 N/A <1 N/A 57.4 15 N/A <5 N/A N/A N/A <0.005
N/A <5 N/A N/A 117 N/A <1 N/A N/A 5.8 N/A <5 N/A N/A N/A <0.005
N/A <5 N/A N/A 130 N/A <1 N/A N/A 5.6 N/A <5 N/A N/A N/A <0.005
Tables - Page 12
Table 4 - Groundwater Analytical Results
Analytical Method
Well Name Well Type Hydrostratigraphic Unit Sample Collection
Date
CLMW-1 Voluntary Saprolite/PWR 8/25/2008
Analytical Parameter
Units
15A NCAC 02L .0202(g) Groundwater Quality Standard
MW-20DR Compliance Bedrock 12/5/2011
MW-20DR Compliance Bedrock 4/2/2012
MW-20DR Compliance Bedrock 8/14/2012
MW-20DR Compliance Bedrock 12/3/2012
MW-20DR Compliance Bedrock 4/1/2013
MW-20DR Compliance Bedrock 8/7/2013
MW-20DR Compliance Bedrock 12/10/2013
MW-20DR Compliance Bedrock 4/1/2014
MW-20DR Compliance Bedrock 8/4/2014
MW-21D Compliance Saprolite/PWR 4/5/2011
MW-21D Compliance Saprolite/PWR 8/1/2011
MW-21D Compliance Saprolite/PWR 12/5/2011
MW-21D Compliance Saprolite/PWR 4/2/2012
MW-21D Compliance Saprolite/PWR 8/14/2012
MW-21D Compliance Saprolite/PWR 12/3/2012
MW-21D Compliance Saprolite/PWR 4/1/2013
MW-21D Compliance Saprolite/PWR 8/7/2013
MW-21D Compliance Saprolite/PWR 12/10/2013
MW-21D Compliance Saprolite/PWR 4/1/2014
MW-21D Compliance Saprolite/PWR 8/4/2014
MW-22DR Compliance Bedrock 4/5/2011
MW-22DR Compliance Bedrock 8/1/2011
MW-22DR Compliance Bedrock 12/5/2011
MW-22DR Compliance Bedrock 4/2/2012
MW-22DR Compliance Bedrock 8/14/2012
MW-22DR Compliance Bedrock 12/3/2012
MW-22DR Compliance Bedrock 4/1/2013
MW-22DR Compliance Bedrock 8/8/2013
MW-22DR Compliance Bedrock 12/9/2013
MW-22DR Compliance Bedrock 4/1/2014
MW-22DR Compliance Bedrock 8/4/2014
MW-23D Compliance Saprolite/Bedrock 4/5/2011
MW-23D Compliance Saprolite/Bedrock 8/1/2011
MW-23D Compliance Saprolite/Bedrock 12/5/2011
MW-23D Compliance Saprolite/Bedrock 4/2/2012
MW-23D Compliance Saprolite/Bedrock 8/14/2012
MW-23D Compliance Saprolite/Bedrock 12/3/2012
MW-23D Compliance Saprolite/Bedrock 4/2/2013
MW-23D Compliance Saprolite/Bedrock 8/7/2013
MW-23D Compliance Saprolite/Bedrock 12/9/2013
MW-23D Compliance Saprolite/Bedrock 4/1/2014
MW-23D Compliance Saprolite/Bedrock 8/4/2014
Beryllium Chloride
µg/L mg/L
4*250
N/A 300
Dissolved Total Total Dissolved Total Dissolved Total Dissolved Total Total Dissolved Total Dissolved Total Dissolved Total
N/A 58 N/A N/A 509 N/A <0.5 N/A 23.1 13 N/A <1 N/A N/A N/A <0.002
BoronBarium Cadmium Calcium Chromium Cobalt Copper
µg/L µg/L µg/L mg/L µg/L µg/L mg/L
700 700 2 NE 10 1*1
200.7 200.7 200.8 200.7 200.7 200.8 200.7
N/A <5 N/A N/A 147 N/A <1 N/A N/A 5.3 N/A <5 N/A N/A N/A <0.005
N/A <5 N/A N/A 120 N/A <1 N/A N/A 5.6 N/A <5 N/A N/A N/A <0.005
N/A <5 N/A N/A 119 N/A <1 N/A N/A 5.6 N/A <5 N/A N/A N/A <0.005
N/A <5 N/A N/A 124 N/A <1 N/A 71.5 3.7 N/A <5 N/A N/A N/A <0.005
N/A <5 N/A N/A 122 N/A <1 N/A 70.4 6.2 N/A <5 N/A N/A N/A <0.005
N/A <5 N/A N/A 135 N/A <1 N/A 74.2 6.7 N/A <5 N/A N/A N/A <0.005
N/A <5 N/A N/A 137 N/A <1 N/A 74.7 7.1 N/A <5 N/A N/A N/A <0.005
N/A <5 N/A N/A 143 N/A <1 N/A 74.8 6.9 N/A <5 N/A N/A N/A <0.005
N/A <5 N/A N/A 149 N/A <1 N/A 76.3 7 N/A <5 N/A N/A N/A <0.005
N/A 22 N/A N/A <50 N/A <1 N/A N/A 5.9 N/A <5 N/A N/A N/A <0.005
N/A 24 N/A N/A <50 N/A <1 N/A N/A 5.7 N/A <5 N/A N/A N/A <0.005
N/A 20 N/A N/A <50 N/A <1 N/A N/A 5.2 N/A <5 N/A N/A N/A <0.005
N/A 20 N/A N/A <50 N/A <1 N/A N/A 5.7 N/A <5 N/A N/A N/A <0.005
N/A 21 N/A N/A <50 N/A <1 N/A N/A 5.3 N/A <5 N/A N/A N/A <0.005
N/A 20 N/A N/A <50 N/A <1 N/A 1.68 5.4 N/A <5 N/A N/A N/A <0.005
N/A 21 N/A N/A <50 N/A <1 N/A 1.77 5.1 N/A <5 N/A N/A N/A <0.005
N/A 22 N/A N/A <50 N/A <1 N/A 2.37 5.5 N/A <5 N/A N/A N/A <0.005
N/A 21 N/A N/A <50 N/A <1 N/A 2.04 5.8 N/A <5 N/A N/A N/A <0.005
N/A 19 N/A N/A <50 N/A <1 N/A 2.45 5.4 N/A <5 N/A N/A N/A <0.005
N/A 20 N/A N/A <50 N/A <1 N/A 1.87 5.3 N/A <5 N/A N/A N/A <0.005
N/A 28 N/A N/A <50 N/A <1 N/A N/A 3.4 N/A 7 N/A N/A N/A 0.006
N/A 10 N/A N/A <50 N/A <1 N/A N/A 3.5 N/A <5 N/A N/A N/A <0.005
N/A 8 N/A N/A <50 N/A <1 N/A N/A 3.1 N/A <5 N/A N/A N/A <0.005
N/A 9 N/A N/A <50 N/A <1 N/A N/A 3.4 N/A <5 N/A N/A N/A <0.005
N/A 8 N/A N/A <50 N/A <1 N/A N/A 3.4 N/A <5 N/A N/A N/A <0.005
N/A 8 N/A N/A <50 N/A <1 N/A 5.3 3.2 N/A <5 N/A N/A N/A <0.005
N/A 8 N/A N/A <50 N/A <1 N/A 4.93 3.3 N/A <5 N/A N/A N/A <0.005
N/A 11 N/A N/A <50 N/A <1 N/A 4.2 3.5 N/A <5 N/A N/A N/A <0.005
N/A 8 N/A N/A <50 N/A <1 N/A 5.28 3.9 N/A <5 N/A N/A N/A <0.005
N/A 15 N/A N/A <50 N/A <1 N/A 3.59 3.5 N/A <5 N/A N/A N/A <0.005
N/A 10 N/A N/A <50 N/A <1 N/A 4.38 3.7 N/A <5 N/A N/A N/A <0.005
N/A 90 N/A N/A <50 N/A <1 N/A N/A 11 N/A 14 N/A N/A N/A <0.005
N/A 105 N/A N/A <50 N/A <1 N/A N/A 16 N/A <5 N/A N/A N/A <0.005
N/A 103 N/A N/A <50 N/A <1 N/A N/A 18 N/A <5 N/A N/A N/A <0.005
N/A 103 N/A N/A <50 N/A <1 N/A N/A 19 N/A <5 N/A N/A N/A <0.005
N/A 100 N/A N/A <50 N/A <1 N/A N/A 17 N/A <5 N/A N/A N/A <0.005
N/A 100 N/A N/A <50 N/A <1 N/A 167 15 N/A <5 N/A N/A N/A <0.005
N/A 84 N/A N/A <50 N/A <1 N/A 163 17 N/A <5 N/A N/A N/A <0.005
N/A 83 N/A N/A <50 N/A <1 N/A 163 17 N/A <5 N/A N/A N/A <0.005
N/A 73 N/A N/A <50 N/A <1 N/A 169 17 N/A <5 N/A N/A N/A <0.005
N/A 67 N/A N/A <50 N/A <1 N/A 164 16 N/A <5 N/A N/A N/A <0.005
N/A 59 N/A N/A <50 N/A <1 N/A 156 18 N/A <5 N/A N/A N/A <0.005
Tables - Page 13
Table 4 - Groundwater Analytical Results
Analytical Method
Well Name Well Type Hydrostratigraphic Unit Sample Collection
Date
CLMW-1 Voluntary Saprolite/PWR 8/25/2008
Analytical Parameter
Units
15A NCAC 02L .0202(g) Groundwater Quality Standard
MW-23DR Compliance Bedrock 4/5/2011
MW-23DR Compliance Bedrock 8/1/2011
MW-23DR Compliance Bedrock 12/5/2011
MW-23DR Compliance Bedrock 4/2/2012
MW-23DR Compliance Bedrock 8/14/2012
MW-23DR Compliance Bedrock 12/3/2012
MW-23DR Compliance Bedrock 4/2/2013
MW-23DR Compliance Bedrock 8/7/2013
MW-23DR Compliance Bedrock 12/9/2013
MW-23DR Compliance Bedrock 4/1/2014
MW-23DR Compliance Bedrock 8/4/2014
MW-24D Compliance Saprolite/PWR 4/5/2011
MW-24D Compliance Saprolite/PWR 8/1/2011
MW-24D Compliance Saprolite/PWR 12/5/2011
MW-24D Compliance Saprolite/PWR 4/2/2012
MW-24D Compliance Saprolite/PWR 8/14/2012
MW-24D Compliance Saprolite/PWR 12/3/2012
MW-24D Compliance Saprolite/PWR 4/1/2013
MW-24D Compliance Saprolite/PWR 8/7/2013
MW-24D Compliance Saprolite/PWR 12/9/2013
MW-24D Compliance Saprolite/PWR 4/1/2014
MW-24D Compliance Saprolite/PWR 8/4/2014
MW-24DR Compliance Bedrock 4/5/2011
MW-24DR Compliance Bedrock 8/1/2011
MW-24DR Compliance Bedrock 12/5/2011
MW-24DR Compliance Bedrock 4/2/2012
MW-24DR Compliance Bedrock 8/14/2012
MW-24DR Compliance Bedrock 12/3/2012
MW-24DR Compliance Bedrock 4/1/2013
MW-24DR Compliance Bedrock 8/7/2013
MW-24DR Compliance Bedrock 12/9/2013
MW-24DR Compliance Bedrock 4/1/2014
MW-24DR Compliance Bedrock 8/4/2014
MW-25DR Compliance PWR/Bedrock 4/5/2011
MW-25DR Compliance PWR/Bedrock 8/1/2011
MW-25DR Compliance PWR/Bedrock 12/5/2011
MW-25DR Compliance PWR/Bedrock 4/2/2012
MW-25DR Compliance PWR/Bedrock 8/14/2012
MW-25DR Compliance PWR/Bedrock 12/3/2012
MW-25DR Compliance PWR/Bedrock 4/2/2013
MW-25DR Compliance PWR/Bedrock 8/8/2013
MW-25DR Compliance PWR/Bedrock 12/10/2013
Beryllium Chloride
µg/L mg/L
4*250
N/A 300
Dissolved Total Total Dissolved Total Dissolved Total Dissolved Total Total Dissolved Total Dissolved Total Dissolved Total
N/A 58 N/A N/A 509 N/A <0.5 N/A 23.1 13 N/A <1 N/A N/A N/A <0.002
BoronBarium Cadmium Calcium Chromium Cobalt Copper
µg/L µg/L µg/L mg/L µg/L µg/L mg/L
700 700 2 NE 10 1*1
200.7 200.7 200.8 200.7 200.7 200.8 200.7
N/A 38 N/A N/A <50 N/A <1 N/A N/A 2.7 N/A <5 N/A N/A N/A <0.005
N/A 41 N/A N/A <50 N/A <1 N/A N/A 2.8 N/A <5 N/A N/A N/A <0.005
N/A 35 N/A N/A <50 N/A <1 N/A N/A 2.6 N/A <5 N/A N/A N/A <0.005
N/A 35 N/A N/A <50 N/A <1 N/A N/A 2.8 N/A <5 N/A N/A N/A <0.005
N/A 36 N/A N/A <50 N/A <1 N/A N/A 2.5 N/A <5 N/A N/A N/A <0.005
N/A 37 N/A N/A <50 N/A <1 N/A 25.8 2.5 N/A <5 N/A N/A N/A <0.005
N/A 36 N/A N/A <50 N/A <1 N/A 25.7 2.5 N/A <5 N/A N/A N/A <0.005
N/A 39 N/A N/A <50 N/A <1 N/A 28.1 2.7 N/A <5 N/A N/A N/A <0.005
N/A 36 N/A N/A <50 N/A <1 N/A 26.9 3 N/A <5 N/A N/A N/A <0.005
N/A 42 N/A N/A <50 N/A <1 N/A 32.1 3.1 N/A <5 N/A N/A N/A <0.005
N/A 46 N/A N/A <50 N/A <1 N/A 34.6 3.2 N/A <5 N/A N/A N/A <0.005
N/A 30 N/A N/A <50 N/A <1 N/A N/A 3.7 N/A <5 N/A N/A N/A 0.005
N/A 22 N/A N/A <50 N/A <1 N/A N/A 3.8 N/A <5 N/A N/A N/A <0.005
N/A 19 N/A N/A <50 N/A <1 N/A N/A 3.5 N/A <5 N/A N/A N/A <0.005
N/A 20 N/A N/A <50 N/A <1 N/A N/A 4.1 N/A <5 N/A N/A N/A <0.005
N/A 20 N/A N/A <50 N/A <1 N/A N/A 3.8 N/A <5 N/A N/A N/A <0.005
N/A 20 N/A N/A <50 N/A <1 N/A 1.61 4 N/A <5 N/A N/A N/A <0.005
N/A 19 N/A N/A <50 N/A <1 N/A 1.5 3.8 N/A <5 N/A N/A N/A <0.005
N/A 20 N/A N/A <50 N/A <1 N/A 1.61 4.1 N/A <5 N/A N/A N/A <0.005
N/A 20 N/A N/A <50 N/A <1 N/A 1.69 4.2 N/A <5 N/A N/A N/A <0.005
N/A 20 N/A N/A <50 N/A <1 N/A 1.61 4.1 N/A <5 N/A N/A N/A <0.005
N/A 20 N/A N/A <50 N/A <1 N/A 1.69 4 N/A <5 N/A N/A N/A <0.005
N/A <5 N/A N/A <50 N/A <1 N/A N/A 1.4 N/A <5 N/A N/A N/A <0.005
N/A <5 N/A N/A <50 N/A <1 N/A N/A 1.4 N/A <5 N/A N/A N/A <0.005
N/A <5 N/A N/A <50 N/A <1 N/A N/A 1.3 N/A <5 N/A N/A N/A <0.005
N/A <5 N/A N/A <50 N/A <1 N/A N/A 1.5 N/A <5 N/A N/A N/A <0.005
N/A <5 N/A N/A <50 N/A <1 N/A N/A 1.4 N/A <5 N/A N/A N/A <0.005
N/A <5 N/A N/A <50 N/A <1 N/A 15 1.3 N/A <5 N/A N/A N/A <0.005
N/A <5 N/A N/A <50 N/A <1 N/A 14.8 1.3 N/A <5 N/A N/A N/A <0.005
N/A <5 N/A N/A <50 N/A <1 N/A 15.4 1.6 N/A <5 N/A N/A N/A <0.005
N/A <5 N/A N/A <50 N/A <1 N/A 16.5 1.4 N/A <5 N/A N/A N/A <0.005
N/A <5 N/A N/A <50 N/A <1 N/A 16.2 1.3 N/A <5 N/A N/A N/A <0.005
N/A <5 N/A N/A <50 N/A <1 N/A 15.6 1.4 N/A <5 N/A N/A N/A <0.005
N/A 34 N/A N/A <50 N/A <1 N/A N/A 2.5 N/A 45 N/A N/A N/A 0.226
N/A <5 N/A N/A <50 N/A <1 N/A N/A 2.1 N/A <5 N/A N/A N/A 0.01
N/A <5 N/A N/A <50 N/A <1 N/A N/A 1.7 N/A <5 N/A N/A N/A 0.013
N/A <5 N/A N/A <50 N/A <1 N/A N/A 2 N/A <5 N/A N/A N/A 0.023
N/A <5 N/A N/A <50 N/A <1 N/A N/A 1.8 N/A <5 N/A N/A N/A 0.009
N/A <5 N/A N/A <50 N/A <1 N/A 19.4 1.6 N/A <5 N/A N/A N/A <0.005
N/A <5 N/A N/A <50 N/A <1 N/A 13.5 1.9 N/A <5 N/A N/A N/A 0.01
N/A <5 N/A N/A <50 N/A <1 N/A 10.1 2.5 N/A <5 N/A N/A N/A 0.009
N/A <5 N/A N/A <50 N/A <1 N/A 11.3 2.3 N/A <5 N/A N/A N/A 0.006
Tables - Page 14
Table 4 - Groundwater Analytical Results
Analytical Method
Well Name Well Type Hydrostratigraphic Unit Sample Collection
Date
CLMW-1 Voluntary Saprolite/PWR 8/25/2008
Analytical Parameter
Units
15A NCAC 02L .0202(g) Groundwater Quality Standard
MW-25DR Compliance PWR/Bedrock 4/1/2014
MW-25DR Compliance PWR/Bedrock 8/4/2014
MW-2D Voluntary Bedrock 8/25/2008
MW-2D Voluntary Bedrock 2/10/2009
MW-2D Voluntary Bedrock 8/4/2009
MW-2D Voluntary Bedrock 2/24/2010
MW-2D Voluntary Bedrock 8/3/2010
MW-4D Voluntary Bedrock 8/25/2008
MW-4D Voluntary Bedrock 2/9/2009
MW-4D Voluntary Bedrock 8/3/2009
MW-4D Voluntary Bedrock 2/23/2010
MW-4D Voluntary Bedrock 8/2/2010
MW-8D Voluntary Bedrock 8/2/2010
MW-8D Voluntary Bedrock 8/25/2008
MW-8D Voluntary Bedrock 2/9/2009
MW-8D Voluntary Bedrock 8/3/2009
MW-8D Voluntary Bedrock 2/23/2010
MW-8D Voluntary Bedrock 8/2/2010
MW-8S Voluntary Alluvium/Saprolite 8/25/2008
MW-8S Voluntary Alluvium/Saprolite 2/9/2009
MW-8S Voluntary Alluvium/Saprolite 8/3/2009
MW-8S Voluntary Alluvium/Saprolite 2/23/2010
MW-8S Voluntary Alluvium/Saprolite 8/2/2010
MW-8S Voluntary Alluvium/Saprolite 4/5/2011
MW-8S Voluntary Alluvium/Saprolite 8/1/2011
MW-8S Voluntary Alluvium/Saprolite 12/5/2011
Beryllium Chloride
µg/L mg/L
4*250
N/A 300
Dissolved Total Total Dissolved Total Dissolved Total Dissolved Total Total Dissolved Total Dissolved Total Dissolved Total
N/A 58 N/A N/A 509 N/A <0.5 N/A 23.1 13 N/A <1 N/A N/A N/A <0.002
BoronBarium Cadmium Calcium Chromium Cobalt Copper
µg/L µg/L µg/L mg/L µg/L µg/L mg/L
700 700 2 NE 10 1*1
200.7 200.7 200.8 200.7 200.7 200.8 200.7
N/A <5 N/A N/A <50 N/A <1 N/A 9.78 2.2 N/A <5 N/A N/A N/A 0.018
N/A <5 N/A N/A <50 N/A <1 N/A 10.8 2.2 N/A <5 N/A N/A N/A 0.013
N/A 19 N/A N/A <100 N/A <0.5 N/A 25.8 4.6 N/A 33.4 N/A N/A N/A 0.003
N/A 30 N/A N/A <100 N/A <0.5 N/A 4.62 4.9 N/A 47.5 N/A N/A N/A 0.003
N/A 25 N/A N/A <100 N/A <1 N/A 4.59 4.8 N/A 62.1 N/A N/A N/A 0.007
N/A 47.3 N/A N/A <50 N/A <1 N/A 6.64 4.8 N/A 70.7 N/A N/A N/A 0.004
N/A 18.6 N/A N/A <50 N/A <1 N/A 2.15 5 N/A 35.8 N/A N/A N/A 0.003
N/A 47 N/A N/A <100 N/A <0.5 N/A 37.4 5.1 N/A <1 N/A N/A N/A <0.002
N/A 17 N/A N/A <100 N/A <0.5 N/A 33.9 4.7 N/A <1 N/A N/A N/A <0.002
N/A 14 N/A N/A <100 N/A <1 N/A 33.5 4.7 N/A <1 N/A N/A N/A <0.001
N/A 11 N/A N/A <50 N/A <1 N/A 29.3 4 N/A <1 N/A N/A N/A 0.006
N/A 13.9 N/A N/A <50 N/A <1 N/A 34.3 5.7 N/A <1 N/A N/A N/A <0.001
N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
N/A 33 N/A N/A 115 N/A <0.5 N/A 10.8 8.6 N/A <1 N/A N/A N/A 0.003
N/A 28 N/A N/A 106 N/A <0.5 N/A 10.4 11 N/A <1 N/A N/A N/A <0.002
N/A 31 N/A N/A 107 N/A <1 N/A 10.8 12 N/A <1 N/A N/A N/A <0.001
N/A 30 N/A N/A 101 N/A <1 N/A 10.6 9.4 N/A <1 N/A N/A N/A <0.001
N/A 30.2 N/A N/A 96.3 N/A <1 N/A 10.8 14 N/A <1 N/A N/A N/A <0.001
N/A 42 N/A N/A 133 N/A <0.5 N/A 77.5 11 N/A <1 N/A N/A N/A <0.002
N/A 30 N/A N/A 119 N/A <0.5 N/A 66.6 11 N/A <1 N/A N/A N/A <0.002
N/A 41 N/A N/A 143 N/A <1 N/A 71.4 13 N/A <1 N/A N/A N/A <0.001
N/A 63.7 N/A N/A 107 N/A <1 N/A 68 8.1 N/A 2 N/A N/A N/A 0.001
N/A 50.7 N/A N/A 140 N/A <1 N/A 75.9 16 N/A <1 N/A N/A N/A <0.001
N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
Tables - Page 15
Table 4 - Groundwater Analytical Results
Analytical Method
Well Name Well Type Hydrostratigraphic Unit Sample Collection
Date
CLMW-1 Voluntary Saprolite/PWR 8/25/2008
CLMW-1 Voluntary Saprolite/PWR 2/9/2009
CLMW-1 Voluntary Saprolite/PWR 8/3/2009
CLMW-1 Voluntary Saprolite/PWR 2/23/2010
CLMW-1 Voluntary Saprolite/PWR 8/2/2010
CLMW-1 Voluntary Saprolite/PWR 4/5/2011
CLMW-1 Voluntary Saprolite/PWR 8/1/2011
CLMW-1 Voluntary Saprolite/PWR 12/5/2011
CLMW-2 Voluntary Saprolite/Bedrock 8/25/2008
CLMW-2 Voluntary Saprolite/Bedrock 2/9/2009
CLMW-2 Voluntary Saprolite/Bedrock 8/3/2009
CLMW-2 Voluntary Saprolite/Bedrock 2/23/2010
CLMW-2 Voluntary Saprolite/Bedrock 8/2/2010
CLMW-2 Voluntary Saprolite/Bedrock 4/5/2011
CLMW-2 Voluntary Saprolite/Bedrock 8/1/2011
CLMW-2 Voluntary Saprolite/Bedrock 12/5/2011
CLMW-3D Voluntary Saprolite 8/25/2008
CLMW-3D Voluntary Saprolite 2/9/2009
CLMW-3D Voluntary Saprolite 8/3/2009
CLMW-3D Voluntary Saprolite 2/23/2010
CLMW-3D Voluntary Saprolite 8/2/2010
CLMW-3S Voluntary Saprolite 8/25/2008
CLMW-3S Voluntary Saprolite 2/9/2009
CLMW-3S Voluntary Saprolite 8/3/2009
CLMW-3S Voluntary Saprolite 2/23/2010
CLMW-3S Voluntary Saprolite 8/2/2010
CLMW-3S Voluntary Saprolite 4/5/2011
CLMW-3S Voluntary Saprolite 8/1/2011
CLMW-3S Voluntary Saprolite 12/5/2011
CLMW-4 Voluntary Saprolite/Bedrock 8/25/2008
CLMW-4 Voluntary Saprolite/Bedrock 2/9/2009
CLMW-4 Voluntary Saprolite/Bedrock 8/3/2009
CLMW-4 Voluntary Saprolite/Bedrock 2/23/2010
CLMW-4 Voluntary Saprolite/Bedrock 8/3/2010
CLMW-4 Voluntary Saprolite/Bedrock 4/5/2011
CLMW-4 Voluntary Saprolite/Bedrock 8/1/2011
CLMW-4 Voluntary Saprolite/Bedrock 12/5/2011
CLMW-5S Voluntary Fill 8/25/2008
CLMW-5S Voluntary Fill 2/9/2009
CLMW-5S Voluntary Fill 8/3/2009
CLMW-5S Voluntary Fill 2/23/2010
CLMW-5S Voluntary Fill 8/2/2010
CLMW-6 Voluntary Saprolite 8/26/2008
Analytical Parameter
Units
15A NCAC 02L .0202(g) Groundwater Quality Standard
Nitrate as N
mg-N/L
10
300.0
Dissolved Total Dissolved Total Dissolved Total Dissolved Total Dissolved Total Dissolved Total Dissolved Total Total
N/A 242 N/A <2 N/A 1.26 N/A 190 N/A <0.05 N/A N/A N/A <2 <0.02
N/A 98 N/A <2 N/A 1.06 N/A 167 N/A <0.05 N/A N/A N/A <2 <0.02
N/A 158 N/A 1.1 N/A 1.04 N/A 176 N/A <0.05 N/A N/A N/A 1.2 <0.02
N/A 41.2 N/A <1 N/A 1.02 N/A 175 N/A <0.05 N/A N/A N/A 1.39 <0.02
N/A 134 N/A <1 N/A 1.07 N/A 185 N/A <0.05 N/A N/A N/A 1.9 <0.11
N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
N/A 19 N/A <2 N/A 0.319 N/A 36 N/A <0.05 N/A N/A N/A <2 0.21
N/A 13 N/A <2 N/A 0.285 N/A 29 N/A <0.05 N/A N/A N/A <2 0.19
N/A <10 N/A <1 N/A 0.291 N/A 29 N/A <0.05 N/A N/A N/A <1 0.21
N/A <10 N/A <1 N/A 0.281 N/A 28.5 N/A <0.05 N/A N/A N/A <1 0.18
N/A <10 N/A <1 N/A 0.33 N/A 33 N/A <0.05 N/A N/A N/A <1 0.25
N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
N/A 1030 N/A <2 N/A 2.94 N/A 36 N/A <0.05 N/A N/A N/A <2 0.16
N/A 473 N/A <2 N/A 2.64 N/A 18 N/A <0.05 N/A N/A N/A <2 0.16
N/A 292 N/A <1 N/A 2.76 N/A 15 N/A <0.05 N/A N/A N/A <1 0.14
N/A 184 N/A <1 N/A 2.8 N/A 12.4 N/A <0.05 N/A N/A N/A <1 0.14
N/A 2510 N/A 1.1 N/A 3.81 N/A 76.8 N/A <0.05 N/A N/A N/A 3.9 0.19
N/A 73 N/A <2 N/A 1.33 N/A 62 N/A <0.05 N/A N/A N/A <2 0.16
N/A 35 N/A <2 N/A 1.24 N/A 59 N/A <0.05 N/A N/A N/A <2 0.16
N/A 22 N/A <1 N/A 1.46 N/A 68 N/A <0.05 N/A N/A N/A <1 0.17
N/A 22.1 N/A <1 N/A 1.45 N/A 67.1 N/A <0.05 N/A N/A N/A <1 0.13
N/A 15.6 N/A <1 N/A 2.42 N/A 106 N/A <0.05 N/A N/A N/A <1 0.19
N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
N/A 33300 N/A <2 N/A 5.41 N/A 545 N/A <0.05 N/A N/A N/A <2 <0.02
N/A 29900 N/A <2 N/A 9.73 N/A 488 N/A <0.05 N/A N/A N/A <2 0.13
N/A 10600 N/A <1 N/A 8.5 N/A 267 N/A <0.05 N/A N/A N/A <1 0.04
N/A 23100 N/A <1 N/A 13.1 N/A 294 N/A <0.05 N/A N/A N/A <1 <0.02
N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A <0.2
N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
N/A 271 N/A <2 N/A 1.2 N/A 2490 N/A <0.05 N/A N/A N/A <2 <0.02
N/A 175 N/A <2 N/A 1.45 N/A 2980 N/A <0.05 N/A N/A N/A <2 <0.02
N/A 193 N/A 1.6 N/A 1.39 N/A 3230 N/A <0.05 N/A N/A N/A 1 <0.02
N/A 202 N/A 1.61 N/A 1.54 N/A 3530 N/A <0.05 N/A N/A N/A 1.52 <0.02
N/A 208 N/A 1.2 N/A 1.4 N/A 3440 N/A <0.05 N/A N/A N/A 1.8 <0.11
N/A 44 N/A <2 N/A 0.834 N/A 8 N/A <0.05 N/A N/A N/A <2 1.42
NickelIronLeadMagnesiumManganeseMercuryMolydenum
µg/Lµg/L µg/L mg/L µg/L µg/L µg/L
10030015NE501NE
200.8 200.7200.7 200.8 200.7 200.8 245.1
Tables - Page 16
Table 4 - Groundwater Analytical Results
Analytical Method
Well Name Well Type Hydrostratigraphic Unit Sample Collection
Date
CLMW-1 Voluntary Saprolite/PWR 8/25/2008
Analytical Parameter
Units
15A NCAC 02L .0202(g) Groundwater Quality Standard
CLMW-6 Voluntary Saprolite 2/9/2009
CLMW-6 Voluntary Saprolite 8/4/2009
MW-10D Voluntary Saprolite/PWR 8/25/2008
MW-10D Voluntary Saprolite/PWR 2/9/2009
MW-10D Voluntary Saprolite/PWR 8/3/2009
MW-10D Voluntary Saprolite/PWR 2/23/2010
MW-10D Voluntary Saprolite/PWR 8/2/2010
MW-10S Voluntary Partially Weathered Rock 8/25/2008
MW-10S Voluntary Partially Weathered Rock 2/9/2009
MW-10S Voluntary Partially Weathered Rock 8/3/2009
MW-10S Voluntary Partially Weathered Rock 2/23/2010
MW-10S Voluntary Partially Weathered Rock 8/2/2010
MW-10S Voluntary Partially Weathered Rock 4/5/2011
MW-10S Voluntary Partially Weathered Rock 8/1/2011
MW-10S Voluntary Partially Weathered Rock 12/5/2011
MW-11D Voluntary PWR/Bedrock 8/26/2008
MW-11D Voluntary PWR/Bedrock 2/10/2009
MW-11D Voluntary PWR/Bedrock 8/4/2009
MW-11D Voluntary PWR/Bedrock 2/24/2010
MW-11D Voluntary PWR/Bedrock 8/3/2010
MW-11S Voluntary Partially Weathered Rock 8/25/2008
MW-11S Voluntary Partially Weathered Rock 2/9/2009
MW-11S Voluntary Partially Weathered Rock 8/3/2009
MW-11S Voluntary Partially Weathered Rock 2/23/2010
MW-11S Voluntary Partially Weathered Rock 8/2/2010
MW-11S Voluntary Partially Weathered Rock 4/5/2011
MW-11S Voluntary Partially Weathered Rock 8/1/2011
MW-11S Voluntary Partially Weathered Rock 12/5/2011
MW-2 DA Voluntary Bedrock 4/5/2011
MW-20D Compliance Bedrock 4/28/2011
MW-20D Compliance Bedrock 8/1/2011
MW-20D Compliance Bedrock 12/5/2011
MW-20D Compliance Bedrock 4/2/2012
MW-20D Compliance Bedrock 8/14/2012
MW-20D Compliance Bedrock 12/3/2012
MW-20D Compliance Bedrock 4/1/2013
MW-20D Compliance Bedrock 8/7/2013
MW-20D Compliance Bedrock 12/10/2013
MW-20D Compliance Bedrock 4/1/2014
MW-20D Compliance Bedrock 8/4/2014
MW-20DR Compliance Bedrock 4/28/2011
MW-20DR Compliance Bedrock 8/1/2011
Nitrate as N
mg-N/L
10
300.0
Dissolved Total Dissolved Total Dissolved Total Dissolved Total Dissolved Total Dissolved Total Dissolved Total Total
N/A 242 N/A <2 N/A 1.26 N/A 190 N/A <0.05 N/A N/A N/A <2 <0.02
NickelIronLeadMagnesiumManganeseMercuryMolydenum
µg/Lµg/L µg/L mg/L µg/L µg/L µg/L
10030015NE501NE
200.8 200.7200.7 200.8 200.7 200.8 245.1
N/A 37 N/A <2 N/A 0.745 N/A 8 N/A <0.05 N/A N/A N/A <2 1.34
N/A 26 N/A <1 N/A 0.78 N/A 8 N/A <0.05 N/A N/A N/A <1 1.41
N/A 1510 N/A <2 N/A 3.84 N/A 272 N/A <0.05 N/A N/A N/A 8.92 1.26
N/A 1370 N/A <2 N/A 3.16 N/A 165 N/A <0.05 N/A N/A N/A 6.01 1.14
N/A 1110 N/A <1 N/A 3.22 N/A 161 N/A <0.05 N/A N/A N/A 5.5 1.21
N/A 1930 N/A <1 N/A 3.5 N/A 167 N/A <0.05 N/A N/A N/A 5.96 0.91
N/A 850 N/A <1 N/A 3.16 N/A 110 N/A <0.05 N/A N/A N/A 3.9 0.95
N/A 5620 N/A 3.09 N/A 10 N/A 193 N/A 0.152 N/A N/A N/A 5.22 1.66
N/A 761 N/A <2 N/A 9.17 N/A 139 N/A 0.213 N/A N/A N/A 2.58 2.05
N/A 1650 N/A 1.5 N/A 13.5 N/A 174 N/A 0.176 N/A N/A N/A 2.7 2.15
N/A 639 N/A <1 N/A 17.9 N/A 164 N/A 0.066 N/A N/A N/A 3.02 2.6
N/A 391 N/A <1 N/A 10.5 N/A 168 N/A <0.05 N/A N/A N/A 2.5 1.2
N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
N/A 2790 N/A <2 N/A 3.3 N/A 30 N/A N/A N/A N/A N/A 3.82 N/A
N/A 1190 N/A <2 N/A 3.11 N/A 30 N/A N/A N/A N/A N/A 2.46 N/A
N/A 663 N/A <1 N/A 3.2 N/A 21 N/A N/A N/A N/A N/A 1.6 0.06
N/A 254 N/A <1 N/A 3.15 N/A 11.7 N/A N/A N/A N/A N/A 1.63 <0.02
N/A 369 N/A <1 N/A 0.936 N/A <5 N/A N/A N/A N/A N/A 1.8 0.43
N/A 442 N/A <2 N/A 1.53 N/A 441 N/A 0.054 N/A N/A N/A <2 0.12
N/A 845 N/A <2 N/A 1.79 N/A 709 N/A <0.05 N/A N/A N/A 2.15 0.11
N/A 1680 N/A 2 N/A 2.21 N/A 736 N/A <0.05 N/A N/A N/A 2.3 0.14
N/A 676 N/A <1 N/A 2.22 N/A 859 N/A <0.05 N/A N/A N/A 1.55 0.32
N/A 570 N/A <1 N/A 1.87 N/A 769 N/A <0.05 N/A N/A N/A 1.3 0.11
N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
N/A 352 N/A <1 N/A N/A N/A 400 N/A <0.05 N/A N/A N/A <5 <0.1
N/A 4970 N/A <1 N/A N/A N/A 459 N/A <0.05 N/A N/A N/A <5 <0.023
N/A 5070 N/A <1 N/A N/A N/A 516 N/A <0.05 N/A N/A N/A <5 <0.023
N/A 8620 N/A 4.46 N/A N/A N/A 549 N/A <0.05 N/A N/A N/A <5 <0.023
N/A 3950 N/A <1 N/A N/A N/A 478 N/A <0.05 N/A N/A N/A <5 <0.02
N/A 4050 N/A <1 N/A N/A N/A 496 N/A <0.05 N/A N/A N/A <5 <0.023
N/A 3470 N/A <1 N/A 9.07 N/A 591 N/A <0.05 N/A N/A N/A <5 <0.023
N/A 3890 N/A <1 N/A 8.93 N/A 649 N/A <0.05 N/A N/A N/A <5 <0.023
N/A 4500 N/A <1 N/A 9.38 N/A 584 N/A <0.05 N/A N/A N/A <5 <0.023
N/A 4560 N/A <1 N/A 9.29 N/A 561 N/A <0.05 N/A N/A N/A <5 <0.023
N/A 4380 N/A <1 N/A 8.9 N/A 514 N/A <0.05 N/A N/A N/A <5 <0.023
N/A 3710 N/A <1 N/A 8.19 N/A 462 N/A <0.05 N/A <1 N/A <5 <0.023
N/A 193 N/A <1 N/A N/A N/A 683 N/A <0.05 N/A N/A N/A <5 <0.023
N/A 244 N/A <1 N/A N/A N/A 704 N/A <0.05 N/A N/A N/A <5 <0.023
Tables - Page 17
Table 4 - Groundwater Analytical Results
Analytical Method
Well Name Well Type Hydrostratigraphic Unit Sample Collection
Date
CLMW-1 Voluntary Saprolite/PWR 8/25/2008
Analytical Parameter
Units
15A NCAC 02L .0202(g) Groundwater Quality Standard
MW-20DR Compliance Bedrock 12/5/2011
MW-20DR Compliance Bedrock 4/2/2012
MW-20DR Compliance Bedrock 8/14/2012
MW-20DR Compliance Bedrock 12/3/2012
MW-20DR Compliance Bedrock 4/1/2013
MW-20DR Compliance Bedrock 8/7/2013
MW-20DR Compliance Bedrock 12/10/2013
MW-20DR Compliance Bedrock 4/1/2014
MW-20DR Compliance Bedrock 8/4/2014
MW-21D Compliance Saprolite/PWR 4/5/2011
MW-21D Compliance Saprolite/PWR 8/1/2011
MW-21D Compliance Saprolite/PWR 12/5/2011
MW-21D Compliance Saprolite/PWR 4/2/2012
MW-21D Compliance Saprolite/PWR 8/14/2012
MW-21D Compliance Saprolite/PWR 12/3/2012
MW-21D Compliance Saprolite/PWR 4/1/2013
MW-21D Compliance Saprolite/PWR 8/7/2013
MW-21D Compliance Saprolite/PWR 12/10/2013
MW-21D Compliance Saprolite/PWR 4/1/2014
MW-21D Compliance Saprolite/PWR 8/4/2014
MW-22DR Compliance Bedrock 4/5/2011
MW-22DR Compliance Bedrock 8/1/2011
MW-22DR Compliance Bedrock 12/5/2011
MW-22DR Compliance Bedrock 4/2/2012
MW-22DR Compliance Bedrock 8/14/2012
MW-22DR Compliance Bedrock 12/3/2012
MW-22DR Compliance Bedrock 4/1/2013
MW-22DR Compliance Bedrock 8/8/2013
MW-22DR Compliance Bedrock 12/9/2013
MW-22DR Compliance Bedrock 4/1/2014
MW-22DR Compliance Bedrock 8/4/2014
MW-23D Compliance Saprolite/Bedrock 4/5/2011
MW-23D Compliance Saprolite/Bedrock 8/1/2011
MW-23D Compliance Saprolite/Bedrock 12/5/2011
MW-23D Compliance Saprolite/Bedrock 4/2/2012
MW-23D Compliance Saprolite/Bedrock 8/14/2012
MW-23D Compliance Saprolite/Bedrock 12/3/2012
MW-23D Compliance Saprolite/Bedrock 4/2/2013
MW-23D Compliance Saprolite/Bedrock 8/7/2013
MW-23D Compliance Saprolite/Bedrock 12/9/2013
MW-23D Compliance Saprolite/Bedrock 4/1/2014
MW-23D Compliance Saprolite/Bedrock 8/4/2014
Nitrate as N
mg-N/L
10
300.0
Dissolved Total Dissolved Total Dissolved Total Dissolved Total Dissolved Total Dissolved Total Dissolved Total Total
N/A 242 N/A <2 N/A 1.26 N/A 190 N/A <0.05 N/A N/A N/A <2 <0.02
NickelIronLeadMagnesiumManganeseMercuryMolydenum
µg/Lµg/L µg/L mg/L µg/L µg/L µg/L
10030015NE501NE
200.8 200.7200.7 200.8 200.7 200.8 245.1
N/A 226 N/A <1 N/A N/A N/A 632 N/A <0.05 N/A N/A N/A <5 <0.023
N/A 232 N/A <1 N/A N/A N/A 620 N/A <0.05 N/A N/A N/A <5 <0.02
N/A 330 N/A <1 N/A N/A N/A 634 N/A <0.05 N/A N/A N/A <5 <0.023
N/A 285 N/A <1 N/A 8.51 N/A 610 N/A <0.05 N/A N/A N/A <5 <0.023
N/A 266 N/A <1 N/A 8.39 N/A 600 N/A <0.05 N/A N/A N/A <5 <0.023
N/A 262 N/A <1 N/A 8.81 N/A 617 N/A <0.05 N/A N/A N/A <5 <0.023
N/A 267 N/A <1 N/A 8.81 N/A 629 N/A <0.05 N/A N/A N/A <5 <0.023
N/A 270 N/A <1 N/A 8.74 N/A 623 N/A <0.05 N/A N/A N/A <5 <0.023
N/A 247 N/A <1 N/A 8.96 N/A 633 N/A <0.05 N/A <1 N/A <5 <0.023
N/A 125 N/A <1 N/A N/A N/A 84 N/A <0.05 N/A N/A N/A 7 1.5
N/A 76 N/A <1 N/A N/A N/A 57 N/A <0.05 N/A N/A N/A 5 1.4
N/A 89 N/A <1 N/A N/A N/A 34 N/A <0.05 N/A N/A N/A <5 1.4
N/A 31 N/A <1 N/A N/A N/A 22 N/A <0.05 N/A N/A N/A <5 1.4
N/A 36 N/A <1 N/A N/A N/A 23 N/A <0.05 N/A N/A N/A <5 1.3
N/A 50 N/A <1 N/A 1.34 N/A 20 N/A <0.05 N/A N/A N/A <5 1.3
N/A 75 N/A <1 N/A 1.36 N/A 16 N/A <0.05 N/A N/A N/A <5 1.2
N/A 238 N/A <1 N/A 1.43 N/A 13 N/A <0.05 N/A N/A N/A <5 0.95
N/A 139 N/A <1 N/A 1.41 N/A 14 N/A <0.05 N/A N/A N/A <5 1.2
N/A 132 N/A <1 N/A 1.41 N/A 11 N/A <0.05 N/A N/A N/A <5 1.2
N/A 158 N/A <1 N/A 1.35 N/A 11 N/A <0.05 N/A <1 N/A <5 1.2
N/A 9890 N/A 1.71 N/A N/A N/A 148 N/A <0.05 N/A N/A N/A <5 <0.02
N/A 8510 N/A <1 N/A N/A N/A 114 N/A <0.05 N/A N/A N/A <5 <0.023
N/A 6880 N/A <1 N/A N/A N/A 93 N/A <0.05 N/A N/A N/A <5 <0.023
N/A 5280 N/A <1 N/A N/A N/A 127 N/A <0.05 N/A N/A N/A <5 0.25
N/A 6490 N/A <1 N/A N/A N/A 90 N/A <0.05 N/A N/A N/A <5 0.02
N/A 6220 N/A <1 N/A 2.14 N/A 82 N/A <0.05 N/A N/A N/A <5 <0.023
N/A 4690 N/A <1 N/A 2.07 N/A 85 N/A <0.05 N/A N/A N/A <5 0.1
N/A 3710 N/A <1 N/A 1.88 N/A 134 N/A <0.05 N/A N/A N/A <5 0.33
N/A 6100 N/A <1 N/A 2.32 N/A 82 N/A <0.05 N/A N/A N/A <5 <0.023
N/A 3220 N/A <1 N/A 1.88 N/A 113 N/A <0.05 N/A N/A N/A 8 0.45
N/A 5190 N/A <1 N/A 2.13 N/A 89 N/A <0.05 N/A <1 N/A <5 0.34
N/A 349 N/A <1 N/A N/A N/A 410 N/A <0.05 N/A N/A N/A <5 <0.02
N/A 450 N/A <1 N/A N/A N/A 483 N/A <0.05 N/A N/A N/A <5 <0.023
N/A 534 N/A <1 N/A N/A N/A 542 N/A <0.05 N/A N/A N/A <5 <0.023
N/A 650 N/A <1 N/A N/A N/A 604 N/A <0.05 N/A N/A N/A 6 <0.02
N/A 774 N/A <1 N/A N/A N/A 610 N/A <0.05 N/A N/A N/A 6 <0.023
N/A 945 N/A <1 N/A 22.8 N/A 750 N/A <0.05 N/A N/A N/A 8 <0.023
N/A 746 N/A <1 N/A 22 N/A 672 N/A <0.05 N/A N/A N/A 6 <0.023
N/A 830 N/A <1 N/A 22.5 N/A 666 N/A <0.05 N/A N/A N/A 6 <0.023
N/A 1000 N/A <1 N/A 23.6 N/A 759 N/A <0.05 N/A N/A N/A 7 <0.023
N/A 1130 N/A <1 N/A 22.5 N/A 693 N/A <0.05 N/A N/A N/A 10 <0.023
N/A 1100 N/A <1 N/A 21.1 N/A 678 N/A <0.05 N/A 2.47 N/A 7 <0.023
Tables - Page 18
Table 4 - Groundwater Analytical Results
Analytical Method
Well Name Well Type Hydrostratigraphic Unit Sample Collection
Date
CLMW-1 Voluntary Saprolite/PWR 8/25/2008
Analytical Parameter
Units
15A NCAC 02L .0202(g) Groundwater Quality Standard
MW-23DR Compliance Bedrock 4/5/2011
MW-23DR Compliance Bedrock 8/1/2011
MW-23DR Compliance Bedrock 12/5/2011
MW-23DR Compliance Bedrock 4/2/2012
MW-23DR Compliance Bedrock 8/14/2012
MW-23DR Compliance Bedrock 12/3/2012
MW-23DR Compliance Bedrock 4/2/2013
MW-23DR Compliance Bedrock 8/7/2013
MW-23DR Compliance Bedrock 12/9/2013
MW-23DR Compliance Bedrock 4/1/2014
MW-23DR Compliance Bedrock 8/4/2014
MW-24D Compliance Saprolite/PWR 4/5/2011
MW-24D Compliance Saprolite/PWR 8/1/2011
MW-24D Compliance Saprolite/PWR 12/5/2011
MW-24D Compliance Saprolite/PWR 4/2/2012
MW-24D Compliance Saprolite/PWR 8/14/2012
MW-24D Compliance Saprolite/PWR 12/3/2012
MW-24D Compliance Saprolite/PWR 4/1/2013
MW-24D Compliance Saprolite/PWR 8/7/2013
MW-24D Compliance Saprolite/PWR 12/9/2013
MW-24D Compliance Saprolite/PWR 4/1/2014
MW-24D Compliance Saprolite/PWR 8/4/2014
MW-24DR Compliance Bedrock 4/5/2011
MW-24DR Compliance Bedrock 8/1/2011
MW-24DR Compliance Bedrock 12/5/2011
MW-24DR Compliance Bedrock 4/2/2012
MW-24DR Compliance Bedrock 8/14/2012
MW-24DR Compliance Bedrock 12/3/2012
MW-24DR Compliance Bedrock 4/1/2013
MW-24DR Compliance Bedrock 8/7/2013
MW-24DR Compliance Bedrock 12/9/2013
MW-24DR Compliance Bedrock 4/1/2014
MW-24DR Compliance Bedrock 8/4/2014
MW-25DR Compliance PWR/Bedrock 4/5/2011
MW-25DR Compliance PWR/Bedrock 8/1/2011
MW-25DR Compliance PWR/Bedrock 12/5/2011
MW-25DR Compliance PWR/Bedrock 4/2/2012
MW-25DR Compliance PWR/Bedrock 8/14/2012
MW-25DR Compliance PWR/Bedrock 12/3/2012
MW-25DR Compliance PWR/Bedrock 4/2/2013
MW-25DR Compliance PWR/Bedrock 8/8/2013
MW-25DR Compliance PWR/Bedrock 12/10/2013
Nitrate as N
mg-N/L
10
300.0
Dissolved Total Dissolved Total Dissolved Total Dissolved Total Dissolved Total Dissolved Total Dissolved Total Total
N/A 242 N/A <2 N/A 1.26 N/A 190 N/A <0.05 N/A N/A N/A <2 <0.02
NickelIronLeadMagnesiumManganeseMercuryMolydenum
µg/Lµg/L µg/L mg/L µg/L µg/L µg/L
10030015NE501NE
200.8 200.7200.7 200.8 200.7 200.8 245.1
N/A 1240 N/A <1 N/A N/A N/A 51 N/A <0.05 N/A N/A N/A <5 <0.02
N/A 1010 N/A <1 N/A N/A N/A 51 N/A <0.05 N/A N/A N/A <5 <0.023
N/A 847 N/A <1 N/A N/A N/A 44 N/A <0.05 N/A N/A N/A <5 <0.023
N/A 828 N/A <1 N/A N/A N/A 43 N/A <0.05 N/A N/A N/A <5 <0.02
N/A 850 N/A <1 N/A N/A N/A 45 N/A <0.05 N/A N/A N/A <5 <0.023
N/A 861 N/A <1 N/A 4.16 N/A 44 N/A <0.05 N/A N/A N/A <5 <0.023
N/A 871 N/A <1 N/A 4.14 N/A 44 N/A <0.05 N/A N/A N/A <5 <0.023
N/A 960 N/A <1 N/A 4.59 N/A 48 N/A <0.05 N/A N/A N/A <5 <0.023
N/A 828 N/A <1 N/A 4.29 N/A 45 N/A <0.05 N/A N/A N/A <5 <0.023
N/A 905 N/A <1 N/A 5.11 N/A 54 N/A <0.05 N/A N/A N/A <5 <0.023
N/A 907 N/A <1 N/A 5.34 N/A 54 N/A <0.05 N/A <1 N/A <5 <0.023
N/A 2170 N/A <1 N/A N/A N/A 87 N/A <0.05 N/A N/A N/A <5 2.1
N/A 383 N/A <1 N/A N/A N/A 43 N/A <0.05 N/A N/A N/A <5 2.1
N/A 382 N/A <1 N/A N/A N/A 30 N/A <0.05 N/A N/A N/A <5 2.1
N/A 515 N/A <1 N/A N/A N/A 31 N/A <0.05 N/A N/A N/A <5 2.4
N/A 193 N/A <1 N/A N/A N/A 21 N/A <0.05 N/A N/A N/A <5 2.2
N/A 172 N/A <1 N/A 0.998 N/A 19 N/A <0.05 N/A N/A N/A <5 2.3
N/A 146 N/A <1 N/A 0.966 N/A 16 N/A <0.05 N/A N/A N/A <5 2.3
N/A 250 N/A <1 N/A 1.03 N/A 14 N/A <0.05 N/A N/A N/A <5 2.4
N/A 140 N/A <1 N/A 1.05 N/A 13 N/A <0.05 N/A N/A N/A <5 2.4
N/A 137 N/A <1 N/A 1 N/A 11 N/A <0.05 N/A N/A N/A <5 2.4
N/A 74 N/A <1 N/A 1.01 N/A 8 N/A <0.05 N/A <1 N/A <5 2.4
N/A 963 N/A <1 N/A N/A N/A 61 N/A <0.05 N/A N/A N/A <5 <0.02
N/A 1130 N/A <1 N/A N/A N/A 61 N/A <0.05 N/A N/A N/A <5 <0.023
N/A 962 N/A <1 N/A N/A N/A 54 N/A <0.05 N/A N/A N/A <5 <0.023
N/A 1170 N/A <1 N/A N/A N/A 54 N/A <0.05 N/A N/A N/A <5 <0.02
N/A 1710 N/A <1 N/A N/A N/A 57 N/A <0.05 N/A N/A N/A <5 <0.023
N/A 1030 N/A <1 N/A 1.69 N/A 54 N/A <0.05 N/A N/A N/A <5 <0.023
N/A 1290 N/A <1 N/A 1.68 N/A 54 N/A <0.05 N/A N/A N/A <5 <0.023
N/A 1300 N/A <1 N/A 1.79 N/A 56 N/A <0.05 N/A N/A N/A <5 <0.023
N/A 1360 N/A <1 N/A 1.83 N/A 58 N/A <0.05 N/A N/A N/A <5 <0.023
N/A 952 N/A <1 N/A 1.82 N/A 56 N/A <0.05 N/A N/A N/A <5 <0.023
N/A 934 N/A <1 N/A 1.73 N/A 55 N/A <0.05 N/A <1 N/A <5 <0.023
N/A 6610 N/A 12.6 N/A N/A N/A 213 N/A <0.05 N/A N/A N/A 19 <0.02
N/A 504 N/A <1 N/A N/A N/A 15 N/A <0.05 N/A N/A N/A <5 <0.023
N/A 409 N/A 1.01 N/A N/A N/A 24 N/A <0.05 N/A N/A N/A <5 <0.023
N/A 580 N/A 1.3 N/A N/A N/A 36 N/A <0.05 N/A N/A N/A <5 <0.02
N/A 284 N/A <1 N/A N/A N/A 22 N/A <0.05 N/A N/A N/A <5 <0.023
N/A 97 N/A <1 N/A 1.67 N/A 25 N/A <0.05 N/A N/A N/A <5 <0.023
N/A 204 N/A <1 N/A 1.48 N/A 21 N/A <0.05 N/A N/A N/A <5 <0.023
N/A 177 N/A <1 N/A 1.3 N/A 18 N/A <0.05 N/A N/A N/A <5 <0.023
N/A 100 N/A <1 N/A 1.37 N/A 18 N/A <0.05 N/A N/A N/A <5 <0.023
Tables - Page 19
Table 4 - Groundwater Analytical Results
Analytical Method
Well Name Well Type Hydrostratigraphic Unit Sample Collection
Date
CLMW-1 Voluntary Saprolite/PWR 8/25/2008
Analytical Parameter
Units
15A NCAC 02L .0202(g) Groundwater Quality Standard
MW-25DR Compliance PWR/Bedrock 4/1/2014
MW-25DR Compliance PWR/Bedrock 8/4/2014
MW-2D Voluntary Bedrock 8/25/2008
MW-2D Voluntary Bedrock 2/10/2009
MW-2D Voluntary Bedrock 8/4/2009
MW-2D Voluntary Bedrock 2/24/2010
MW-2D Voluntary Bedrock 8/3/2010
MW-4D Voluntary Bedrock 8/25/2008
MW-4D Voluntary Bedrock 2/9/2009
MW-4D Voluntary Bedrock 8/3/2009
MW-4D Voluntary Bedrock 2/23/2010
MW-4D Voluntary Bedrock 8/2/2010
MW-8D Voluntary Bedrock 8/2/2010
MW-8D Voluntary Bedrock 8/25/2008
MW-8D Voluntary Bedrock 2/9/2009
MW-8D Voluntary Bedrock 8/3/2009
MW-8D Voluntary Bedrock 2/23/2010
MW-8D Voluntary Bedrock 8/2/2010
MW-8S Voluntary Alluvium/Saprolite 8/25/2008
MW-8S Voluntary Alluvium/Saprolite 2/9/2009
MW-8S Voluntary Alluvium/Saprolite 8/3/2009
MW-8S Voluntary Alluvium/Saprolite 2/23/2010
MW-8S Voluntary Alluvium/Saprolite 8/2/2010
MW-8S Voluntary Alluvium/Saprolite 4/5/2011
MW-8S Voluntary Alluvium/Saprolite 8/1/2011
MW-8S Voluntary Alluvium/Saprolite 12/5/2011
Nitrate as N
mg-N/L
10
300.0
Dissolved Total Dissolved Total Dissolved Total Dissolved Total Dissolved Total Dissolved Total Dissolved Total Total
N/A 242 N/A <2 N/A 1.26 N/A 190 N/A <0.05 N/A N/A N/A <2 <0.02
NickelIronLeadMagnesiumManganeseMercuryMolydenum
µg/Lµg/L µg/L mg/L µg/L µg/L µg/L
10030015NE501NE
200.8 200.7200.7 200.8 200.7 200.8 245.1
N/A 429 N/A <1 N/A 1.28 N/A 20 N/A <0.05 N/A N/A N/A <5 <0.023
N/A 347 N/A <1 N/A 1.33 N/A 19 N/A <0.05 N/A 1.8 N/A <5 <0.023
N/A 96 N/A <2 N/A 2.13 N/A 37 N/A <0.05 N/A N/A N/A <2 <0.02
N/A 129 N/A <2 N/A 0.264 N/A 6 N/A <0.05 N/A N/A N/A <2 <0.02
N/A 96 N/A <1 N/A 0.107 N/A 11 N/A <0.05 N/A N/A N/A <1 <0.02
N/A 16.2 N/A <1 N/A 0.217 N/A <5 N/A <0.05 N/A N/A N/A <1 0.08
N/A 15.8 N/A <1 N/A 0.041 N/A <5 N/A <0.05 N/A N/A N/A <1 <0.2
N/A 4980 N/A <2 N/A 4.15 N/A 188 N/A <0.05 N/A N/A N/A <2 <0.02
N/A 6410 N/A <2 N/A 3.73 N/A 187 N/A <0.05 N/A N/A N/A <2 <0.02
N/A 6610 N/A <1 N/A 3.77 N/A 191 N/A <0.05 N/A N/A N/A <1 <0.02
N/A 5780 N/A <1 N/A 3.4 N/A 169 N/A <0.05 N/A N/A N/A <1 <0.02
N/A 6640 N/A <1 N/A 4.12 N/A 181 N/A <0.05 N/A N/A N/A <1 0.13
N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
N/A 24700 N/A <2 N/A 3.63 N/A 3730 N/A <0.05 N/A N/A N/A <2 <0.02
N/A 21700 N/A <2 N/A 3.21 N/A 3290 N/A <0.05 N/A N/A N/A <2 <0.02
N/A 24200 N/A <1 N/A 3.47 N/A 3590 N/A <0.05 N/A N/A N/A <1 <0.02
N/A 24300 N/A <1 N/A 3.41 N/A 3590 N/A <0.05 N/A N/A N/A <1 <0.02
N/A 24900 N/A <1 N/A 3.45 N/A 3740 N/A <0.05 N/A N/A N/A <1 0.33
N/A 3300 N/A <2 N/A 11.1 N/A 3500 N/A <0.05 N/A N/A N/A 2.47 0.05
N/A 5290 N/A <2 N/A 8.61 N/A 3160 N/A <0.05 N/A N/A N/A <2 0.03
N/A 13900 N/A <1 N/A 9.19 N/A 3270 N/A <0.05 N/A N/A N/A <1 0.07
N/A 47100 N/A 3.2 N/A 11.1 N/A 3260 N/A <0.05 N/A N/A N/A 2.74 0.03
N/A 14000 N/A <1 N/A 10.6 N/A 2810 N/A <0.05 N/A N/A N/A 1.7 0.12
N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
Tables - Page 20
Table 4 - Groundwater Analytical Results
Analytical Method
Well Name Well Type Hydrostratigraphic Unit Sample Collection
Date
CLMW-1 Voluntary Saprolite/PWR 8/25/2008
CLMW-1 Voluntary Saprolite/PWR 2/9/2009
CLMW-1 Voluntary Saprolite/PWR 8/3/2009
CLMW-1 Voluntary Saprolite/PWR 2/23/2010
CLMW-1 Voluntary Saprolite/PWR 8/2/2010
CLMW-1 Voluntary Saprolite/PWR 4/5/2011
CLMW-1 Voluntary Saprolite/PWR 8/1/2011
CLMW-1 Voluntary Saprolite/PWR 12/5/2011
CLMW-2 Voluntary Saprolite/Bedrock 8/25/2008
CLMW-2 Voluntary Saprolite/Bedrock 2/9/2009
CLMW-2 Voluntary Saprolite/Bedrock 8/3/2009
CLMW-2 Voluntary Saprolite/Bedrock 2/23/2010
CLMW-2 Voluntary Saprolite/Bedrock 8/2/2010
CLMW-2 Voluntary Saprolite/Bedrock 4/5/2011
CLMW-2 Voluntary Saprolite/Bedrock 8/1/2011
CLMW-2 Voluntary Saprolite/Bedrock 12/5/2011
CLMW-3D Voluntary Saprolite 8/25/2008
CLMW-3D Voluntary Saprolite 2/9/2009
CLMW-3D Voluntary Saprolite 8/3/2009
CLMW-3D Voluntary Saprolite 2/23/2010
CLMW-3D Voluntary Saprolite 8/2/2010
CLMW-3S Voluntary Saprolite 8/25/2008
CLMW-3S Voluntary Saprolite 2/9/2009
CLMW-3S Voluntary Saprolite 8/3/2009
CLMW-3S Voluntary Saprolite 2/23/2010
CLMW-3S Voluntary Saprolite 8/2/2010
CLMW-3S Voluntary Saprolite 4/5/2011
CLMW-3S Voluntary Saprolite 8/1/2011
CLMW-3S Voluntary Saprolite 12/5/2011
CLMW-4 Voluntary Saprolite/Bedrock 8/25/2008
CLMW-4 Voluntary Saprolite/Bedrock 2/9/2009
CLMW-4 Voluntary Saprolite/Bedrock 8/3/2009
CLMW-4 Voluntary Saprolite/Bedrock 2/23/2010
CLMW-4 Voluntary Saprolite/Bedrock 8/3/2010
CLMW-4 Voluntary Saprolite/Bedrock 4/5/2011
CLMW-4 Voluntary Saprolite/Bedrock 8/1/2011
CLMW-4 Voluntary Saprolite/Bedrock 12/5/2011
CLMW-5S Voluntary Fill 8/25/2008
CLMW-5S Voluntary Fill 2/9/2009
CLMW-5S Voluntary Fill 8/3/2009
CLMW-5S Voluntary Fill 2/23/2010
CLMW-5S Voluntary Fill 8/2/2010
CLMW-6 Voluntary Saprolite 8/26/2008
Analytical Parameter
Units
15A NCAC 02L .0202(g) Groundwater Quality Standard
Strontium Sulfate TDS TOC TOX TSS
mg/L mg/L mg/L mg/L µg/L mg/L
NE 250 500 NE NE NE
N/A 300.0 2540C 5310B N/A 2450D
Dissolved Total Dissolved Total Dissolved Total Total Total Total Dissolved Total Total Total Total Dissolved Total
N/A 7.71 N/A <2 N/A 8.38 N/A 76 180 N/A N/A 0.117 <20 N/A N/A 0.006
N/A 7.2 N/A <2 N/A 9.12 N/A 67 92 N/A N/A <0.1 80 N/A N/A <0.005
N/A 7.47 N/A <1 N/A 10.1 N/A 74 158 N/A N/A <0.1 <20 N/A N/A <0.005
N/A 7.44 N/A <1 N/A 12 N/A 75 122 N/A N/A 1.45 <100 N/A N/A <0.005
N/A 7.61 N/A <1 N/A 11.6 N/A 85 148 N/A N/A <0.1 <100 N/A N/A <0.005
N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
N/A 3 N/A <2 N/A 7.17 N/A 2.9 54 N/A N/A 0.14 <20 N/A N/A <0.005
N/A 2.17 N/A <2 N/A 7.2 N/A 3.6 60 N/A N/A 0.123 <20 N/A N/A <0.005
N/A 2.04 N/A <1 N/A 8.12 N/A 5 60 N/A N/A 0.117 20 N/A N/A <0.005
N/A 2.01 N/A <1 N/A 8.88 N/A 8 60 N/A N/A 0.147 <100 N/A N/A <0.005
N/A 1.93 N/A <1 N/A 8.72 N/A 7.6 52 N/A N/A <0.1 <100 N/A N/A <0.005
N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
N/A 4 N/A <2 N/A 9.93 N/A 39 116 N/A N/A 0.168 <20 N/A N/A 0.006
N/A 3.72 N/A <2 N/A 9.34 N/A 34 108 N/A N/A <0.1 <20 N/A N/A <0.005
N/A 3.86 N/A <1 N/A 9.54 N/A 39 124 N/A N/A 0.101 20 N/A N/A <0.005
N/A 3.97 N/A <1 N/A 9.44 N/A 38 108 N/A N/A 0.159 <100 N/A N/A <0.005
N/A 4.94 N/A <1 N/A 9.32 N/A 41 106 N/A N/A <0.1 <100 N/A N/A 0.012
N/A 4.11 N/A <2 N/A 6.41 N/A 11 60 N/A N/A 0.175 <20 N/A N/A 0.011
N/A 3.95 N/A <2 N/A 6.19 N/A 12 42 N/A N/A 0.129 <20 N/A N/A 0.008
N/A 4.24 N/A <1 N/A 7.12 N/A 12 70 N/A N/A 0.129 20 N/A N/A 0.007
N/A 4.09 N/A <1 N/A 8.43 N/A 18 64 N/A N/A 0.194 <100 N/A N/A 0.01
N/A 5.26 N/A 1.1 N/A 13 N/A 26 73 N/A N/A 0.123 <100 N/A N/A 0.015
N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
N/A 4.06 N/A <2 N/A 3.4 N/A <0.1 138 N/A N/A 2.36 <20 N/A N/A 0.005
N/A 6.37 N/A <2 N/A 4.21 N/A 26 170 N/A N/A 3.72 20 N/A N/A <0.005
N/A 8.36 N/A <1 N/A 4.03 N/A 1.2 174 N/A N/A 3.22 20 N/A N/A <0.005
N/A 7.65 N/A <1 N/A 5 N/A 100 278 N/A N/A 4.7 <100 N/A N/A <0.005
N/A N/A N/A N/A N/A N/A N/A 88 N/A N/A N/A N/A N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
N/A 2.5 N/A <2 N/A 4.98 N/A 3 46 N/A N/A 0.5 50 N/A N/A 0.008
N/A 2.41 N/A <2 N/A 4.89 N/A 3.7 38 N/A N/A 0.386 30 N/A N/A <0.005
N/A 2.55 N/A <1 N/A 5.18 N/A 3.5 50 N/A N/A 0.357 120 N/A N/A <0.005
N/A 2.72 N/A <1 N/A 5.47 N/A 4 26 N/A N/A 0.524 <100 N/A N/A 0.006
N/A 2.71 N/A <1 N/A 5.71 N/A 2.2 52 N/A N/A 0.626 <100 N/A N/A 0.011
N/A 1.57 N/A <2 N/A 3.03 N/A 0.41 36 N/A N/A 0.181 <20 N/A N/A <0.005
Potassium Selenium Sodium Thallium Zinc
mg/L µg/L mg/L µg/L mg/L
NE 20 NE 0.2*1
200.7 200.8 200.7 200.8 200.7
Tables - Page 21
Table 4 - Groundwater Analytical Results
Analytical Method
Well Name Well Type Hydrostratigraphic Unit Sample Collection
Date
CLMW-1 Voluntary Saprolite/PWR 8/25/2008
Analytical Parameter
Units
15A NCAC 02L .0202(g) Groundwater Quality Standard
CLMW-6 Voluntary Saprolite 2/9/2009
CLMW-6 Voluntary Saprolite 8/4/2009
MW-10D Voluntary Saprolite/PWR 8/25/2008
MW-10D Voluntary Saprolite/PWR 2/9/2009
MW-10D Voluntary Saprolite/PWR 8/3/2009
MW-10D Voluntary Saprolite/PWR 2/23/2010
MW-10D Voluntary Saprolite/PWR 8/2/2010
MW-10S Voluntary Partially Weathered Rock 8/25/2008
MW-10S Voluntary Partially Weathered Rock 2/9/2009
MW-10S Voluntary Partially Weathered Rock 8/3/2009
MW-10S Voluntary Partially Weathered Rock 2/23/2010
MW-10S Voluntary Partially Weathered Rock 8/2/2010
MW-10S Voluntary Partially Weathered Rock 4/5/2011
MW-10S Voluntary Partially Weathered Rock 8/1/2011
MW-10S Voluntary Partially Weathered Rock 12/5/2011
MW-11D Voluntary PWR/Bedrock 8/26/2008
MW-11D Voluntary PWR/Bedrock 2/10/2009
MW-11D Voluntary PWR/Bedrock 8/4/2009
MW-11D Voluntary PWR/Bedrock 2/24/2010
MW-11D Voluntary PWR/Bedrock 8/3/2010
MW-11S Voluntary Partially Weathered Rock 8/25/2008
MW-11S Voluntary Partially Weathered Rock 2/9/2009
MW-11S Voluntary Partially Weathered Rock 8/3/2009
MW-11S Voluntary Partially Weathered Rock 2/23/2010
MW-11S Voluntary Partially Weathered Rock 8/2/2010
MW-11S Voluntary Partially Weathered Rock 4/5/2011
MW-11S Voluntary Partially Weathered Rock 8/1/2011
MW-11S Voluntary Partially Weathered Rock 12/5/2011
MW-2 DA Voluntary Bedrock 4/5/2011
MW-20D Compliance Bedrock 4/28/2011
MW-20D Compliance Bedrock 8/1/2011
MW-20D Compliance Bedrock 12/5/2011
MW-20D Compliance Bedrock 4/2/2012
MW-20D Compliance Bedrock 8/14/2012
MW-20D Compliance Bedrock 12/3/2012
MW-20D Compliance Bedrock 4/1/2013
MW-20D Compliance Bedrock 8/7/2013
MW-20D Compliance Bedrock 12/10/2013
MW-20D Compliance Bedrock 4/1/2014
MW-20D Compliance Bedrock 8/4/2014
MW-20DR Compliance Bedrock 4/28/2011
MW-20DR Compliance Bedrock 8/1/2011
Strontium Sulfate TDS TOC TOX TSS
mg/L mg/L mg/L mg/L µg/L mg/L
NE 250 500 NE NE NE
N/A 300.0 2540C 5310B N/A 2450D
Dissolved Total Dissolved Total Dissolved Total Total Total Total Dissolved Total Total Total Total Dissolved Total
N/A 7.71 N/A <2 N/A 8.38 N/A 76 180 N/A N/A 0.117 <20 N/A N/A 0.006
Potassium Selenium Sodium Thallium Zinc
mg/L µg/L mg/L µg/L mg/L
NE 20 NE 0.2*1
200.7 200.8 200.7 200.8 200.7
N/A 1.51 N/A <2 N/A 2.9 N/A 0.36 32 N/A N/A 0.103 30 N/A N/A <0.005
N/A 1.54 N/A <1 N/A 3.04 N/A 0.44 <20 N/A N/A <0.1 150 N/A N/A <0.005
N/A 2.06 N/A <2 N/A 5.18 N/A 11 56 N/A N/A 0.458 <20 N/A N/A 0.013
N/A 1.91 N/A <2 N/A 4.61 N/A 9.4 66 N/A N/A 0.307 40 N/A N/A 0.011
N/A 2.04 N/A <1 N/A 4.73 N/A 9.6 56 N/A N/A 0.204 100 N/A N/A 0.01
N/A 3 N/A <1 N/A 5.16 N/A 11 42 N/A N/A 0.237 <100 N/A N/A 0.015
N/A 1.77 N/A <1 N/A 4.53 N/A 10 54 N/A N/A 0.196 200 N/A N/A 0.009
N/A 3.24 N/A 3.75 N/A 6 N/A 46 114 N/A N/A 0.785 <20 N/A N/A 0.026
N/A 1.87 N/A 3.92 N/A 5.8 N/A 43 128 N/A N/A 0.584 40 N/A N/A 0.01
N/A 2.12 N/A 3.8 N/A 5.94 N/A 69 168 N/A N/A 0.528 20 N/A N/A 0.012
N/A 2.04 N/A 5.74 N/A 5.58 N/A 86 156 N/A N/A 0.653 <100 N/A N/A 0.014
N/A 1.67 N/A 3.6 N/A 6.42 N/A 81 141 N/A N/A 0.506 200 N/A N/A 0.009
N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
N/A 24.3 N/A 6.79 N/A 128 N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.01
N/A 16.1 N/A 2.68 N/A 86.3 N/A N/A N/A N/A N/A N/A N/A N/A N/A <0.005
N/A 17.6 N/A 1 N/A 85.4 N/A 190 N/A N/A N/A N/A N/A N/A N/A <0.005
N/A 21.1 N/A <1 N/A 80.3 N/A 170 N/A N/A N/A N/A N/A N/A N/A <0.005
N/A 0 N/A 1.2 N/A 0 N/A 160 N/A N/A N/A N/A N/A N/A N/A <0.005
N/A 1.67 N/A <2 N/A 6.72 N/A 2.2 42 N/A N/A 0.511 30 N/A N/A <0.005
N/A 1.76 N/A <2 N/A 7.41 N/A 1.9 64 N/A N/A 0.958 100 N/A N/A <0.005
N/A 1.71 N/A <1 N/A 6.02 N/A 4.7 56 N/A N/A 0.599 <20 N/A N/A 0.006
N/A 1.39 N/A <1 N/A 6.31 N/A 12 44 N/A N/A 1.01 <100 N/A N/A <0.005
N/A 1.17 N/A <1 N/A 5.88 N/A 9.7 47 N/A N/A 0.585 <100 N/A N/A <0.005
N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
N/A N/A N/A <1 N/A N/A N/A 40 200 N/A <0.2 N/A N/A N/A N/A 0.006
N/A N/A N/A <1 N/A N/A N/A 0.15 300 N/A <0.2 N/A N/A N/A N/A <0.005
N/A N/A N/A <1 N/A N/A N/A 0.26 290 N/A <0.2 N/A N/A N/A N/A <0.005
N/A N/A N/A <1 N/A N/A N/A <0.1 280 N/A <0.2 N/A N/A N/A N/A 0.009
N/A N/A N/A <1 N/A N/A N/A 0.26 269 N/A <0.2 N/A N/A N/A N/A <0.005
N/A N/A N/A <1 N/A N/A N/A 0.19 280 N/A <0.2 N/A N/A N/A N/A <0.005
N/A 3.1 N/A <1 N/A 12.6 N/A 0.16 280 N/A <0.2 N/A N/A N/A N/A <0.005
N/A 3.01 N/A <1 N/A 12.1 N/A 0.24 280 N/A <0.2 N/A N/A N/A N/A <0.005
N/A 3.3 N/A <1 N/A 13.2 N/A 0.46 280 N/A <0.2 N/A N/A N/A N/A <0.005
N/A 3.35 N/A <1 N/A 13.1 N/A 0.57 280 N/A <0.2 N/A N/A N/A N/A 0.005
N/A 3.25 N/A <1 N/A 12.7 N/A 1.5 270 N/A <0.2 N/A N/A N/A N/A <0.005
N/A 3.17 N/A <1 N/A 12.3 0.266 7.3 230 N/A <0.2 N/A N/A N/A N/A <0.005
N/A N/A N/A <1 N/A N/A N/A <0.1 300 N/A <0.2 N/A N/A N/A N/A <0.005
N/A N/A N/A <1 N/A N/A N/A <0.1 290 N/A <0.2 N/A N/A N/A N/A <0.005
Tables - Page 22
Table 4 - Groundwater Analytical Results
Analytical Method
Well Name Well Type Hydrostratigraphic Unit Sample Collection
Date
CLMW-1 Voluntary Saprolite/PWR 8/25/2008
Analytical Parameter
Units
15A NCAC 02L .0202(g) Groundwater Quality Standard
MW-20DR Compliance Bedrock 12/5/2011
MW-20DR Compliance Bedrock 4/2/2012
MW-20DR Compliance Bedrock 8/14/2012
MW-20DR Compliance Bedrock 12/3/2012
MW-20DR Compliance Bedrock 4/1/2013
MW-20DR Compliance Bedrock 8/7/2013
MW-20DR Compliance Bedrock 12/10/2013
MW-20DR Compliance Bedrock 4/1/2014
MW-20DR Compliance Bedrock 8/4/2014
MW-21D Compliance Saprolite/PWR 4/5/2011
MW-21D Compliance Saprolite/PWR 8/1/2011
MW-21D Compliance Saprolite/PWR 12/5/2011
MW-21D Compliance Saprolite/PWR 4/2/2012
MW-21D Compliance Saprolite/PWR 8/14/2012
MW-21D Compliance Saprolite/PWR 12/3/2012
MW-21D Compliance Saprolite/PWR 4/1/2013
MW-21D Compliance Saprolite/PWR 8/7/2013
MW-21D Compliance Saprolite/PWR 12/10/2013
MW-21D Compliance Saprolite/PWR 4/1/2014
MW-21D Compliance Saprolite/PWR 8/4/2014
MW-22DR Compliance Bedrock 4/5/2011
MW-22DR Compliance Bedrock 8/1/2011
MW-22DR Compliance Bedrock 12/5/2011
MW-22DR Compliance Bedrock 4/2/2012
MW-22DR Compliance Bedrock 8/14/2012
MW-22DR Compliance Bedrock 12/3/2012
MW-22DR Compliance Bedrock 4/1/2013
MW-22DR Compliance Bedrock 8/8/2013
MW-22DR Compliance Bedrock 12/9/2013
MW-22DR Compliance Bedrock 4/1/2014
MW-22DR Compliance Bedrock 8/4/2014
MW-23D Compliance Saprolite/Bedrock 4/5/2011
MW-23D Compliance Saprolite/Bedrock 8/1/2011
MW-23D Compliance Saprolite/Bedrock 12/5/2011
MW-23D Compliance Saprolite/Bedrock 4/2/2012
MW-23D Compliance Saprolite/Bedrock 8/14/2012
MW-23D Compliance Saprolite/Bedrock 12/3/2012
MW-23D Compliance Saprolite/Bedrock 4/2/2013
MW-23D Compliance Saprolite/Bedrock 8/7/2013
MW-23D Compliance Saprolite/Bedrock 12/9/2013
MW-23D Compliance Saprolite/Bedrock 4/1/2014
MW-23D Compliance Saprolite/Bedrock 8/4/2014
Strontium Sulfate TDS TOC TOX TSS
mg/L mg/L mg/L mg/L µg/L mg/L
NE 250 500 NE NE NE
N/A 300.0 2540C 5310B N/A 2450D
Dissolved Total Dissolved Total Dissolved Total Total Total Total Dissolved Total Total Total Total Dissolved Total
N/A 7.71 N/A <2 N/A 8.38 N/A 76 180 N/A N/A 0.117 <20 N/A N/A 0.006
Potassium Selenium Sodium Thallium Zinc
mg/L µg/L mg/L µg/L mg/L
NE 20 NE 0.2*1
200.7 200.8 200.7 200.8 200.7
N/A N/A N/A <1 N/A N/A N/A <0.1 290 N/A <0.2 N/A N/A N/A N/A <0.005
N/A N/A N/A <1 N/A N/A N/A <0.1 273 N/A <0.2 N/A N/A N/A N/A <0.005
N/A N/A N/A <1 N/A N/A N/A <0.1 290 N/A <0.2 N/A N/A N/A N/A <0.005
N/A 2.89 N/A <1 N/A 12.3 N/A <0.1 290 N/A <0.2 N/A N/A N/A N/A <0.005
N/A 2.84 N/A <1 N/A 12.1 N/A <0.1 290 N/A <0.2 N/A N/A N/A N/A <0.005
N/A 2.98 N/A <1 N/A 12.8 N/A <0.1 280 N/A <0.2 N/A N/A N/A N/A <0.005
N/A 2.99 N/A <1 N/A 12.9 N/A <0.1 290 N/A <0.2 N/A N/A N/A N/A <0.005
N/A 2.93 N/A <1 N/A 12.9 N/A <0.1 290 N/A <0.2 N/A N/A N/A N/A <0.005
N/A 2.99 N/A <1 N/A 13 0.349 <0.1 290 N/A <0.2 N/A N/A N/A N/A <0.005
N/A N/A N/A <1 N/A N/A N/A 2.1 39 N/A <0.2 N/A N/A N/A N/A 0.008
N/A N/A N/A <1 N/A N/A N/A 1.9 24 N/A <0.2 N/A N/A N/A N/A 0.006
N/A N/A N/A <1 N/A N/A N/A 1.6 20 N/A <0.2 N/A N/A N/A N/A 0.007
N/A N/A N/A <1 N/A N/A N/A 1.4 27 N/A <0.2 N/A N/A N/A N/A <0.005
N/A N/A N/A <1 N/A N/A N/A 1.4 33 N/A <0.2 N/A N/A N/A N/A <0.005
N/A 1.3 N/A <1 N/A 2.59 N/A 1.5 33 N/A <0.2 N/A N/A N/A N/A <0.005
N/A 1.25 N/A <1 N/A 2.53 N/A 1.4 30 N/A <0.2 N/A N/A N/A N/A <0.005
N/A 1.33 N/A <1 N/A 2.69 N/A 1.8 61 N/A <0.2 N/A N/A N/A N/A <0.005
N/A 1.33 N/A <1 N/A 2.66 N/A 1.5 30 N/A <0.2 N/A N/A N/A N/A 0.006
N/A 1.36 N/A <1 N/A 2.69 N/A 1.6 39 N/A <0.2 N/A N/A N/A N/A <0.005
N/A 1.26 N/A <1 N/A 2.56 0.021 1.2 32 N/A <0.2 N/A N/A N/A N/A 0.005
N/A N/A N/A <1 N/A N/A N/A 12 100 N/A <0.2 N/A N/A N/A N/A 0.019
N/A N/A N/A <1 N/A N/A N/A 13 77 N/A <0.2 N/A N/A N/A N/A <0.005
N/A N/A N/A <1 N/A N/A N/A 13 72 N/A <0.2 N/A N/A N/A N/A <0.005
N/A N/A N/A <1 N/A N/A N/A 12 67 N/A <0.2 N/A N/A N/A N/A <0.005
N/A N/A N/A <1 N/A N/A N/A 13 85 N/A <0.2 N/A N/A N/A N/A <0.005
N/A 2.34 N/A <1 N/A 5.11 N/A 14 91 N/A <0.2 N/A N/A N/A N/A <0.005
N/A 2.24 N/A <1 N/A 4.79 N/A 12 80 N/A <0.2 N/A N/A N/A N/A <0.005
N/A 2.15 N/A <1 N/A 4.34 N/A 11 86 N/A <0.2 N/A N/A N/A N/A <0.005
N/A 2.4 N/A <1 N/A 5.36 N/A 14 82 N/A <0.2 N/A N/A N/A N/A <0.005
N/A 2.03 N/A <1 N/A 4.21 N/A 11 57 N/A <0.2 N/A N/A N/A N/A <0.005
N/A 2.22 N/A <1 N/A 4.8 0.037 11 68 N/A <0.2 N/A N/A N/A N/A <0.005
N/A N/A N/A <1 N/A N/A N/A 280 590 N/A <0.2 N/A N/A N/A N/A <0.005
N/A N/A N/A <1 N/A N/A N/A 300 600 N/A <0.2 N/A N/A N/A N/A <0.005
N/A N/A N/A <1 N/A N/A N/A 330 660 N/A <0.2 N/A N/A N/A N/A <0.005
N/A N/A N/A <1 N/A N/A N/A 370 709 N/A <0.2 N/A N/A N/A N/A <0.005
N/A N/A N/A <1 N/A N/A N/A 370 750 N/A <0.2 N/A N/A N/A N/A <0.005
N/A 13.8 N/A <1 N/A 16 N/A 420 790 N/A <0.2 N/A N/A N/A N/A <0.005
N/A 12.6 N/A <1 N/A 15.5 N/A 200 820 N/A <0.2 N/A N/A N/A N/A <0.005
N/A 13 N/A <1 N/A 15.7 N/A 430 820 N/A <0.2 N/A N/A N/A N/A <0.005
N/A 14.1 N/A <1 N/A 15.8 N/A 410 770 N/A <0.2 N/A N/A N/A N/A <0.005
N/A 13.1 N/A <1 N/A 15.4 N/A 390 760 N/A <0.2 N/A N/A N/A N/A <0.005
N/A 12.8 N/A <1 N/A 14.6 0.382 370 730 N/A <0.2 N/A N/A N/A N/A <0.005
Tables - Page 23
Table 4 - Groundwater Analytical Results
Analytical Method
Well Name Well Type Hydrostratigraphic Unit Sample Collection
Date
CLMW-1 Voluntary Saprolite/PWR 8/25/2008
Analytical Parameter
Units
15A NCAC 02L .0202(g) Groundwater Quality Standard
MW-23DR Compliance Bedrock 4/5/2011
MW-23DR Compliance Bedrock 8/1/2011
MW-23DR Compliance Bedrock 12/5/2011
MW-23DR Compliance Bedrock 4/2/2012
MW-23DR Compliance Bedrock 8/14/2012
MW-23DR Compliance Bedrock 12/3/2012
MW-23DR Compliance Bedrock 4/2/2013
MW-23DR Compliance Bedrock 8/7/2013
MW-23DR Compliance Bedrock 12/9/2013
MW-23DR Compliance Bedrock 4/1/2014
MW-23DR Compliance Bedrock 8/4/2014
MW-24D Compliance Saprolite/PWR 4/5/2011
MW-24D Compliance Saprolite/PWR 8/1/2011
MW-24D Compliance Saprolite/PWR 12/5/2011
MW-24D Compliance Saprolite/PWR 4/2/2012
MW-24D Compliance Saprolite/PWR 8/14/2012
MW-24D Compliance Saprolite/PWR 12/3/2012
MW-24D Compliance Saprolite/PWR 4/1/2013
MW-24D Compliance Saprolite/PWR 8/7/2013
MW-24D Compliance Saprolite/PWR 12/9/2013
MW-24D Compliance Saprolite/PWR 4/1/2014
MW-24D Compliance Saprolite/PWR 8/4/2014
MW-24DR Compliance Bedrock 4/5/2011
MW-24DR Compliance Bedrock 8/1/2011
MW-24DR Compliance Bedrock 12/5/2011
MW-24DR Compliance Bedrock 4/2/2012
MW-24DR Compliance Bedrock 8/14/2012
MW-24DR Compliance Bedrock 12/3/2012
MW-24DR Compliance Bedrock 4/1/2013
MW-24DR Compliance Bedrock 8/7/2013
MW-24DR Compliance Bedrock 12/9/2013
MW-24DR Compliance Bedrock 4/1/2014
MW-24DR Compliance Bedrock 8/4/2014
MW-25DR Compliance PWR/Bedrock 4/5/2011
MW-25DR Compliance PWR/Bedrock 8/1/2011
MW-25DR Compliance PWR/Bedrock 12/5/2011
MW-25DR Compliance PWR/Bedrock 4/2/2012
MW-25DR Compliance PWR/Bedrock 8/14/2012
MW-25DR Compliance PWR/Bedrock 12/3/2012
MW-25DR Compliance PWR/Bedrock 4/2/2013
MW-25DR Compliance PWR/Bedrock 8/8/2013
MW-25DR Compliance PWR/Bedrock 12/10/2013
Strontium Sulfate TDS TOC TOX TSS
mg/L mg/L mg/L mg/L µg/L mg/L
NE 250 500 NE NE NE
N/A 300.0 2540C 5310B N/A 2450D
Dissolved Total Dissolved Total Dissolved Total Total Total Total Dissolved Total Total Total Total Dissolved Total
N/A 7.71 N/A <2 N/A 8.38 N/A 76 180 N/A N/A 0.117 <20 N/A N/A 0.006
Potassium Selenium Sodium Thallium Zinc
mg/L µg/L mg/L µg/L mg/L
NE 20 NE 0.2*1
200.7 200.8 200.7 200.8 200.7
N/A N/A N/A <1 N/A N/A N/A 17 160 N/A <0.2 N/A N/A N/A N/A <0.005
N/A N/A N/A <1 N/A N/A N/A 16 130 N/A <0.2 N/A N/A N/A N/A <0.005
N/A N/A N/A <1 N/A N/A N/A 17 130 N/A <0.2 N/A N/A N/A N/A <0.005
N/A N/A N/A <1 N/A N/A N/A 17 125 N/A <0.2 N/A N/A N/A N/A <0.005
N/A N/A N/A <1 N/A N/A N/A 20 150 N/A <0.2 N/A N/A N/A N/A <0.005
N/A 4.21 N/A <1 N/A 8.43 N/A 18 150 N/A <0.2 N/A N/A N/A N/A <0.005
N/A 4.11 N/A <1 N/A 7.45 N/A 21 150 N/A <0.2 N/A N/A N/A N/A <0.005
N/A 4.44 N/A <1 N/A 7.58 N/A 24 170 N/A <0.2 N/A N/A N/A N/A <0.005
N/A 4.28 N/A <1 N/A 7.38 N/A 24 150 N/A <0.2 N/A N/A N/A N/A <0.005
N/A 4.65 N/A <1 N/A 7.79 N/A 36 170 N/A <0.2 N/A N/A N/A N/A <0.005
N/A 4.75 N/A <1 N/A 7.75 0.12 41 180 N/A <0.2 N/A N/A N/A N/A <0.005
N/A N/A N/A <1 N/A N/A N/A 1.6 52 N/A <0.2 N/A N/A N/A N/A 0.009
N/A N/A N/A <1 N/A N/A N/A 1.3 24 N/A <0.2 N/A N/A N/A N/A <0.005
N/A N/A N/A <1 N/A N/A N/A 1.1 22 N/A <0.2 N/A N/A N/A N/A <0.005
N/A N/A N/A <1 N/A N/A N/A 0.76 39 N/A <0.2 N/A N/A N/A N/A <0.005
N/A N/A N/A <1 N/A N/A N/A 0.69 40 N/A <0.2 N/A N/A N/A N/A <0.005
N/A 1.93 N/A <1 N/A 4.03 N/A 0.68 36 N/A <0.2 N/A N/A N/A N/A <0.005
N/A 1.83 N/A <1 N/A 3.9 N/A 0.65 40 N/A <0.2 N/A N/A N/A N/A <0.005
N/A 1.9 N/A <1 N/A 4.07 N/A 0.66 49 N/A <0.2 N/A N/A N/A N/A <0.005
N/A 1.96 N/A <1 N/A 4.17 N/A 0.63 35 N/A <0.2 N/A N/A N/A N/A <0.005
N/A 1.87 N/A <1 N/A 3.99 N/A 0.79 40 N/A <0.2 N/A N/A N/A N/A <0.005
N/A 1.83 N/A <1 N/A 3.98 0.023 0.59 40 N/A <0.2 N/A N/A N/A N/A <0.005
N/A N/A N/A <1 N/A N/A N/A 9.8 120 N/A <0.2 N/A N/A N/A N/A <0.005
N/A N/A N/A <1 N/A N/A N/A 10 97 N/A <0.2 N/A N/A N/A N/A <0.005
N/A N/A N/A <1 N/A N/A N/A 9.8 110 N/A <0.2 N/A N/A N/A N/A <0.005
N/A N/A N/A <1 N/A N/A N/A 10 108 N/A <0.2 N/A N/A N/A N/A <0.005
N/A N/A N/A <1 N/A N/A N/A 9.6 110 N/A <0.2 N/A N/A N/A N/A <0.005
N/A 2.38 N/A <1 N/A 7.08 N/A 10 120 N/A <0.2 N/A N/A N/A N/A <0.005
N/A 2.3 N/A <1 N/A 6.87 N/A 9.5 120 N/A <0.2 N/A N/A N/A N/A <0.005
N/A 2.41 N/A <1 N/A 7.21 N/A 10 98 N/A <0.2 N/A N/A N/A N/A <0.005
N/A 2.53 N/A <1 N/A 7.55 N/A 10 110 N/A <0.2 N/A N/A N/A N/A <0.005
N/A 2.44 N/A <1 N/A 7.4 N/A 9.9 120 N/A <0.2 N/A N/A N/A N/A <0.005
N/A 2.37 N/A <1 N/A 7.23 0.082 9.7 110 N/A <0.2 N/A N/A N/A N/A <0.005
N/A N/A N/A <1 N/A N/A N/A 14 130 N/A <0.2 N/A N/A N/A N/A 0.075
N/A N/A N/A <1 N/A N/A N/A 9.8 84 N/A <0.2 N/A N/A N/A N/A <0.005
N/A N/A N/A <1 N/A N/A N/A 6.2 110 N/A <0.2 N/A N/A N/A N/A <0.005
N/A N/A N/A <1 N/A N/A N/A 3.6 88 N/A <0.2 N/A N/A N/A N/A 0.01
N/A N/A N/A <1 N/A N/A N/A 4.2 98 N/A <0.2 N/A N/A N/A N/A 0.005
N/A 2.13 N/A <1 N/A 7.43 N/A 4.8 100 N/A <0.2 N/A N/A N/A N/A <0.005
N/A 1.75 N/A <1 N/A 4.29 N/A 2.5 89 N/A <0.2 N/A N/A N/A N/A 0.007
N/A 1.68 N/A <1 N/A 4.04 N/A 2.1 55 N/A <0.2 N/A N/A N/A N/A 0.006
N/A 1.72 N/A <1 N/A 4.18 N/A 2.7 71 N/A <0.2 N/A N/A N/A N/A <0.005
Tables - Page 24
Table 4 - Groundwater Analytical Results
Analytical Method
Well Name Well Type Hydrostratigraphic Unit Sample Collection
Date
CLMW-1 Voluntary Saprolite/PWR 8/25/2008
Analytical Parameter
Units
15A NCAC 02L .0202(g) Groundwater Quality Standard
MW-25DR Compliance PWR/Bedrock 4/1/2014
MW-25DR Compliance PWR/Bedrock 8/4/2014
MW-2D Voluntary Bedrock 8/25/2008
MW-2D Voluntary Bedrock 2/10/2009
MW-2D Voluntary Bedrock 8/4/2009
MW-2D Voluntary Bedrock 2/24/2010
MW-2D Voluntary Bedrock 8/3/2010
MW-4D Voluntary Bedrock 8/25/2008
MW-4D Voluntary Bedrock 2/9/2009
MW-4D Voluntary Bedrock 8/3/2009
MW-4D Voluntary Bedrock 2/23/2010
MW-4D Voluntary Bedrock 8/2/2010
MW-8D Voluntary Bedrock 8/2/2010
MW-8D Voluntary Bedrock 8/25/2008
MW-8D Voluntary Bedrock 2/9/2009
MW-8D Voluntary Bedrock 8/3/2009
MW-8D Voluntary Bedrock 2/23/2010
MW-8D Voluntary Bedrock 8/2/2010
MW-8S Voluntary Alluvium/Saprolite 8/25/2008
MW-8S Voluntary Alluvium/Saprolite 2/9/2009
MW-8S Voluntary Alluvium/Saprolite 8/3/2009
MW-8S Voluntary Alluvium/Saprolite 2/23/2010
MW-8S Voluntary Alluvium/Saprolite 8/2/2010
MW-8S Voluntary Alluvium/Saprolite 4/5/2011
MW-8S Voluntary Alluvium/Saprolite 8/1/2011
MW-8S Voluntary Alluvium/Saprolite 12/5/2011
Strontium Sulfate TDS TOC TOX TSS
mg/L mg/L mg/L mg/L µg/L mg/L
NE 250 500 NE NE NE
N/A 300.0 2540C 5310B N/A 2450D
Dissolved Total Dissolved Total Dissolved Total Total Total Total Dissolved Total Total Total Total Dissolved Total
N/A 7.71 N/A <2 N/A 8.38 N/A 76 180 N/A N/A 0.117 <20 N/A N/A 0.006
Potassium Selenium Sodium Thallium Zinc
mg/L µg/L mg/L µg/L mg/L
NE 20 NE 0.2*1
200.7 200.8 200.7 200.8 200.7
N/A 1.61 N/A <1 N/A 4.03 N/A 2.3 72 N/A <0.2 N/A N/A N/A N/A 0.008
N/A 1.64 N/A <1 N/A 4.13 0.042 2.7 67 N/A <0.2 N/A N/A N/A N/A 0.008
N/A 5.85 N/A <2 N/A 27.6 N/A 38 176 N/A N/A 1.7 <20 N/A N/A <0.005
N/A 126 N/A <2 N/A 50.7 N/A 38 312 N/A N/A 0.781 <20 N/A N/A <0.005
N/A 167 N/A <1 N/A 66.5 N/A 41 326 N/A N/A 1.21 <20 N/A N/A <0.005
N/A 164 N/A <1 N/A 59.2 N/A 40 380 N/A N/A 1.74 <100 N/A N/A <0.005
N/A 118 N/A <1 N/A 46.2 N/A 54 235 N/A N/A 0.728 <100 N/A N/A <0.005
N/A 3.71 N/A <2 N/A 7.98 N/A 10 170 N/A N/A 0.873 <20 N/A N/A <0.005
N/A 2.68 N/A <2 N/A 6.72 N/A 11 158 N/A N/A 0.687 30 N/A N/A <0.005
N/A 2.46 N/A <1 N/A 6.38 N/A 13 160 N/A N/A 0.632 40 N/A N/A <0.005
N/A 2.6 N/A <1 N/A 5.92 N/A 14 116 N/A N/A 0.571 <100 N/A N/A <0.005
N/A 2.37 N/A <1 N/A 6.97 N/A 12 160 N/A N/A 0.661 <100 N/A N/A <0.005
N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
N/A 2.81 N/A <2 N/A 13 N/A 60 176 N/A N/A 0.739 30 N/A N/A <0.005
N/A 2.61 N/A <2 N/A 12.6 N/A 50 176 N/A N/A 0.64 50 N/A N/A <0.005
N/A 2.76 N/A <1 N/A 13.3 N/A 57 152 N/A N/A 0.581 30 N/A N/A <0.005
N/A 2.82 N/A <1 N/A 13.1 N/A 57 136 N/A N/A 0.6 <100 N/A N/A <0.005
N/A 2.71 N/A <1 N/A 13.1 N/A 66 158 N/A N/A 0.602 <100 N/A N/A <0.005
N/A 2.55 N/A <2 N/A 10.4 N/A 21 296 N/A N/A 0.76 100 N/A N/A <0.005
N/A 1.86 N/A <2 N/A 10.7 N/A 40 272 N/A N/A 0.586 50 N/A N/A <0.005
N/A 2.3 N/A <1 N/A 12.6 N/A 50 308 N/A N/A 0.655 90 N/A N/A <0.005
N/A 2.09 N/A <1 N/A 8.11 N/A 31 242 N/A N/A 1.39 <100 N/A N/A 0.009
N/A 2.29 N/A <1 N/A 10.6 N/A 38 287 N/A N/A 0.522 <100 N/A N/A <0.005
N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
Tables - Page 25
Table 4 - Groundwater Analytical Results
Notes:
1.Depth to Water measured from the top of well casing.
2.Analytical parameter abbreviations:
Temp. = Temperature
DO = Dissolved oxygen
Cond. = Specific conductance
ORP = Oxidation reduction potential
TDS = Total dissolved solids
TSS = Total suspended solids
TOC = Total organic carbon
3.Units:
˚C = Degrees Celsius
SU = Standard Units
mV = millivolts
NTU = Nephelometric Turbidity Unit
mg/L = milligrams per liter
µg/L = micrograms per liter
µmhos/cm = micromhos per centimeter
CaCO3 = calcium carbonate
HCO3
- = bicarbonate
CO3
2- = carbonate
4.N/A = Not applicable
5.NE = Not established
6.* Interim Maximum Allowable Concentration (IMAC) standards
7.Highlighted values indicate values that exceed the 15A NCAC 2L Standard
8.Analytical results with "<" preceding the result indicates that the parameter was not detected at a
concentration which attains or exceeds the laboratory reporting limit.
Tables - Page 26
Table 5 - Landfill Leachate Analytical Results
Temp.DO Cond.pH ORP Turbidity Alkalinity Aluminum Antimony*Arsenic Barium Beryllium*BOD Boron Cadmium Calcium Chloride Chromium
˚C mg/L µmhos/cm SU mV NTU µg/L CaCO3 µg/L µg/L µg/L µg/L µg/L µg/L µg/L µg/L µg/L µg/L µg/L
NA NA NA 6.5 - 8.5 NA NA NE NE 1 10 700 4 NE 700 2 NE 250 mg/L 10
Analytical Method 2320B4d 200.8 200.8 200.7 200.7 200.8 200.7 300 200.7
Well Name Sample Collection Date
CS-CCPLF 4/4/2011 13.91 N/A 1219 6.74 N/A 74.4 39810 15686 <5 <5 75.5 <5 <2000 <50 <5 244700 10884 36.4
CS-CCPLF 10/26/2011 18.46 N/A 1331 6.89 N/A 632 57400 N/A N/A <5 N/A N/A N/A <50 <5 345200 9503 8
CS-CCPLF 4/3/2012 16.84 N/A 2249 6.13 N/A 172 81190 N/A N/A <10 N/A N/A N/A 1196 <10 307500 81450 <10
CS-CCPLF 10/15/2012 23.6 N/A 3831 6.14 N/A 0 85500 N/A N/A 88.7 733 N/A N/A 3630 <5 1010000 1330000 43.5
CS-CCPLF 4/3/2013 16.59 5190 5875 5.49 392 142 38200 N/A N/A 40.8 322 N/A N/A 2870 <10 1240000 1610000 16.7
CS-CCPLF 10/28/2013 20.7 N/A 14310 5.4 N/A N/A 11600 N/A N/A 25.4 344 N/A N/A 4110 <10 2950000 4990000 <10
CS-CCPLF 4/2/2014 17.97 7770 12661 5.03 487 5.44 <20000 3370 N/A 29.9 347 N/A N/A 3930 <10 2530000 4830000 <10
CS-CCPLF 10/22/2014 19.3 7880 25911 4.39 450 35.8 <5000 12700 N/A 39.4 629 N/A N/A 7590 <10 5750000 10200000 <10
15A NCAC 02L .0202(g) Groundwater Quality Standard
Units
Analytical Parameter
Field Measurements
Tables - Page 27
Table 5 - Landfill Leachate Analytical Results
Analytical Method
Well Name Sample Collection Date
CS-CCPLF 4/4/2011
CS-CCPLF 10/26/2011
CS-CCPLF 4/3/2012
CS-CCPLF 10/15/2012
CS-CCPLF 4/3/2013
CS-CCPLF 10/28/2013
CS-CCPLF 4/2/2014
CS-CCPLF 10/22/2014
15A NCAC 02L .0202(g) Groundwater Quality Standard
Units
Analytical Parameter Cobalt*COD Copper Fluoride Iron Lead Magnesium Manganese Mercury Molydenum Nickel Nitrate as N Phosphate Phosphorus Potassium Selenium Silver
µg/L µg/L µg/L µg/L µg/L µg/L µg/L µg/L µg/L µg/L µg/L µg-N/L µg/L µg/L µg/L µg/L 20
1 NE 1 mg/L 2000 300 15 NE 50 1 NE 100 10 mg-N/L NE NE NE 20 NE
200.8 200.7 200.7 200.8 200.7 200.8 245.1 200.8 200.7 300.0 200.7 200.8
6.47 <20000 11.9 N/A 12937 11.3 8869 261 0.19 <5 17.2 1555 <200 561 3714 6.76 <5
N/A N/A N/A 1362 N/A 13 11410 N/A N/A N/A <5 N/A N/A N/A 3974 13 N/A
N/A N/A N/A 908 N/A <10 21300 N/A N/A N/A <10 N/A N/A N/A 3601 20.7 N/A
N/A N/A 124 1360 18500 53.6 42200 4360 5.33 N/A 46.2 4370 N/A N/A 92900 101 <5
N/A N/A 53.2 1140 9970 46.8 43700 9650 0.719 N/A 57.3 4610 N/A N/A 89600 193 <5
N/A N/A 28.2 <1000 2650 28.8 62200 37000 <0.05 N/A 134 5300 N/A N/A 207000 184 <5
N/A N/A <5 1300 526 46.6 55400 36100 <0.05 N/A 115 3390 N/A N/A 174000 297 <5
N/A N/A 56 <5000 10100 241 73500 69200 <0.05 N/A 233 1670 N/A N/A 381000 141 <5
Tables - Page 28
Table 5 - Landfill Leachate Analytical Results
Analytical Method
Well Name Sample Collection Date
CS-CCPLF 4/4/2011
CS-CCPLF 10/26/2011
CS-CCPLF 4/3/2012
CS-CCPLF 10/15/2012
CS-CCPLF 4/3/2013
CS-CCPLF 10/28/2013
CS-CCPLF 4/2/2014
CS-CCPLF 10/22/2014
15A NCAC 02L .0202(g) Groundwater Quality Standard
Units
Analytical Parameter Sodium Sulfate TDS Thallium*Tin Titanium TOC TOX TSS Vanadium Zinc
µg/L µg/L µg/L µg/L µg/L µg/L mg/L µg/L µg/L µg/L µg/L
NE 250 mg/L 500 mg/L 0.2 2000 NE NE NE NE 0.3 1 mg/L
200.7 300.0 2540C 200.8 5310B 2450D 200.7
1687 704600 1050000 N/A <50 566 N/A N/A 422000 35 33.6
1924 863100 N/A N/A N/A N/A N/A N/A N/A N/A N/A
2828 675700 N/A N/A N/A N/A N/A N/A N/A N/A N/A
41000 1080000 6020000 N/A N/A N/A N/A N/A N/A N/A 262
44700 874000 5140000 N/A N/A N/A N/A N/A N/A N/A 236
121000 803000 10900000 N/A N/A N/A N/A N/A N/A N/A 193
111000 741000 9430000 N/A N/A N/A N/A N/A N/A N/A 168
276000 870000 33500000 N/A N/A N/A N/A N/A N/A N/A 343
Tables - Page 29
Table 5 - Landfill Leachate Analytical Results
Notes:
1.TDS = Total dissolved solids
DO = Dissolved oxygen
Cond. = Specific conductivity
ORP = Oxidation reduction potential
TDS = Total dissolved solids
TSS = Total suspended solids
TOC = Total organic carbon
2.Units:
˚C = Degrees Celsius
SU = Standard Units
mV = millivolts
NTU = Nephelometric Turbidity Unit
µmhos/cm = micromhos per centimeter
mg/L = milligrams per liter
µg/L = micrograms per liter
3.* IMAC (interim maximum allowable concentration)
4.Highlighted values indicate values that exceed the 15A NCAC 2L Standard
5.Analytical results with "<" preceding the result indicates that the parameter was not detected at a
concentration which attains or exceeds the laboratory reporting limit
Tables - Page 30
Table 6 - Surface Water Analytical Results
Temp.DO Cond.pH ORP Turbidity Aluminum Beryllium
˚C mg/L µmhos/cm SU mV NTU mg/L CaCO3 mg/L HCO3-mg/L CO32-µg/L µg/L
NA min 5 NA 6.0 - 9.0 NA 50 NE NE NE 6500 6.5
Analytical Method 2320B4d N/A N/A 200.7
Sample Name Sample Collection Date Total Dissolved Total Dissolved Total Dissolved Total Total
CLFCUT054 3/13/2014 11.33 11.32 453 6.88 27.0 N/A N/A N/A N/A 130 N/A <10 N/A 4.9 N/A 90 N/A
CLFPOND010 3/14/2014 11.5 11.5 115 7.8 224 N/A N/A N/A N/A 180 N/A <10 N/A <2.0 N/A 15 N/A
CLFPOND011 3/14/2014 11.1 14.5 246 8.7 245 N/A N/A N/A N/A 73 N/A <10 N/A <2.0 N/A 16 N/A
CLFSD003 3/13/2014 7.85 10.2 189 7.8 238.5 N/A N/A N/A N/A 130 N/A <10 N/A 2.6 N/A 50 N/A
CLFSD063 3/14/2014 N/A N/A N/A N/A N/A N/A N/A N/A N/A 54 N/A <10 N/A 19 N/A 35 N/A
CLFSP006 3/13/2014 12.6 8.9 72 5.4 301 N/A N/A N/A N/A 120 N/A <10 N/A <2.0 N/A 61 N/A
CLFSP051 3/13/2014 12.29 8.84 73 6.86 24.7 N/A N/A N/A N/A <50 N/A <10 N/A 140 N/A 130 N/A
CLFSP058 3/13/2014 11.44 8.42 154 5.37 156.9 N/A N/A N/A N/A 870 N/A <10 N/A <2.0 N/A 21 N/A
CLFSP059 3/13/2014 11.32 9.83 69 5.72 130.3 N/A N/A N/A N/A 380 N/A <10 N/A <2.0 N/A 29 N/A
CLFSP060 3/13/2014 15.11 1.67 445 6.69 17.2 N/A N/A N/A N/A <50 N/A <10 N/A 44 N/A 120 N/A
CLFSP061 3/13/2014 14.45 5.04 591 6.32 70.2 N/A N/A N/A N/A 850 N/A <10 N/A <2.0 N/A 59 N/A
CLFSTR001 3/13/2014 7.86 11.5 47 6.8 211.3 N/A N/A N/A N/A 92 N/A <10 N/A <2.0 N/A 18 N/A
CLFSTR007 3/13/2014 10.7 11.3 36 6.9 228 N/A N/A N/A N/A 170 N/A <10 N/A <2.0 N/A 26 N/A
CLFSTR008 3/14/2014 14.5 8.64 56 5.7 197.7 N/A N/A N/A N/A <50 N/A <10 N/A <2.0 N/A 40 N/A
CLFSTR009 3/14/2014 8.6 9.3 150 6.4 237 N/A N/A N/A N/A 890 N/A <10 N/A <2.0 N/A 42 N/A
CLFSTR053 3/13/2014 15.36 6.42 855 5.71 77.2 N/A N/A N/A N/A 4500 N/A <10 N/A 3.4 N/A 52 N/A
CLFSTR055 3/13/2014 11.06 11.48 41 5.65 132.3 N/A N/A N/A N/A 190 N/A <10 N/A <2.0 N/A 23 N/A
CLFSTR062 3/14/2014 7.6 16.92 52 4.68 203 N/A N/A N/A N/A 72 N/A <10 N/A <2.0 N/A 22 N/A
CLFSTR064 3/14/2014 10.65 13.12 42.43 5.38 205.2 N/A N/A N/A N/A 210 N/A <10 N/A <2.0 N/A 25 N/A
CLFSTR065 3/14/2014 11.02 13.32 41.05 6.9 169.5 N/A N/A N/A N/A 190 N/A <10 N/A <2.0 N/A 22 N/A
CLFSTR066 3/14/2014 10.01 17.33 40.45 5.33 243.9 N/A N/A N/A N/A 150 N/A <10 N/A <2.0 N/A 15 N/A
CLFTD004 3/13/2014 8.32 9.77 485 6.9 62.4 N/A N/A N/A N/A 51 N/A <10 N/A <2.0 N/A 38 N/A
CLFTD005 3/13/2014 15.6 5.9 457 6.3 121 N/A N/A N/A N/A 240 N/A <10 N/A <2.0 N/A 28 N/A
CLFTD052 3/13/2014 18.6 6.6 690 6.67 5.9 N/A N/A N/A N/A <50 N/A <10 N/A 290 N/A 190 N/A
CLFSTR055 3/13/2014 15.92 6.42 368 6.49 937 N/A N/A N/A N/A 81 N/A <10 N/A <2.0 N/A 52 N/A
CLFWTLD002 3/13/2014 8.26 8.19 163 6.2 236 N/A N/A N/A N/A <50 N/A <10 N/A <2.0 N/A 100 N/A
CLFWW057 3/13/2014 13.33 9.28 544 6.53 116.4 N/A N/A N/A N/A 220 N/A <10 N/A 32 N/A 130 N/A
Analytical Parameter Antimony Arsenic BariumAlkalinity
Units µg/L µg/L µg/L
15A NCAC 02B .0200 Surface Water Quality Standard 5.6 10 1000
Field Measurements 200.8 200.8 200.7
Tables - Page 31
Table 6 - Surface Water Analytical Results
Analytical Method
Sample Name Sample Collection Date
CLFCUT054 3/13/2014
CLFPOND010 3/14/2014
CLFPOND011 3/14/2014
CLFSD003 3/13/2014
CLFSD063 3/14/2014
CLFSP006 3/13/2014
CLFSP051 3/13/2014
CLFSP058 3/13/2014
CLFSP059 3/13/2014
CLFSP060 3/13/2014
CLFSP061 3/13/2014
CLFSTR001 3/13/2014
CLFSTR007 3/13/2014
CLFSTR008 3/14/2014
CLFSTR009 3/14/2014
CLFSTR053 3/13/2014
CLFSTR055 3/13/2014
CLFSTR062 3/14/2014
CLFSTR064 3/14/2014
CLFSTR065 3/14/2014
CLFSTR066 3/14/2014
CLFTD004 3/13/2014
CLFTD005 3/13/2014
CLFTD052 3/13/2014
CLFSTR055 3/13/2014
CLFWTLD002 3/13/2014
CLFWW057 3/13/2014
Analytical Parameter
Units
15A NCAC 02B .0200 Surface Water Quality Standard
Chloride Fluoride
mg/L mg/L
250 1.8
300 300.0
Dissolved Total Dissolved Total Dissolved Total Total Dissolved Total Dissolved Total Dissolved Total Total Dissolved Total
N/A 200 N/A 0.54 N/A 56 3.4 N/A <10 N/A N/A N/A <2.0 <0.4 N/A 7600
N/A 17 N/A <0.50 N/A 14 4.2 N/A <10 N/A N/A N/A <2.0 <0.4 N/A 380
N/A <50 N/A <0.50 N/A 38 5.8 N/A <10 N/A N/A N/A <2.0 <0.4 N/A 140
N/A <50 N/A <0.50 N/A 31 3.5 N/A <10 N/A N/A N/A 3.0 <0.4 N/A 170
N/A 54 N/A <0.50 N/A 34 6.7 N/A <10 N/A N/A N/A <2.0 <0.4 N/A 650
N/A <50 N/A <0.50 N/A 4.1 6.1 N/A <10 N/A N/A N/A <2.0 <0.4 N/A 99
N/A 290 N/A <0.50 N/A 130 24 N/A <10 N/A N/A N/A <2.0 <0.4 N/A 2500
N/A <50 N/A <0.50 N/A 15 4.1 N/A <10 N/A N/A N/A <2.0 <0.4 N/A 1100
N/A 130 N/A <0.50 N/A 5.9 6.4 N/A <10 N/A N/A N/A <2.0 <0.4 N/A 570
N/A 700 N/A <0.50 N/A 63 15 N/A <10 N/A N/A N/A <2.0 <0.4 N/A 2300
N/A 1200 N/A <0.50 N/A 94 29 N/A <10 N/A N/A N/A <2.0 <0.4 N/A 2700
N/A <50 N/A <0.50 N/A 3.6 4.8 N/A <10 N/A N/A N/A <2.0 <0.4 N/A 260
N/A <50 N/A <0.50 N/A 2.3 3.7 N/A <10 N/A N/A N/A <2.0 <0.4 N/A 780
N/A 16 N/A <0.50 N/A 3.4 7.0 N/A <10 N/A N/A N/A <2.0 <0.4 N/A <50
N/A 20 N/A <0.50 N/A 18 6.1 N/A <10 N/A N/A N/A <2.0 <0.4 N/A 1000
N/A 200 N/A 0.95 N/A 110 20 N/A <10 N/A N/A N/A <2.0 <0.4 N/A 6200
N/A 33 N/A <0.50 N/A 2.6 4.2 N/A <10 N/A N/A N/A <2.0 <0.4 N/A 690
N/A 33 N/A <0.50 N/A 3.6 4.4 N/A <10 N/A N/A N/A <2.0 <0.4 N/A 480
N/A 58 N/A <0.50 N/A 2.3 8.8 N/A <10 N/A N/A N/A <2.0 <0.4 N/A 300
N/A 150 N/A <0.50 N/A 8.0 7.3 N/A <10 N/A N/A N/A <2.0 <0.4 N/A 470
N/A 15 N/A <0.50 N/A 3.3 2.7 N/A <10 N/A N/A N/A <2.0 <0.4 N/A 340
N/A 370 N/A <0.50 N/A 71 4.7 N/A <10 N/A N/A N/A <2.0 <0.4 N/A 740
N/A 480 N/A <0.50 N/A 63 4.5 N/A <10 N/A N/A N/A <2.0 <0.4 N/A 1400
N/A 330 N/A <0.50 N/A 120 27 N/A <10 N/A N/A N/A <2.0 <0.4 N/A 10000
N/A 980 N/A <0.50 N/A 47 50 N/A <10 N/A N/A N/A <2.0 <0.4 N/A 92
N/A 94 N/A <0.50 N/A 16 3.2 N/A <10 N/A N/A N/A <2.0 <0.4 N/A 110
N/A 2800 N/A <0.50 N/A 93 78 N/A <10 N/A N/A N/A <2.0 <0.4 N/A 120
Boron
µg/L
Calcium Chromium Cobalt Copper IronCadmium
mg/L µg/L µg/Lµg/L µg/L µg/L
NE 2
200.8
NE 50 3 3 1000
200.7 200.7 200.7 200.8 200.7 200.7
Tables - Page 32
Table 6 - Surface Water Analytical Results
Analytical Method
Sample Name Sample Collection Date
CLFCUT054 3/13/2014
CLFPOND010 3/14/2014
CLFPOND011 3/14/2014
CLFSD003 3/13/2014
CLFSD063 3/14/2014
CLFSP006 3/13/2014
CLFSP051 3/13/2014
CLFSP058 3/13/2014
CLFSP059 3/13/2014
CLFSP060 3/13/2014
CLFSP061 3/13/2014
CLFSTR001 3/13/2014
CLFSTR007 3/13/2014
CLFSTR008 3/14/2014
CLFSTR009 3/14/2014
CLFSTR053 3/13/2014
CLFSTR055 3/13/2014
CLFSTR062 3/14/2014
CLFSTR064 3/14/2014
CLFSTR065 3/14/2014
CLFSTR066 3/14/2014
CLFTD004 3/13/2014
CLFTD005 3/13/2014
CLFTD052 3/13/2014
CLFSTR055 3/13/2014
CLFWTLD002 3/13/2014
CLFWW057 3/13/2014
Analytical Parameter
Units
15A NCAC 02B .0200 Surface Water Quality Standard
Nitrate as N
mg-N/L
10
300.0
Dissolved Total Dissolved Total Dissolved Total Dissolved Total Dissolved Total Dissolved Total Total Dissolved Total Dissolved Total Dissolved Total
N/A <2.0 N/A 17 N/A 1900 N/A N/A N/A <10 N/A 4.6 N/A N/A 9.0 N/A <5.0 N/A 5.1
N/A <2.0 N/A 2.5 N/A 15 N/A N/A N/A <10 N/A 2.6 N/A N/A 3.8 N/A <5.0 N/A 1.4
N/A <2.0 N/A 7.8 N/A <10 N/A N/A N/A <10 N/A <2.0 N/A N/A 3.6 N/A <5.0 N/A 2.8
N/A <2.0 N/A 4.6 N/A 12 N/A N/A N/A <10 N/A <2.0 N/A N/A 4.6 N/A <5.0 N/A 1.6
N/A <2.0 N/A 8.7 N/A 350 N/A N/A N/A <10 N/A 2.5 N/A N/A 2.9 N/A <5.0 N/A 3.2
N/A <2.0 N/A 3.5 N/A 120 N/A N/A N/A <10 N/A <2.0 N/A N/A 1.5 N/A <5.0 N/A 2.8
N/A <2.0 N/A 13 N/A 2600 N/A N/A N/A 40 N/A 14 N/A N/A 8.1 N/A <5.0 N/A 14
N/A <2.0 N/A 7.6 N/A 55 N/A N/A N/A <10 N/A <2.0 N/A N/A 1.5 N/A <5.0 N/A 2.5
N/A <2.0 N/A 1.6 N/A 29 N/A N/A N/A <10 N/A <2.0 N/A N/A 1.7 N/A <5.0 N/A 4.5
N/A <2.0 N/A 14 N/A 2800 N/A N/A N/A <10 N/A <2.0 N/A N/A 8.7 N/A <5.0 N/A 12
N/A <2.0 N/A 18 N/A 2800 N/A N/A N/A <10 N/A 4.9 N/A N/A 3.4 N/A <5.0 N/A 10
N/A <2.0 N/A 1.8 N/A 15 N/A N/A N/A <10 N/A <2.0 N/A N/A 1.5 N/A <5.0 N/A 2.6
N/A <2.0 N/A 1.3 N/A 45 N/A N/A N/A <10 N/A <2.0 N/A N/A 1.9 N/A <5.0 N/A 2.5
N/A <2.0 N/A 2.2 N/A 12 N/A N/A N/A <10 N/A <2.0 N/A N/A 2.0 N/A <5.0 N/A 3.4
N/A <2.0 N/A 5.3 N/A 16 N/A N/A N/A <10 N/A 3.8 N/A N/A 3.2 N/A <5.0 N/A 2.6
N/A <2.0 N/A 26 N/A 6300 N/A N/A N/A <10 N/A 53 N/A N/A 7.5 N/A <5.0 N/A 17
N/A <2.0 N/A 1.3 N/A 41 N/A N/A N/A <10 N/A <2.0 N/A N/A 1.8 N/A <5.0 N/A 2.4
N/A <2.0 N/A 1.3 N/A 35 N/A N/A N/A <10 N/A <2.0 N/A N/A 1.6 N/A <5.0 N/A 3.7
N/A <2.0 N/A 1.7 N/A 33 N/A N/A N/A <10 N/A <2.0 N/A N/A 1.3 N/A <5.0 N/A 2.3
N/A <2.0 N/A 2.0 N/A 35 N/A N/A N/A <10 N/A <2.0 N/A N/A 1.3 N/A <5.0 N/A 3.5
N/A <2.0 N/A 1.3 N/A 21 N/A N/A N/A <10 N/A <2.0 N/A N/A 1.0 N/A <5.0 N/A 3.1
N/A <2.0 N/A 25 N/A 1500 N/A N/A N/A <10 N/A 10 N/A N/A 4.3 N/A <5.0 N/A 4.7
N/A <2.0 N/A 21 N/A 1800 N/A N/A N/A <10 N/A 19 N/A N/A 5.1 N/A <5.0 N/A 4.5
N/A <2.0 N/A 13 N/A 2300 N/A N/A N/A 30 N/A 6.3 N/A N/A 8.3 N/A <5.0 N/A 15
N/A <2.0 N/A 8.6 N/A 1500 N/A N/A N/A <10 N/A 3.1 N/A N/A 3.2 N/A <5.0 N/A 11
N/A <2.0 N/A 7.7 N/A 720 N/A N/A N/A <10 N/A <2.0 N/A N/A 3.1 N/A <5.0 N/A 3.6
N/A <2.0 N/A 13 N/A 57 N/A N/A N/A 55 N/A 5.1 N/A N/A 3.9 N/A 11 N/A 10
Magnesium Manganese Mercury MolydenumLead
µg/L
Selenium SodiumNickelPotassium
µg/L mg/Lmg/L µg/L µg/L µg/L µg/L mg/L
5 NENE2000.012 16025
200.8 200.7 200.8 245.1 200.8
25 NE
200.8 200.7200.7 200.7
Tables - Page 33
Table 6 - Surface Water Analytical Results
Analytical Method
Sample Name Sample Collection Date
CLFCUT054 3/13/2014
CLFPOND010 3/14/2014
CLFPOND011 3/14/2014
CLFSD003 3/13/2014
CLFSD063 3/14/2014
CLFSP006 3/13/2014
CLFSP051 3/13/2014
CLFSP058 3/13/2014
CLFSP059 3/13/2014
CLFSP060 3/13/2014
CLFSP061 3/13/2014
CLFSTR001 3/13/2014
CLFSTR007 3/13/2014
CLFSTR008 3/14/2014
CLFSTR009 3/14/2014
CLFSTR053 3/13/2014
CLFSTR055 3/13/2014
CLFSTR062 3/14/2014
CLFSTR064 3/14/2014
CLFSTR065 3/14/2014
CLFSTR066 3/14/2014
CLFTD004 3/13/2014
CLFTD005 3/13/2014
CLFTD052 3/13/2014
CLFSTR055 3/13/2014
CLFWTLD002 3/13/2014
CLFWW057 3/13/2014
Analytical Parameter
Units
15A NCAC 02B .0200 Surface Water Quality Standard
Strontium Sulfate TDS TOC TOX TSS
µg/L mg/L mg/L mg/L ug/L mg/L
14 mg/L 250 500 NE NE 20
200.8 300.0 2540C 5310B
Total Total Total Dissolved Total Total Total Total Dissolved Total
1000 100 N/A N/A <2.0 N/A N/A N/A N/A 80
32 30 N/A N/A <2.0 N/A N/A N/A N/A <10
68 57 N/A N/A <2.0 N/A N/A N/A N/A 27
66 38 N/A N/A <2.0 N/A N/A N/A N/A 20
120 28 N/A N/A <2.0 N/A N/A N/A N/A 53
27 11 N/A N/A <2.0 N/A N/A N/A N/A 15
1800 260 N/A N/A <2.0 N/A N/A N/A N/A 25
30 44 N/A N/A <2.0 N/A N/A N/A N/A 19
48 11 N/A N/A <2.0 N/A N/A N/A N/A 15
850 98 N/A N/A <2.0 N/A N/A N/A N/A 31
650 190 N/A N/A <2.0 N/A N/A N/A N/A 39
19 3.9 N/A N/A <2.0 N/A N/A N/A N/A <10
16 2.6 N/A N/A <2.0 N/A N/A N/A N/A <10
26 <2.0 N/A N/A <2.0 N/A N/A N/A N/A <10
55 4.0 N/A N/A <2.0 N/A N/A N/A N/A <10
820 380 N/A N/A <2.0 N/A N/A N/A N/A 110
18 4.4 N/A N/A <2.0 N/A N/A N/A N/A <10
23 2.9 N/A N/A <2.0 N/A N/A N/A N/A <10
21 <2.0 N/A N/A <2.0 N/A N/A N/A N/A <10
52 9.0 N/A N/A <2.0 N/A N/A N/A N/A <10
23 2.9 N/A N/A <2.0 N/A N/A N/A N/A <10
300 160 N/A N/A <2.0 N/A N/A N/A N/A 39
300 170 N/A N/A <2.0 N/A N/A N/A N/A 33
1800 230 N/A N/A <2.0 N/A N/A N/A N/A 23
270 60 N/A N/A <2.0 N/A N/A N/A N/A 15
110 53 N/A N/A <2.0 N/A N/A N/A N/A 24
630 120 N/A N/A <2.0 N/A N/A N/A N/A 39
Thallium Zinc
µg/L µg/L
0.24 50
200.8 200.7
Tables - Page 34
Table 6 - Surface Water Analytical Results
Notes:
1.Analytical parameter abbreviations:
Temp. = Temperature
DO = Dissolved oxygen
Cond. = Specific conductivity
ORP = Oxidation reduction potential
TDS = Total dissolved solids
TSS = Total suspended solids
TOC = Total organic carbon
TOX = Total organic halides
2.Units:
˚C = Degrees Celsius
SU = Standard Units
mV = millivolts
µmhos/cm = micromhos per centimeter
NTU = Nephelometric Turbidity Unit
mg/L = milligrams per liter
µg/L = micrograms per liter
CaCO3 = calcium carbonate
3.N/A = Not applicable
4.NE = Not established
5.Highlighted values indicate values that exceed the 15A NCAC 2B Standard
6.Analytical results with "<" preceding the result indicates that the parameter was not detected at a
concentration which attains or exceeds the laboratory reporting limit.
Tables - Page 35
Table 7 - Seep Analytical Results
Analytical Parameter Temp.Cond.pH Aluminum Antimony Arsenic Barium Boron Cadmium Calcium COD Chloride Chromium Copper Flow Fluoride
Units ˚F µmhos/cm SU mg/L µg/L µg/L mg/L mg/L µg/L mg/L mg/L mg/L µg/L µg/L MGD mg/L
15A NCAC 02B .0200 Surface Water Quality Standard NE NE 6.0 - 9.0 0.087 5.6 10 1 NE 2 NE NE NE 50 7 N/A 2
Site Name EPA 200.7 EPA 200.8 EPA 200.8 EPA 200.7 EPA 200.7 EPA 200.8 EPA 200.7 HACH 8000 EPA 300.0 EPA 200.8 EPA 200.8 N/A EPA 300.0
S-1 68.2 51 6.7 0.197 < 1 < 1 0.018 < 0.05 < 1 3.26 < 20 4.9 < 1 < 1 0.0646 < 1
S-2 74 575 7 0.225 < 1 < 1 0.047 0.43 < 1 71.7 < 20 4 < 1 < 1 0.2004 < 1
S-3 75.5 880 5.8 4.5 < 1 5.51 0.052 0.192 < 1 115 < 20 18 < 1 1.24 0.0582 < 1
S-4 64.9 448 7 0.03 < 1 28.6 0.097 0.567 < 1 55 < 20 18 < 1 < 1 0.0129 < 1
S-5 61.3 55 5.6 0.168 < 1 < 1 0.024 < 0.05 < 1 1.02 < 20 1.8 < 1 < 1 0.0014 < 1
S-6 62.3 411 6.5 0.121 < 1 < 1 0.054 0.953 < 1 50.1 < 20 49 < 1 < 1 0.0323 < 1
S-7 67.7 54 6.2 0.108 < 1 < 1 0.027 0.052 < 1 2.32 < 20 7.4 < 1 < 1 0.0078 < 1
S-8 68.1 40 6.4 0.099 < 1 < 1 0.019 < 0.05 < 1 2.18 < 20 2.7 < 1 < 1 < 0.0129 < 1
S-9 62.4 118 5.9 0.013 < 1 < 1 0.03 < 0.05 < 1 7.22 < 20 14 < 1 < 1 0.0013 < 1
S-10 74.4 335 6.7 0.011 < 1 334 0.169 0.222 < 1 140 < 20 8.7 < 1 < 1 0.0004 < 1
S-11 73.6 713 6.6 0.169 < 1 104 0.108 0.314 < 1 113 < 20 25 < 1 < 1 0.0025 < 1
S-12 15.8 111 6.5 0.102 < 1 < 1 0.021 0.366 < 1 6.92 < 20 10 < 1 < 1 0.0003 < 1
S-17 16.7 178 5.15 0.902 < 1 < 1 0.065 0.153 < 1 19.4 < 20 3.7 < 1 < 1 0.0017 < 1
S-18 17.7 606 6.3 0.209 < 1 < 1 0.024 0.722 < 1 92 < 20 4.4 < 1 < 1 0.0046 < 1
S-19 13.3 312 6.4 0.07 < 1 < 1 0.04 < 0.063 < 1 43.6 < 20 5.6 < 1 < 1 0.0009 < 1
S-19a 15.8 526 6.8 0.22 < 1 < 1 0.089 0.138 < 1 73.4 < 20 5.5 < 1 < 1 0.0005 < 0.1
Tables - Page 36
Table 7 - Seep Analytical Results
Analytical Parameter
Units
15A NCAC 02B .0200 Surface Water Quality Standard
Site Name
S-1
S-2
S-3
S-4
S-5
S-6
S-7
S-8
S-9
S-10
S-11
S-12
S-17
S-18
S-19
S-19a
Hardness Iron Lead Magnesium Manganese Mercury Molybdenum Nickel Oil and Grease Selenium Sulfate TDS Thallium TSS Zinc
mg/L (CaCO3)mg/L µg/L mg/L mg/L µg/L µg/L µg/L mg/L µg/L mg/L mg/L µg/L mg/L mg/L
100 1 25 NE 200 0.012 160 25 see note 3 5 250 500 0.24 NE 50
EPA 200.7 EPA 200.7 EPA 200.8 EPA 200.7 EPA 200.7 EPA 245.1 EPA 200.8 EPA 200.8 EPA 1664B EPA 200.8 EPA 300.0 SM2540C EPA 200.8 SM2540D EPA 200.7
15 0.327 < 1 1.67 0.01 < 0.05 < 1 < 1 < 5 < 1 2.3 42 < 0.2 < 5 < 0.005
281 3.33 < 1 24.8 2.73 < 0.05 < 1 9.01 < 5 < 1 190 400 < 0.2 12 < 0.005
402 6.88 < 1 28.2 7.43 < 0.05 6.94 59.3 < 5 < 1 400 700 0.718 19 0.113
190 1.94 < 1 12.8 2.46 < 0.05 2.44 < 1 < 5 < 1 90 300 < 0.2 < 5 < 0.005
4.56 0.197 < 1 0.49 0.007 < 0.05 < 1 < 1 < 5 < 1 1.8 34 < 0.2 12 < 0.005
161 0.347 < 1 8.6 1.7 < 0.05 < 1 1.82 < 5 < 1 63 280 < 0.2 11 < 0.005
12.8 0.236 < 1 1.71 0.048 < 0.05 < 1 < 1 < 5 < 1 < 1 41 < 0.2 < 5 < 0.005
9.16 0.167 < 1 0.904 < 0.005 < 0.05 < 1 < 1 < 5 < 1 1.2 36 < 0.2 < 5 < 0.005
30.8 0.694 < 1 3.11 0.3 < 0.05 < 1 1.45 < 5 < 1 < 1 69 < 0.2 < 5 < 0.005
405 6.8 < 1 13.2 2.48 < 0.05 29.2 < 1 < 5 < 1 290 620 < 0.2 5 < 0.005
326 2.01 < 1 10.7 2.4 < 0.05 34.7 10.4 < 5 < 1 240 520 < 0.2 6 < 0.005
25.2 0.04 < 1 1.92 0.076 < 0.05 < 1 < 1 < 5 1 30 61 < 0.2 < 5 < 0.005
71.9 0.917 < 1 5.74 0.04 < 0.05 < 1 < 1 < 5 1.64 44 110 < 0.2 60 < 0.005
354 1.41 < 1 30.2 3.08 < 0.05 < 1 24.3 < 5 < 1 290 490 0.456 11 0.016
181 0.145 < 1 17.6 0.095 < 0.05 < 1 < 1 < 5 < 1 27 190 < 0.2 < 5 0.006
298 2.64 < 1 27.8 5.14 < 0.05 < 1 8.94 < 5 < 1 110 340 < 0.2 < 20 0.015
Tables - Page 37
Table 7 - Seep Analytical Results
Notes:
1.Analytical parameter abbreviations:
Temp. = Temperature
Cond. = Specific conductivity
TDS = Total dissolved solids
TSS = Total suspended solids
2.Units:
˚C = Degrees Celsius
SU = Standard Units
µmhos/cm = micromhos per centimeter
mg/L = milligrams per liter
µg/L = micrograms per liter
CaCO3 = calcium carbonate
3.Take the lowest LC50 available for the particular type of OG you have (or similar OG)
and multiply it by a safety factor of 0.01 to obtain the criteria
4.N/A = Not applicable
5.NE = Not established
6.Flow measurements and analytical samples were collected on July 7, 9, and 22, 2014.
7.The analytical sample at S-8 was collected on July 7, 2014. The flow at S-8 was measured on July 22, 2014. The flow
measurements and analytical samples at all other locations were collected on the same date.
8.Flow measurements and analytical samples for S-12, S-18, S19, and S-19A were collected on November 10, 2014.
9.Highlighted values indicate values that exceed the 15A NCAC 2B Standard
10.Analytical results with "<" preceding the result indicates that the parameter was not detected at a concentration which attains or
exceeds the laboratory reporting limit
Tables - Page 38

TABLE 8 – ENVIRONMENTAL EXPLORATION AND SAMPLING PLAN - CLIFFSIDE STEAM STATION
Exploration
Area Soil Borings Shallow Monitoring Wells Deep Monitoring Wells Bedrock Monitoring Wells Water Supply Wells Surface Water/Sediment
Boring IDs Quantity
Estimated
Boring
Depth
(ft bgs)
Well IDs Quantity
Estimated
Well Depth
(ft bgs)
Screen
Length
(ft)
Well IDs Quantity
Estimated
Casing
Depth
(ft bgs)
Estimated
Well
Depth
(ft bgs)
Screen
Length
(ft)
Well IDs Quantity
Estimated
Casing
Depth
(ft bgs)
Estimated
Well
Depth
(ft bgs)
Screen
Length
(ft)
Well IDs Quantity Quantity of
Locations
Quantity of
Samples
Unit 5
Inactive Ash
Basin
U5-1 through
U5-8 8 40-90
U5-1S through
U5-8S, U5-
2SL, U5-7SL
10 15-70 10-15 U5-1D through U5-
8D 8 25-75 40-90 5 N/A N/A N/A N/A N/A N/A N/A 1 2
Units 1-4
Inactive Ash
Basin
IB-1 through
IB-4 4 55-105
IB-1S through
IB-4S, IB-2SL,
IB-4SL
6 30-90 10-15 IB-1D through IB-4D 4 40-90 55-105 5 N/A N/A N/A N/A N/A N/A N/A N/A N/A
Active Ash
Basin
AB-1 through
AB-6 6 65-115
AB-1S through
AB-6S, AB-
3SL, AB-4SL
8 40-100 10-15 AB-1D through AB-
6D 6 50-100 65-115 5 AB-6BR 1 70-140 120-190 5 N/A N/A 3 6
Ash Storage
Areas
AS-1 through
AS-7 7 55-105 AS-1S through
AS-7S 7 30-60 10-15 AS-1D through AS-
7D 7 40-90 55-105 5
AS-5BR,
AS-6BR,
AS-7BR
3 60-110 110-160 5 N/A N/A N/A N/A
Beyond
Waste
Boundary
MW -21, MW-
22, GWA-1
through
GWA-6,
GWA-10
through
GWA-14,
GWA-20
through
GWA-33
27 50-95
GWA-1S
through GWA-
6S, GWA-10S
through GWA-
14S, GWA-
20S through
GWA-33S
25 20-50 10-15
GWA-1D through
GWA-6D, GWA-10D
through GWA-14D,
GWA-20D through
GWA-33D
25 30-80 45-95 5
MW -21BR,
MW -22BR,
GWA-
28BR
through
GWA-
33BR
8 50-105 100-155 5 N/A N/A 25
23 seeps

2 surface
water

25 sediment

Unit 5
Inactive Ash
Basin
Compliance
Boundary 6
MW -30, MW-
32, MW-34,
MW -36, MW-
38, MW-40,
MW -42
7 45-95
MW -30S, MW-
32S, MW-34S,
MW -36S, MW-
38S, MW-40S,
MW -42S
7 20-50 10-15
MW -30D, MW -32D,
MW -34D, MW -36D,
MW -38D, MW -40D,
MW -42D
7 30-80 45-95 7 MW -32BR 1 50-100 100-150 5 N/A N/A N/A N/A
Background BG-1 and
BG-2 2 55-105 BG-1S and
BG-2S 2 30-50 10-15 BG-1D and BG-2D 2 40-90 55-105 5 BG-1BR 1 50-100 100-150 5 N/A N/A 1
1 surface
water
1 sediment

Notes:
1. Estimated boring and well depths based on data available at the time of Work Plan preparation and subject to change based on site-specific conditions in the field.
2. Laboratory analyses of soil, ash, groundwater, and surface water samples will be performed in accordance with the constituents and methods identified in Tables 9 and 10.
3. Additionally, soils will be tested in the laboratory to determine grain size (with hydrometer), specific gravity, and permeability.
4. During drilling operations, downhole testing will be conducted to determine in-situ soil properties such as horizontal and vertical hydraulic conductivity.
5. Actual number of field and laboratory tests will be determined in field by Field Engineer or Geologist.
6. Unit 5 Inactive Ash Basin Compliance Boundary monitoring wells MW-30S/D and MW-32S/D are considered to be background locations.

Tables - Page 39

TABLE 9. SOIL AND ASH PARAMETERS AND CONSTITUENT ANALYTICAL METHODS
INORGANIC COMPOUNDS UNITS METHOD
Antimony mg/kg EPA 6020A
Arsenic mg/kg EPA 6020A
Barium mg/kg EPA 6010C
Boron mg/kg EPA 6010C
Cadmium mg/kg EPA 6020A
Chloride mg/kg EPA 9056A
Chromium mg/kg EPA 6010C
Copper mg/kg EPA 6010C
Iron mg/kg EPA 6010C
Lead mg/kg EPA 6020A
Manganese mg/kg EPA 6010C
Mercury mg/kg EPA Method 7470A/7471B
Nickel mg/kg EPA 6010C
pH SU EPA 9045D
Selenium mg/kg EPA 6020A
Thallium (low level) (SPLP Extract only) mg/kg EPA 6020A
Zinc mg/kg EPA 6010C
Notes:
1. Soil samples to be analyzed for Total Inorganics using USEPA Methods 6010/6020 and pH
using USEPA Method 9045, as noted above.
2. Ash samples to be analyzed for Total Inorganics using USEPA Methods 6010/6020 and pH
using USEPA Method 9045; select ash samples will also be analyzed for leaching potential
using SPLP Extraction Method 1312 in conjunction with USEPA Methods 6010/6020. SPLP
results to be reported in units of mg/L for comparison to 2L Standards.

Tables - Page 40

TABLE 10 – GROUNDWATER, SURFACE WATER, AND SEEP PARAMETERS AND
CONSTITUENT ANALYTICAL METHODS
PARAMETER RL UNITS METHOD
FIELD PARAMETERS
pH NA SU Field Water Quality Meter
Specific Conductance NA mmho/cm Field Water Quality Meter
Temperature NA ºC Field Water Quality Meter
Dissolved Oxygen NA mg/L Field Water Quality Meter
Oxidation Reduction Potential NA mV Field Water Quality Meter
Turbidity NA NTU Field Water Quality Meter
Ferrous Iron NA mg/L Field Test Kit
INORGANICS
Aluminum 5 µg/L EPA 200.7 or 6010C
Antimony 1 µg/L EPA 200.8 or 6020A
Arsenic 1 µg/L EPA 200.8 or 6020A
Barium 5 µg/L EPA 200.7 or 6010C
Beryllium 1 µg/L EPA 200.8 or 6020A
Boron 50 µg/L EPA 200.7 or 6010C
Cadmium 1 µg/L EPA 200.8 or 6020A
Chromium 1 µg/L EPA 200.7 or 6010C
Cobalt 1 µg/L EPA 200.8 or 6020A
Copper 0.005 mg/L EPA 200.7 or 6010C
Iron 10 µg/L EPA 200.7 or 6010C
Lead 1 µg/L EPA 200.8 or 6020A
Manganese 5 µg/L EPA 200.7 or 6010C
Mercury (low level) 0.012 µg/L EPA 245.7 or 1631
Molybdenum 5 µg/L EPA 200.7 or 6010C
Nickel 5 µg/L EPA 200.7 or 6010C
Selenium 1 µg/L EPA 200.8 or 6020A
Strontium 5 µg/L EPA 200.7 or 6010C
Thallium (low level) 0.2 µg/L EPA 200.8 or 6020A
Vanadium (low level) 0.3 mg/L EPA 200.8 or 6020A
Zinc 5 µg/L EPA 200.7 or 6010C
ANIONS/CATIONS
Alkalinity (as CaCO3) 20 mg/L SM 2320B
Bicarbonate 20 mg/L SM 2320
Calcium 0.01 mg/L EPA 200.7
Carbonate 20 mg/L SM 2320
Chloride 0.1 mg/L EPA 300.0 or 9056A
Magnesium 0.005 mg/L EPA 200.7
Nitrate as Nitrogen 0.023 mg-N/L EPA 300.0 or 9056A
Potassium 0.1 mg/L EPA 200.7
Sodium 0.05 mg/L EPA 200.7
Sulfate 0.1 mg/L EPA 300.0 or 9056A
Sulfide (as H2S) 5 0.05 mg/L SM4500S-D
Total Dissolved Solids 25 mg/L SM 2540C
Total Organic Carbon 0.1 mg/L SM 5310
Total Suspended Solids 2 mg/L SM 2450D
ADDITIONAL GROUNDWATER CONSTITUENTS
Iron Speciation (Fe(II), Fe(III) Vendor Specific µg/L IC-ICP-CRC-MS
Manganese Speciation (Mn(II), Mn(IV) Vendor Specific µg/L IC-ICP-CRC-MS
Notes:
1. Select constituents will be analyzed for total and dissolved concentrations.
2. RL is the laboratory analytical method reporting limit.
3. NA indicates not applicable.
4. Following wells to be sampled for Total Combined Radium: MW -11D and BG-3S/D. DWR regional office will be consulted to
determine if additional wells are to be sampled.
5. Sulfide (as H2S) will be analyzed for groundwater samples only.
6. All EPA methods and RLs are at or below the respective 2L or 2B Standard for constituents with standards.
Tables - Page 41

Appendix A
Notice of Regulatory Requirements Letter from
John E. Skvarla, III, Secretary, State of North
Carolina, to Paul Newton, Duke Energy, dated
August 13, 2014.

A-1
A-2
A-3
A-4
A-5
A-6
A-7
A-8
A-9
A-10
A-11
A-12
A-13
A-14

Appendix B
Review of Groundwater Assessment Work
Plan Letter from S. Jay Zimmerman, Chief,
Water Quality Regional Operations Section,
NCDENR, To Harry Sideris, Duke Energy,
dated November 4, 2014.

B-1
B-2
B-3
B-4
B-5
B-6
B-7
B-8
B-9
B-10
B-11
B-12