HomeMy WebLinkAboutAsheville GW Assessment Rev 1Proposed Groundwater Assessment Work Plan Revision 1: December 2014
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Table of Contents
SECTION PAGE
Executive Summary
1.0 Introduction ..................................................................................................................... 1
2.0 Site Information .............................................................................................................. 5
2.1 Plant Description ........................................................................................................ 5
2.2 Ash Basin Description ............................................................................................... 5
2.3 Regulatory Requirements ......................................................................................... 6
3.0 Receptor Information ..................................................................................................... 8
4.0 Regional Geology and Hydrogeology ...................................................................... 10
5.0 Initial Conceptual Site Model .................................................................................... 12
5.1 Physical Site Characteristics ................................................................................... 12
5.2 Source Characteristics ............................................................................................. 14
5.3 Hydrogeologic Site Characteristics ....................................................................... 16
6.0 Environmental Monitoring ......................................................................................... 21
6.1 Compliance Monitoring Well Groundwater Analytical Results ...................... 21
6.2 Preliminary Statistical Evaluation Results ........................................................... 22
6.3 Additional Site Data ................................................................................................ 23
7.0 Assessment Work Plan................................................................................................. 25
7.1 Subsurface Exploration ........................................................................................... 25
7.1.1 Ash and Soil Borings ......................................................................................... 27
7.1.2 Groundwater Monitoring Wells ...................................................................... 32
7.1.2.1 Background Wells ..................................................................................... 34
7.1.2.2 Ash Basins .................................................................................................. 35
7.1.2.3 Downgradient Assessment Areas ........................................................... 35
7.1.3 Well Completion and Development ............................................................... 36
7.1.4 Hydrogeologic Evaluation Testing .................................................................. 38
7.2 Ash Pore Water and Groundwater Sampling and Analysis.............................. 39
7.3 Surface Water, Sediment, and Seep Sampling ..................................................... 41
7.3.1 Surface Water Samples ...................................................................................... 42
7.3.2 Sediment Samples .............................................................................................. 42
7.3.3 Seep Samples ...................................................................................................... 42
7.4 Field and Sampling Quality Assurance/Quality Control Procedures .............. 43
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7.4.1 Field Logbooks ................................................................................................... 43
7.4.2 Field Data Records ............................................................................................. 43
7.4.3 Sample Identification ......................................................................................... 44
7.4.4 Field Equipment Calibration ............................................................................ 44
7.4.5 Sample Custody Requirements ........................................................................ 45
7.4.6 Quality Assurance and Quality Control Samples ......................................... 47
7.4.7 Decontamination Procedures ........................................................................... 47
7.5 Influence of Pumping Wells on Groundwater System ....................................... 48
7.6 Site Conceptual Model ............................................................................................ 48
7.7 Site-Specific Background Concentrations............................................................. 50
7.8 Groundwater Fate and Transport Model ............................................................. 50
7.8.1 MODFLOW/MT3D Model ................................................................................ 51
7.8.2 Development of Kd Terms ............................................................................... 52
7.8.3 MODFLOW/MT3D Modeling Process ............................................................ 55
7.8.4 Hydrostratigraphic Layer Development ........................................................ 56
7.8.5 Domain of Conceptual Groundwater Flow Model ....................................... 57
7.8.6 Potential Modeling of Groundwater Impacts to Surface Water ................. 57
8.0 Risk Assessment ............................................................................................................ 60
8.1 Human Health Risk Assessment ........................................................................... 60
8.1.1 Site-Specific Risk-Based Remediation Standards .......................................... 61
8.2 Ecological Risk Assessment .................................................................................... 63
9.0 CSA Report ..................................................................................................................... 66
10.0 Proposed Schedule........................................................................................................ 68
11.0 References ....................................................................................................................... 69
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List of Figures
Figure 1 - Site Location Map
Figure 2 - Site Layout Map
Figure 3 - Geology Map
Figure 4 - Water Level Map - July 2014
Figure 5 - Proposed Monitoring Well and Sample Location Map
List of Tables
Table 1- Groundwater Monitoring Requirements
Table 2 - Exceedances of 2L Standards
Table 3 - Groundwater Analytical Results
Table 4 - Surface Water Analytical Results
Table 5 - Seep Analytical Results
Table 6 - Environmental Exploration and Sampling Plan
Table 7- Soil, Sediment and Ash Parameters and Constituent Analytical Methods
Table 8 - Ash Pore Water, Groundwater, Surface Water, and Seep Parameters and
Constituent Analytical Methods
List of Appendices
Appendix A - NCDENR Letter of August 13, 2014
Appendix B - Excerpts from Prior Assessment Documentation
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EXECUTIVE SUMMARY
Duke Energy Progress, Inc. (Duke Energy), owns and operates the Asheville Steam
Electric Plant (Asheville Plant), located near Asheville, in Buncombe County, North
Carolina. The coal ash from the coal combustion process was placed in the Plant’s ash
basin, which is permitted by the North Carolina Department of Environment and
Natural Resources (NCDENR) Division of Water Resources (DWR) under the National
Pollution Discharge Elimination System.
Duke Energy has performed voluntary groundwater monitoring around the ash basins
from December 2006 until May 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 November
2010. 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.
In a Notice of Regulatory Requirements (NORR) letter dated August 13, 2014, the DWR
requested that Duke Energy prepare a Groundwater Assessment Plan to identify the
source and cause of contamination, any imminent hazards to public health and safety
and actions taken to mitigate them, and all receptors and significant exposure
pathways. In addition, the plan should determine the horizontal and vertical extent of
soil and groundwater contamination and all significant factors affecting contaminant
transport and the geological and hydrogeological features influencing the movement,
chemical, and physical character of the contaminants.
The following plan includes;
Implementation of a receptor survey to identify water supply wells, public water
supplies, surface water bodies, and wellhead protection areas (if present) within
a 0.5 mile radius of the Asheville Plant compliance boundary;
Installation of borings within the ash basins for chemical and geotechnical
analysis of residuals and in-place soils;
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Installation of soil borings;
Installation of monitoring wells;
Collection and analysis of groundwater and ash pore water samples from
existing site wells and newly installed monitoring wells;
Collection and analysis of surface water, seep, and sediment samples;
Statistical evaluation of groundwater analytical data; and
Development of a groundwater model to evaluate the long term fate and
transport of constituents of concern in groundwater associated with the ash
basins.
Conduct a screening level human health and ecological risk assessment. This
assessment will include the preparation of a conceptual exposure model
illustrating potential pathways from the source to possible receptors.
The information obtained through this Work Plan will be utilized to prepare a
Comprehensive Site Assessment (CSA) report in accordance with the NORR and the
Coal Ash Management Act (CAMA). During the CSA process, if additional
investigations are required, NCDENR will be notified.
This Groundwater Assessment Work Plan Revision 1 was prepared in response to
comments provided to Duke Energy by the NCDENR, in a letter dated November 4,
2014, in regards to the Groundwater Assessment Work Plan submitted to NCDENR in
September, 2014, and subsequent meetings among Duke Energy, SynTerra and
NCDENR. The revised work plan addresses the general and site specific comments for
the Asheville Plant including;
Attempting to locate two wells at off property locations to provide additional
assessment of the southern property boundary (Bear Leah Trail and New
Rockwood Road).
Moving the anticipated well “AW-4D” from its originally proposed location near
GW-4 closer to the area of seepage below the 1982 basin dam (new designation
MW-6/S/D/BR).
Moving the anticipated well “AW-22D” near PZ-22 to be located hydraulically
downgradient of CB-3R and upgradient of the CB-4 well pair (new designation
MW-5S/D/BR).
The addition of 5 well clusters along the French Broad River.
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Collecting seep, surface water, and sediment samples from 20 locations below
the ash basins and along the French Broad River, including one background
location.
Two additional borings within the ash basins.
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1.0 INTRODUCTION
Duke Energy Progress, Inc. (Duke Energy), owns and operates the Asheville Steam
Electric Plant (Asheville Plant), located near Asheville, in Buncombe County, North
Carolina (Figure 1). The Asheville Plant began commercial operation in the 1960s, with
additions in the 1990s and around 2000, and consists of two coal-fired units that
primarily use bituminous coal. In addition to the coal-fired units, the Plant also has two
combustion turbines.
Coal combustion products (CCP) have been managed in the Plant’s on-site ash basins
and used as beneficial fill at the nearby Asheville Airport. The individual ash basins are
shown on 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 Pollution Discharge Elimination System
(NPDES). The ash basins are referred to as “ash ponds” within the NPDES permit.
Duke Energy has performed voluntary groundwater monitoring around the ash basins
from December 2006 until May 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 November
2010. 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
Groundwater monitoring has been performed in accordance with the conditions of
NPDES Permit #NC0000396 beginning in November 2010. The current groundwater
compliance monitoring plan for the Asheville Plant includes the sampling of 11 wells.
These 11 wells include two background wells and nine downgradient wells.
The compliance boundary for the Plant is defined in accordance with NCAC Title 15A
Chapter 02L.0107(a) (T15 A NCAC 02L .0107(a)) as being established at either 500 feet
from the waste boundary or at the property boundary, whichever is closest.
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In a Notice of Regulatory Requirements (NORR) letter dated August 13, 2014, the DWR
of the NCDENR requested that Duke Energy prepare a Groundwater Assessment Plan
to conduct a Comprehensive Site Assessment (CSA) in accordance with 15A NCAC 02L
.0106(g) to address groundwater constituents detected at concentrations greater than 2L
Standards at the compliance boundary. A copy of the DWR letter is provided in
Appendix A.
The Coal Ash Management Act (CAMA) 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
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.
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(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.
SynTerra has prepared this Proposed Groundwater Assessment Work Plan (Revision 1)
on behalf of Duke Energy to fulfill the DWR letter request, to satisfy the requirements of
NC Senate Bill 729 as ratified August 2014 and to address the NCDENR review of the
work plan dated November 4, 2014, and subsequent meetings among Duke Energy,
SynTerra, and NCDENR.
The purpose of the work plan is to provide 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;
(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;
The time frame mandated by the 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
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investigation. The mandated 180-day time frame may prevent this approach
from being utilized; and
The 180-day time frame will limit the number of sampling events that can be
performed after well installation and prior to report production.
The information obtained through this Work Plan will be utilized to prepare a CSA
report in accordance with the requirements of the NORR and CAMA. In addition to the
components listed above, a human health and ecological risk assessment will be
conducted. This assessment will include the preparation of a conceptual site model
illustrating potential pathways from the source to possible receptors.
During the CSA process if additional investigations are required, NCDENR, will be
notified.
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2.0 SITE INFORMATION
2.1 Plant Description
The Asheville Plant began commercial operation in the 1960s, with additions in the
1990s and around 2000, and consists of two coal-fired units that primarily use
bituminous coal. Additionally, the Plant also has two combustion turbines. Ash
generated from coal combustion has been stored on-site in the ash basins and is also
used as beneficial fill at the nearby Asheville Airport. The on-site ash basins are
encircled within the waste boundary and 500-foot compliance boundary shown on
Figure 2.
Lake Julian was built for cooling water by damming the flow of Powell Creek on the
north side of the Plant. A large portion of Lake Julian borders the east side of the Plant
site. Surface water from the French Broad River is also pumped into Lake Julian as a
supplemental water supply. The water from the French Broad River enters a stilling
area of the lake on the north side of the Plant. Heated water is discharged back into
Lake Julian to the east of the Plant. The French Broad River borders the west side of the
property and flows south to north. Powell Creek also flows south to north prior to
formation of Lake Julian. Powell Creek flows east to west from the Lake Julian Dam to
the French Broad River.
2.2 Ash Basin Description
The ash basins are an integral part of the Plant’s wastewater treatment system and have
historically been used primarily to retain and settle ash sluice water generated from coal
combustion at the Asheville Plant. Both basins are located south of the Plant and east of
I-26 and the French Broad River. Collectively the ash basins consist of approximately 78
acres and contain 3,010,000 tons of CCP waste (Duke Energy October 31, 2014). The
basins are referenced using the date of construction: 1964 and 1982. The ash basin
locations are indicated on Figure 2.
Ash historically generated from coal combustion was stored on-site in the ash basins or
ash basin area via sluicing. No other types of waste are believed to have been placed in
the ash basins other than permitted infrequent low volume wastes. According to Duke,
ash has not been stored or placed elsewhere on or near the site other than possible de
minimis quantities at unknown locations.
The original 1964 ash basin was built during Plant construction. In 1971 the height and
width of the 1964 ash basin dam was increased. The height was increased more than 25
feet, from an elevation of 2125.0 to 2157.5 feet mean sea level (MSL). The width of the
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dam was extended further to the south, to the rock knoll that currently separates the
1964 basin dam from the 1982 basin dam.
During the late 1970’s the 1964 basin was nearing capacity and plans to construct the
current 1982 ash basin were developed. The 1982 basin was built with a toe drain
system that is monitored by two weirs combined in one outfall structure located at the
base of the dam. Removal of ash from the 1982 basin and reuse as structural fill at the
Asheville Airport began in approximately 2007. During the fall of 2012, the eastern side
of the 1982 basin was dewatered to complete the removal of ash in the area.
Dewatering the western side began in 2013 and removal of ash from the western side is
on-going. New ash is being generated daily and is being dewatered in concrete lined
basins located on a portion of the 1964 ash basin.
Air emissions reduction scrubbers were added to the site in 2005. A physical and
chemical wastewater treatment system was built to remove metals from the scrubber
water. The discharge from the scrubber wastewater treatment system flows through a
series of engineered wetlands for additional treatment (metals precipitation) prior to
discharge through an internal NPDES outfall 005. The engineered treatment wetlands
were constructed over an area of the 1964 pond. The treatment wetlands basins are
lined. The layout of the engineered treatment wetlands and the internal 005 outfall are
shown on Figure 2.
2.3 Regulatory Requirements
The NPDES program regulates wastewater discharges to surface waters. The Asheville
Plant is permitted to discharge wastewater under NPDES Permit NC0000396. The
permit authorizes discharge of coal ash transport water, coal pile runoff, storm water
runoff, various low volume wastes (such as boiler blowdown, backwash from the water
treatment processes, ash hopper seal water, Plant drains), air preheater cleaning water
and chemical metal cleaning wastewater via NPDES Outfall 001 to the French Broad
River.
The NPDES permitting program requires that permits be renewed every five years. The
most recent NPDES permit renewal for the Asheville Plant became effective on January
1, 2006, and expired December 31, 2010. A new permit application is pending. In
accordance with the NPDES program, groundwater monitoring is also required. These
monitoring requirements are provided in Table 1.
The compliance boundary for groundwater quality at the Asheville Plant ash basins 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
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the waste. The location of the ash basin compliance monitoring wells, the ash basin
waste boundary, and the compliance boundary are shown on Figure 2.
The current compliance boundary monitoring system for the Asheville Plant includes
two upgradient wells and nine side-gradient and downgradient compliance wells. The
locations of the monitoring wells, the waste boundary, and the compliance boundary
are shown on Figure 2.
Monitoring wells CB-1 and CB-9 have been used to represent background groundwater
quality east and north of the ash basins, respectively. Nine monitoring wells are located
in side-gradient and downgradient positions along the compliance boundary.
Background well CB-9 and compliance boundary well CB-3R were installed in October
2012. CB-9 was installed to provide additional background groundwater quality data
and CB-3R was installed as a replacement for well CB-3 to reflect the revised
compliance boundary.
Background well CB-1 and compliance boundary wells GW-1, CB-2, CB-3R, CB-4, and
background well CB-9 were installed as transition zone wells. Compliance boundary
wells CB-4B and CB-8 were installed as bedrock wells. CB-4B was paired with CB-4 to
monitor the vertical head gradient in the area. Shallow wells CB-5, CB-6, and CB-7
were installed along the French Broad River within alluvial deposits.
In accordance with the current NPDES permit, the monitoring wells are sampled three
times per year in April, July, and November for the parameters listed below (Table 1).
The analytical results for the monitoring program are compared to the 2L Standards
and the site-specific background concentrations. A summary of the detected
concentration ranges through July 2014 for constituents detected at concentrations
greater than the 2L Standards is provided in Table 2.
TABLE 1 - NPDES Groundwater Monitoring Requirements
Well
Nomenclature Parameter Description Frequency
Monitoring
Wells GW-1,
CB-1, CB-2,
CB-3R, CB-4,
CB-4B, CB-5,
CB-6, CB-7,
CB-8, CB-9
Antimony Chromium Nickel Thallium
April, July,
November
Arsenic Copper Nitrate Water Level
Barium Iron pH Zinc
Boron Lead Selenium
Cadmium Manganese Sulfate
Chloride Mercury TDS
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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, SynTerra has conducted a receptor
survey to identify potential receptors including public and private water supply wells
(including irrigation wells and unused or abandoned wells) and surface water features
within a 0.5-mile radius of the Asheville Plant compliance boundary.
SynTerra presented the results of the receptor survey in two separate reports. The first
report submitted in September 2014 (Drinking Water Well and Receptor Survey) included
the results of a review of publicly available data from NCDENR Department of
Environmental Health, NC OneMap GeoSpatial Portal, DWR Source Water Assessment
Program online database, county geographic information system, Environmental Data
Resources, Inc. Records Review, the United States Geological Society National
Hydrography Dataset, as well as a vehicular survey along public roads located within
0.5 mile radius of the compliance boundary.
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The second report submitted in November 2014 (Supplement to Drinking Water Well and
Receptor Survey) supplemented the initial report with additional information obtained
from questionnaires sent to owners of property within the 0.5 mile radius of the
compliance boundary. The report included a sufficiently scaled map showing the ash
basin location, the facility property boundary, the waste and compliance boundaries, all
monitoring wells listed in the NPDES permit and the approximate location of identified
water supply wells. A table presented available information about identified wells
including the owner's name, address of well location with parcel number, construction
and usage data, and the approximate distance from the compliance boundary.
During the groundwater assessment, it is anticipated that additional information will
become available regarding potential receptors. During completion of the CSA,
SynTerra will update the receptor information, as necessary, in general accordance with
the CSA receptor survey requirements. If necessary, an updated receptor survey will be
submitted with the CSA report.
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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).
Geographically, the Asheville Plant is located in the Piedmont Mountain region of
North Carolina as described by LeGrand (2004). In general, the regional geology
consists of overburden, also referred to as regolith, and metamorphic bedrock. In
stream valleys, fluvial deposits, also referred to as alluvium, overlie the bedrock. The
metamorphic rock, primarily schist and gneiss, tends to be exposed on the ground
surface along topographic ridges, road cuts, and in stream or river valleys. Where the
metamorphic bedrock has been weathered into unconsolidated material (saprolite), silt,
sand and clay are found overlying the bedrock. The transition zone, or Partially
Weathered Rock (PWR), typically found above consolidated bedrock can be a
significant hydrogeologic feature in the system. Each of the four described flow zones
(alluvium, saprolite, transition zone, and bedrock) are present at the Asheville Plant and
further described in Section 5.0. Locally mapped geologic units relative to the Asheville
Plant are displayed on Figure 3.
At the surface, the regolith tends to be composed of a shallow soil zone where the relict
structure of the original bedrock material is no longer present. The soil zone transitions
downward into saprolite, which is still unconsolidated material, but has the visual
texture of the parent bedrock. Saprolite is generally composed of silt, sand, and clay
with a porosity ranging from 35 to 55 percent, making it a storage reservoir for
groundwater with good natural attenuation characteristics. Where the thickness of
saprolite is thin, or not present, the saturated zone may be entirely in fractured bedrock.
The consolidated nature of the bedrock limits the presence and transport of
groundwater to fractures interconnected with the ground surface or the overlying
regolith. In areas where the saprolite interface to competent bedrock is gradual, the
slightly weathered rock referred to as the 'transition zone' can be a significant zone of
groundwater transport. This transition zone is included in the lower portion of the
regolith.
The differences in the geologic settings, and natural variations in mineralogy, of the
monitoring well screened intervals will result in natural variations in groundwater
chemistry. The geology across the site varies from mica gneiss and garnet mica schist in
the upland areas (east of I-26) to alluvium along the French Broad River floodplain
(west of I-26).
The mica gneiss that underlies the majority of the site under the ash basins is described
at a number of locations as containing pyrite, chlorite and garnets. Mica schist is
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located in the vicinity of the compliance boundaries to the south and north of the site.
Background well CB-1 and compliance boundary wells GW-1, CB-2, CB-3R, CB-4 and
CB-4B are located within the garnet mica schist along the south side of the site.
Compliance boundary wells CB-5, CB-6 and CB-7 are located within the alluvium that
follows the flood plain of the French Broad River. Compliance boundary well CB-8 is
screened in the mica gneiss bedrock. The saprolite at this location is dry. CB-9 was
installed in an area previously mapped as mica gneiss; however, the cuttings observed
during well installation appeared to represent mica schist. This appears to be an
anomaly at the Site and does not correlate with the U.S Geological Survey 7.5 Minute
Quadrangle Map of Skyland (Figure 3). Cores collected from new monitoring well
installations will be lithologically classified to further evaluate this observation.
Understanding the lithology of this area and across the Plant provides important
context when evaluating background conditions and analytical data.
Compliance boundary background wells CB-1 and CB-9 are representative of upland
geology on the south and north sides of the property, with CB-1 being screened in
saprolite and CB-9 being screened in weathered bedrock. Three additional background
wells designated MW-10 (alluvium), AMW-3A (saprolite-transition zone) and AMW-3B
(bedrock) were installed during 2014 which increases the potential background
monitoring well network to a total of 5 wells.
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5.0 INITIAL CONCEPTUAL SITE MODEL
Information provided in this section forms the basis for the Initial Conceptual Site
Model (ICSM). The ICSM has been developed based upon regional and site-specific
data (e.g. site observations, topography, boring logs, well construction records, etc.).
The regional geologic and hydrogeologic framework is discussed in Section 4.0.
Existing information from routine compliance monitoring and voluntary monitoring is
summarized in Section 6.0. The ICSM has been developed to identify data gaps and to
optimize assessment data collection. The CSM will continue to be developed and
refined as discussed in Section 7.0.
The ICSM has been developed to identify data gaps and to optimize assessment 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 7.6.
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.
5.1 Physical Site Characteristics
Topography at the Asheville Plant ranges from an approximate high elevation of 2,180
feet above mean sea level (msl) near the north end of the Asheville Plant to an
approximate elevation of 2,040 feet msl along the French Broad River. Topography
generally slopes from an east to west direction with an elevation loss of approximately
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140 feet over an approximate distance of 0.4 miles. The ash basins are impounded by
two earthen dams. The 1964 dam is approximately 1,600 feet long with a dam height of
approximately 90 feet and the 1982 dam is approximately 1,300 feet long with a dam
height of approximately 90 feet. The combined ash basin area is approximately 78 acres
and currently contains approximately 3,010,000 million tons of CCP (Duke Energy
October 31, 2014).
The Asheville Plant is bordered to the east by Lake Julian, to the north by Powell Creek,
to the south by an unnamed tributary and to the west by the French Broad River.
Powell Creek flows south to north to the confluence of Lake Julian. Below the Lake
Julian dam, Powell Creek flows east to west to the confluence of the French Broad
River. The unnamed tributary located to the south of the Plant also flows east to west to
the confluence of the French Broad River. Both streams represent groundwater
discharge zones and flow into the French Broad River. The French Broad River flows
south to north.
Ash Basins
The 1964 ash basin was built between two rock ridges and covers two valleys located
between the ridges. The ridges form the northern and southern recharge boundaries
and the dammed valley between them forms the primary discharge zone for the system.
The estimated depth of the basin is assumed to be approximately the original relief of
the valley, or approximately 90 feet at its deepest point. The depth to bedrock under
the basin appears to vary significantly from as deep as 62 feet below land surface (bls)
at PZ-27 to 18 feet bls at PZ-17S. Historic documentation indicates weathered rock was
exposed during expansion of the dam and basin near PZ-17S.
Coal ash was disposed of in the 1964 ash basin from the mid 1960s through the early
1980s. The 1964 ash basin does not retain a permanent pool with the exception of the 3
acre unlined wastewater retention pond. An engineered wetlands was constructed
within the 1964 ash basin footprint to treat flue gas desulfurization process water. The
wetlands treatment units are lined. The 1964 ash basin covers approximately 45 acres
and contains approximately 2.3 million tons of ash (Coal Ash Excavation Plan, November
2014).
A second ash basin was constructed in 1982. The 1982 ash basin was also built between
two ridges and flooded two tributaries to the French Broad River. The toe drain system
for the dam is monitored at an outfall structure with two weirs. From the outfall
structure, the flow follows the former stream channel under the interstate to the French
Broad River. The estimated depth of the 1982 basin is assumed to be similar to the
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original topographic relief, approximately 20 to 55 feet deep. The depth to rock also
varies from being visible at the base of the ash harvesting work to 33 feet bls at PZ-25.
The 1982 ash basin received coal ash residue from 1982 through 2007 when an ash
harvesting program was developed. The 1982 ash basin was dewatered beginning in
2007 and is currently being excavated. Ash from this basin is transported to the
Asheville Regional Airport for a structural fill project under the Asheville Plant’s ash
reuse permit (Distribution of Residual Solids (503 Exempt) Permit Number
WQ0000020). As of September 30, 2014 the 1982 ash basin contained approximately 867
thousand tons of ash (Coal Ash Excavation Plan, November 2014). The 1982 ash basin
receives inflow from ash transport water, coal pile runoff, storm water runoff, and
various low volume wastes. Water in the basin is pumped to a rim ditch system and
treated prior to discharge to the French Broad River via permitted Outfall 001.
5.2 Source Characteristics
Ash in the basin consists of fly ash and bottom ash produced from 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. Smaller particles of ash, fly ash, are carried upward
in the flue gas and are captured by an air pollution control device. Approximately 70%
to 80% 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) in diameter. 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
generally 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, vanadium, and zinc
(EPRI 2009).
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In addition to these constituents, coal ash leachate can contain chloride, fluoride,
sulfate, and sulfide. In the US EPA’s Proposed Rules Disposal of Coal Combustion
Residuals From Electric Utilities Federal Register /Vol. 75, No. 118 / Monday, June 21,
2010, 35206, US 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 parameters for
detection monitoring, US EPA selected constituents that are present in coal combustion
residual, and would rapidly move through the subsurface and provide an early
detection as to whether contaminants were migrating from the landfill or ash basin.
In the 1998 Report to Congress Wastes from the Combustion of Fossil Fuels (US EPA
1998), EPA presented waste characterization data for CCP 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 complex. 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, it is believed that the effect of these processes are best
considered by determination of site-specific, soil-water distribution coefficient, Kd,
values as described in Section 7.8.2.
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 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 and over distance and
depth, increasing the difficulty of making specific predictions related to concentrations
of specific constituents.
Due to the complex nature of the geochemical environment and process in the ash
basin, SynTerra 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, seep
samples from around the basins, pore-water samples collected from piezometers within
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the ash basins (near the base of the ash basin), and groundwater samples collected from
monitoring wells as 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 are also complex due to 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 and along groundwater flow
paths. The mobility, retention, and transport of the constituents will vary by
constituent. As these processes are complex and are highly dependent on the mineral
composition of the soils, it may not be possible to determine with absolute certainty the
specific mechanisms that control 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 7.0.
As described in Section 7.0, samples will be collected to develop Kd terms for the
various hydrostratigraphic units encountered at the site. These Kd terms will be used
in the groundwater modeling, to predict concentrations of constituents at the
compliance boundary. In addition, physical material properties related to aquifer
geochemistry and fate and transport modeling will be collected as discussed in Section
7.1 to support the Kd information.
5.3 Hydrogeologic Site Characteristics
Based on a review of soil boring and monitoring well installation logs (ash basin
voluntary and compliance wells) provided by Duke Energy, subsurface stratigraphy at
the Asheville Plant consists of the following material types: fill, ash, alluvium, residual
soil, saprolite, PWR, and bedrock. Alluvium is present along the French Broad River on
the west side of the Plant and across I-26. Depths of surficial alluvial deposits have
been documented between 6.5 to 9 feet. In general, saprolite, PWR, and bedrock are
encountered on most areas of the site. Bedrock is encountered across the site ranging in
depth below ground surface from 8 feet on an upland gneiss ridge on the southern
extent of the site to 78 feet within a mica schist draw adjacent to Lake Julian on the
southeastern extent of the site. Bedrock was encountered at 40 feet below ground
surface on the northern extent of the property and 53 feet on the eastern extent of the
site. An objective of this assessment is to investigate the bedrock along the western
extent of the property and French Broad River. 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 silts and clays that were
borrowed from one area of the site and re-distributed to other areas.
Ash –Ash is only expected to be present within the ash basins.
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Alluvium – Alluvium is encountered along the French Broad River and
background locations adjacent to Lake Julian. Alluvium is unconsolidated soil
and sediment that has been eroded and re-deposited by streams and rivers.
Residual Soil– The soil that develops in-place and generally consists of red-
orange clay to light yellow brown silty sand. This 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 chemical weathering of igneous
and metamorphic rocks. Saprolite is characterized by the preservation of
structures that were present in the unweathered parent bedrock. This unit was
found in areas across the site and was described as light gray to orange and
brown course to fine sand, and sandy silt with mica and rock fragments.
Partially Weathered Rock – PWR occurs between the saprolite and bedrock and
contains saprolite and rock remnants. This unit was described as gray to brown
with alternating hard and soft with some clay and sandy silty.
Bedrock – Bedrock was encountered in borings completed around the western,
northern, and southeastern extents of the ash basin. Depth to top of bedrock
ranged from 8 to 78 feet below ground surface. Bedrock was described as mica
gneiss and mica schist.
The geology at the depth of the water table (the screened interval for most of the site
compliance boundary wells) varies across the site from being within the regolith (within
the saprolite), the transition zone between saprolite and competent bedrock, within the
upper bedrock, or within floodplain alluvial deposits.
Regolith is known for having a high capacity for groundwater storage, but the silts and
clays transmit water very slowly. Fractured bedrock has low storage capacity but can
transmit water very quickly. In some areas, a zone of partially weathered rock may
occur beneath the saprolite and over competent bedrock. The zone of partially
weathered rock is also referred to as the ‘transition zone’. The transition zone tends to
be sandy with coarse grained weathered rock fragments creating a significant
groundwater transport zone where present. The topography of the water table (the
depth to the saturated aquifer) tends to mirror the ground surface topography.
Topographic ridges and stream valleys, or topographic lows between ridges create
groundwater divides. The groundwater flow will follow the surface topography until
the water table intersects the ground surface in a spring, seep or stream.
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As discussed by LeGrand (2004), the French Broad River and its tributaries are regional
groundwater discharge zones for saprolite and bedrock aquifers. The French Broad
River is anticipated to be a hydrogeologic boundary to the west of the Plant site. The
Powell Creek drainage feature may also be a hydrogeologic boundary to the north side
of the site. The unnamed tributary located along the southern property line may create
a hydrogeologic boundary to the south of the site, and this hypothesis will be tested
during the groundwater flow model construction and calibration. Lake Julian is located
upgradient of the ash basin area and it, along with the Powell Creek drainage basin,
may form the eastern hydraulic boundary of the site. The groundwater flow model will
simulate these hypothesized potential boundary conditions for the site.
As further discussed by LeGrand (2004), groundwater moves continuously toward
streams where it discharges in small springs or seeps in draws or topographic
depressions. The path of groundwater is restricted by topography. Groundwater rarely
passes beneath a perennial stream to another groundwater flow system. Thus the
concept of local slope aquifer systems, or compartments, applies to the regional
geologic setting of the site. The high crests of the water table (recharge zones) in areas
near CB-9, PZ-26, CB-2, and PZ-17S/D, represent natural groundwater divides as do the
low lying stream discharge zones along the French Broad River, Powell Creek, and the
unnamed tributary south of the Plant. These localized hydrogeologic flow system
compartments tend to keep potential contaminant migration within the flow
compartment from which it originates. It is possible, although unusual, that isolated
bedrock fractures that receive recharge from one slope aquifer compartment could
extend beneath a boundary stream and intercept a fracture serving a well in a
neighboring slope aquifer compartment. Additional evaluation of the unnamed
tributary to the south of the Plant is proposed during this assessment and will
determine if this situation is occurring. This can occur when a pumping well pulls the
groundwater beyond its natural discharge zone.
Most of the compliance boundary wells are screened near the depth of the water table
within the saprolite or the transition zone with the exceptions being CB-4B, CB-8 and
CB-9. CB-4B is screened in the first water-bearing zone within the upper bedrock for
the purpose of determining the vertical hydraulic gradient at this well pair location.
There is a downward vertical head of approximately six feet from the lower saprolite
(CB-4 screened from 10-20 feet bgs) to the upper weathered bedrock (CB-4B screened
29-39 feet bgs) at this location.
At CB-8, the first occurrence of water is in fractured bedrock. Therefore, background
well CB-9 was installed in bedrock also to account for the natural variability in bedrock
conditions on the north side of the site.
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The general direction of groundwater flow is west, toward the French Broad River, with
localized variations as the water table mirrors surface topography as shown on Figure
4. The saturated saprolite aquifer feeds the underlying fractures within the upper
bedrock aquifer as evidenced by the downward vertical gradient observed in upland
well cluster CB-4/4B. The direction of groundwater flow in the upper bedrock aquifer is
also generally to the west, toward the French Broad River, with preferential flow paths
toward small tributaries and exposed outcrops along I-26 (localized discharge zones).
The average precipitation in the Asheville, NC area is approximately 48 inches per year.
Due to site topography and lower transmissivity rates for the saprolite aquifer, recharge
rates are estimated to be moderate to low.
Groundwater flow and transport at the Asheville Plant 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. As discussed by LeGrand (2004), the French Broad River and its tributaries
are groundwater discharge zones for both the saprolite and bedrock aquifer at the site.
The French Broad River creates a hydrogeologic boundary to the west of the Plant site.
The Powell Creek drainage feature creates a hydrogeologic boundary to the north side
of the site. The unnamed tributary located along the southern property line creates a
potential hydrogeologic boundary to the south of the site. Lake Julian is located
upgradient of the ash basins and it, along with the Powell Creek drainage basin, form
the eastern hydraulic boundary of the site.
Groundwater recharge in the Piedmont Mountain region 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
Asheville Plant, groundwater recharge is expected to occur on the eastern and southern
ridges around the ash basins where topography is higher. Groundwater is expected to
discharge into the French Broad River.
As part of previous studies at the site, aquifer tests for hydraulic conductivity of the ash,
saprolite, partially weathered rock and bedrock zones were conducted (Golder, May
2007). The mean hydraulic conductivity for the piezometers screened within ash was
8.94E-05 (cm/sec). The mean hydraulic conductivity for the piezometers screened
within the saprolite was 9.66E-05 (cm/sec). The mean hydraulic conductivity for the
piezometers screened within partially weathered bedrock was 1.31E-04 (cm/sec), and
the mean hydraulic conductivity for the piezometers screened within fractured bedrock
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was 7.68E-07 (cm/sec). Where well clusters were installed, a downward vertical
gradient was observed ranging from 0.07 to 1 feet/foot.
Following completion of the groundwater assessment work, a site conceptual model
will be developed, as described in Section 7.6
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6.0 ENVIRONMENTAL MONITORING
6.1 Compliance Monitoring Well Groundwater Analytical Results
In July 2014 SynTerra conducted the twelfth groundwater sampling event in accordance
with the NPDES Permit. The analytical data indicates that arsenic, boron, chloride,
chromium, iron, lead, manganese, nitrate, selenium, sulfate, thallium, total dissolved
solids (TDS) and pH have elevated concentrations relative to 2L Standards. A summary
of the detected concentration ranges for constituents detected at concentrations greater
than the 2L Standards is provided in Table 2 and a summary of historical groundwater
results is provided in Table 3. Boron tends to be detected near or greater than the 2L
Standard in compliance boundary wells CB-3R, CB-6, and CB-8. Below is a summary of
constituents that have been identified at levels greater than the 2L Standard:
Chloride tends to be infrequently detected above the 2L Standard at CB-8.
Iron tends to be detected greater than the 2L Standard in background well CB-9
and compliance boundary wells CB-3R, CB-4B, CB-5 and CB-6. Infrequent
detections of iron at concentrations above the 2L Standard have occurred in
background well CB-1 and compliance boundary wells GW-1, CB-2, CB-7 and
CB-8.
Manganese tends to be detected greater than the 2L Standard in background well
CB-9 and in compliance boundary wells GW-1, CB-2, CB-3R, CB-4, CB-5, CB-6,
and CB-8. Infrequent detections of manganese at concentrations above the 2L
Standard have occurred at background well CB-1 and compliance boundary well
CB-7.
Selenium tends to be detected near the 2L Standard at compliance boundary well
CB-8, however, concentrations greater than the 2L standard are rarely detected.
Sulfate tends to be infrequently detected above the 2L Standard at CB-6.
Thallium tends to be infrequently detected above the 2L Standard at CB-2 and
CB-3R.
TDS tends to be similar to or greater than the 2L Standard in compliance
boundary wells CB-8 and infrequently detected above the 2L Standard at CB-6.
In general, the groundwater pH tends to be slightly less than or within the 2L
Standard range.
Chromium and lead have been detected in at least one background or compliance
boundary well at concentrations greater than the 2L Standard.
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6.2 Preliminary Statistical Evaluation Results
As a preliminary evaluation tool, statistical analysis was conducted on the groundwater
analytical data collected between December 2010 and July 2014. The statistical analysis
was conducted in accordance with US EPA, Statistical Training Course for Ground Water
Monitoring Data Analysis, EPA530-R-93-003, 1992 and US EPA’s Statistical Analysis of
Groundwater Monitoring Data at RCRA Facilities; Unified Guidance EPA 530/R-09-007,
March 2009.
An inter-well prediction interval statistical analysis was utilized to evaluate the
groundwater data. The inter-well prediction interval statistical evaluation involves
comparing background well data to the results for the most recent sample date from
compliance boundary wells. Monitoring wells CB-1 and CB-9 were considered
background wells for this preliminary evaluation. Monitoring wells GW-1, CB-2, CB-
3R, CB-4, CB-4B, CB-5, CB-6, CB-7, and CB-8 were considered downgradient
compliance boundary wells. Statistical analysis was performed on the inorganic
constituents with detectable concentrations through the July 2014 routine sampling
event.
The statistical analysis indicated statistically significant increases (SSIs) over
background concentrations for the following:
GW-1 barium, chloride, mercury, nitrate, sulfate and TDS (however, the
concentrations are consistently much less than the 2L Standard);
CB-2 boron, manganese, nitrate, sulfate and TDS (however, boron, nitrate, sulfate
and TDS concentrations are consistently much less than the 2L Standard);
CB-3R barium, boron, chloride, manganese, nitrate, sulfate, thallium and TDS
(barium, chloride, nitrate, sulfate, and TDS tend to be less than the 2L Standard);
CB-4 barium, boron, manganese, nitrate, selenium, sulfate, and TDS (however,
these concentrations, with the exception of manganese, are consistently less than
the 2L Standard);
CB-4B sulfate and TDS (however, both concentrations are consistently much less
than the 2L Standard);
CB-5 boron, chloride, iron, manganese and TDS (however, the concentrations of
boron and chloride are consistently much less than the 2L Standard);
CB-6 boron, chloride, iron, manganese, sulfate, and TDS (however, chloride,
sulfate, and TDS concentrations have been consistently much less than the 2L
Standard since 2012 while boron and manganese are consistently detected at
concentrations greater than the 2L Standard);
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CB-7 boron, chloride, sulfate and TDS (however, concentrations are consistently
much less than the 2L Standard);
CB-8 barium, boron, chloride, manganese, nitrate, selenium, sulfate, and TDS
(however, barium, chloride, nitrate, selenium, and sulfate concentrations are
consistently less than the 2L Standard while boron and manganese
concentrations are consistently greater than the 2L Standard).
A more robust statistical analysis will be completed as part of the CSA using data from
additional background wells MW-10, AMW-3A and AMW-3B. It is understood that the
designation of “background” well is subject to periodic review based upon increased
understanding of site chemistry and groundwater flow direction. In the event a well is
determined to not represent background conditions, it will no longer be used as such.
At least four sampling events will be required for new background well data to be used
for statistical analysis. In the interim, the new background well data will be pooled
with other existing background well data representative of the site conditions for
statistical analysis. The use of background wells for statistical analysis will be approved
by DWR. Site-specific background determinations will be made by the DWR Director.
6.3 Additional Site Data
In addition to the routine groundwater monitoring conducted in accordance with the
approved NPDES permit, various investigations and sampling activities have been
conducted at the Asheville Plant.
As part of previous studies at the site, aquifer tests for hydraulic conductivity of the ash,
saprolite, partially weathered rock and bedrock zones were conducted (Golder, May
2007). Results of this study are discussed in Section 5.3. Aquifer information summary
tables are provided in Appendix B.
As part of Duke Energy’s ongoing plans to address metals concentrations in nearby
water supply wells, SynTerra conducted site assessment activities as described in the
Water Supply Work Plan (SynTerra, December 2013). Site characterization activities
included:
The installation of a monitoring well cluster to the southeast of the Plant in an
area intended to be representative of naturally occurring background
groundwater quality;
The installation of monitoring wells and piezometers at the southern extent of
the Plant property (Duke Energy was unable to obtain access to install proposed
offsite wells);
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Installation of an additional monitoring well in the French Broad floodplain;
Water level measurements (Figure 4);
Boron isotope analysis and;
Sampling and analytical laboratory testing of groundwater at voluntary,
compliance, and newly installed wells, seeps, surface water, and solid phase
material.
Groundwater quality data collected during the evaluation of metals concentrations in
nearby supply wells was collected between February 2014 and August 2014 and is
included in Table 3. Surface water quality data from this assessment are provided in
Table 4. Seep analytical results are provided in Table 5. Included in Appendix B is a
boron concentration figure that summarizes boron results from monitoring wells,
surface water samples, seep samples, and private supply wells.
NCDENR collected seep data in March 2014 followed by additional seep sample
collection by SynTerra as part of the NPDES Permit renewal for the Asheville Plant.
The evaluation included a detailed site reconnaissance to identify potential seeps
followed by the collection of flow measurements and representative water quality
samples at seventeen seep locations, the 1964 and 1982 engineered outfalls (designated
EO-1 , EO-2, and EO-3) and two surface water locations on the French Broad River
(designated FB-01 and FB-02). Seep samples were collected hydraulically downgradient
of the ash basins and upgradient of the French Broad River. The samples from the
French Broad River were collected upriver of the Asheville Plant property (FB-01) and
downriver of seeps (FB-02).
Analytical data collected by Duke Energy during the March 2014 NCDENR seep
sampling event and analytical data from the June 2014 seep evaluations are included in
Table 5. The data collected by NCDENR, the split sample results, and June 2014 seep
results will be evaluated and discussed in the CSA.
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7.0 ASSESSMENT WORK PLAN
The scope of work discussed in this plan is designed to meet the requirements of 15A
NCAC 02L .0106(g). Solid and aqueous media sampling will be performed to fill data
gaps associated with the source and vertical and horizontal extent, in soil and
groundwater, for the constituents that have exceeded the 2L Standards. Data will also
be collected to assess the fate and transport mechanisms, such as the physical properties
of the ash and soil. Based on readily available site background information, and
dependent upon accessibility, SynTerra anticipates collecting the following samples as
part of the subsurface exploration plan:
Ash and soil samples from borings within and beneath the ash basins to assess
source conditions;
Soil samples from borings located outside the ash basin boundaries to assess
background and downgradient conditions;
Groundwater and ash pore water from monitoring wells to assess the source area
and the horizontal and vertical extent of COPCs; and
Surface water, seep, and sediment samples from select locations to support the
risk assessment.
In addition, hydrogeologic evaluation testing will be conducted during and following
monitoring well installation activities as described in Section 7.0. Existing 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 6. The
proposed sampling locations are shown on Figure 5.
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.
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 5. Installation details for soil borings and monitoring wells, as well as estimated
sample quantities and depths, are described below and presented in Table 6.
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The borings and monitoring wells will be installed using rotary-sonic drilling (or
similar methods) to provide continuous soil cores through ash and into the underlying
native soil and bedrock.
Rotary-sonic (sonic) drilling is a drilling method that improves drilling production,
placement of well materials, and minimizes formation and borehole disturbance. Sonic
drilling relies on high frequency vibrations that are applied to the drill rod, casing, or
sampling devices relieving the skin friction on the outer walls of the steel tubing. This
effect helps to free up the formation out a couple of millimeters thus reducing the side-
wall friction. Using a slow rotation rate, there is less smearing and compaction of the
borehole wall than occurs with augers or direct push methods. Sonic drilling thus
allows for rapid penetration of the borehole, increased daily production, better sample
recovery, and it allows the water bearing zones to stay open during well installation. A
key benefit of sonic drilling is that high quality continuous cores through
unconsolidated and consolidated material are obtained. The process of advancing a
steel casing during drilling minimizes the possibly of pulling material down into or
below confining units. Well construction materials (the screen, sand filter pack and
bentonite seal) are installed within the steel drill casing as it is withdrawn. Placement
of the sand pack within the clean, stable casing (annulus) provides for a complete sand
pack with less likelihood for turbidity challenges from sand pack bridges. Sonic is
preferable over hollow stem auger drilling when monitoring wells are to be installed
substantially below the water table due to the drill casing providing a stable borehole
during the placement of well materials and the sand pack. For these reasons, as well as
to minimize groundwater sample turbidity, it is anticipated that the wells will be
installed using sonic drilling methodology. It is anticipated that the borings for
material sample collection only may be conducted using Direct Push Technology (DPT)
technology.
Water from the potable water source to be used during drilling activities will be
sampled and analyzed for the groundwater parameter list (Table 8). The data will be
reviewed to determine if concentrations of target analytes are elevated and may pose a
potential for cross-contamination, false positive detections, etc.
For clustered monitoring wells, the deep monitoring well boring will be utilized for
characterization of subsurface materials and sample collection for laboratory analysis.
All subsurface 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
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specific hydrostratigraphic units will be presented in tabular form for inclusion into the
final CSA Report.
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 ten locations within the ash
basins. Twenty three soil borings will be completed outside of ash basins to
provide additional soil quality data.
Field data collected during boring advancement will be used to evaluate:
the 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 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). Soil boring samples will be assigned with an “SB” and a sample
depth interval in parenthesis at the end of the sample location description [i.e.,
MW-21SB (0-2)].
Borings Within The Ash Basins
Ten borings are proposed within the ash basins to characterize source COPCs,
determine the thickness of ash present in the basin, and to determine the current
residual saturation of the ash.
The locations for each boring are shown on Figure 5 and are targeted to be
placed at either the deepest portion of the basin (based upon site historical
information) or at a location that provides spatial variation across the basin.
Borings are not anticipated in areas with free standing water or where the ash
stability presents access safety concerns. Each boring is anticipated to extend to a
depth of approximately 20 feet below the bottom of the ash to characterize the
native soil below the ash basins.
At the request of NCDENR, select borings will be advanced to at least 50 feet into
bedrock. SynTerra anticipates these deeper borings will be advanced at locations
(ABMW-2, ABMW-4, ABMW-5, ABMW-6, ABMW-7, and ABMW-8). These
locations were selected to provide information at locations that represent a broad
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spatial distribution across the ash basins and allow the placement of monitoring
well clusters to support the groundwater model. At these locations, the bedrock
portion of the borehole will be abandoned with bentonite chips. The use of
bentonite chips is the preferred method of fractured bedrock borehole
abandonment to effectively eliminate preferential migration pathways and
minimize the possibility of grout contamination through the fractured bedrock
aquifer. Once bentonite has been placed to the targeted depth, to the bottom
elevation of the monitoring well, the remainder of the borehole will be grouted
using the “tremie method.”
To characterize geochemical composition and possible variation in ash
composition, solid phase samples will be collected for laboratory analysis from
the following intervals in each boring:
• Shallow Ash – approximately 3-5 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 8-10 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. The soil samples will be used to delineate the vertical
extent of potential soil impacts beneath the ash basin.
Ash and soil samples will be analyzed for total inorganic constituents, as
presented in Table 7.
Select ash and soil samples will be analyzed for leachable inorganic constituents
using the Synthetic Precipitation Leaching Procedure (SPLP) to evaluate the
potential for leaching of constituents from ash into underlying soil.
Following collection of the soil samples, select borings will be converted to
monitoring wells as discussed below. Due to safety concerns, borings will not be
completed where ponded water is present within the ash basin.
A summary of the boring details is provided in Table 6. The depths at which the
samples are collected will be noted on sample IDs.
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Borings Outside Ash Basins
Soil samples will be collected during installation of monitoring wells at 23
locations to provide characterization of soil conditions outside the ash basins.
Groundwater monitoring wells will be placed at each soil boring located outside
of the ash basins. The locations for each boring are shown on Figure 5. Borings
will be advanced to the targeted interval of the monitoring well.
Proposed Soil Borings Upgradient of the Ash Basins
Soil borings will be advanced at locations upgradient of the ash basins to collect
soil geochemical data at locations that likely represent naturally occurring
background concentrations.
The boring associated with monitoring well cluster MW-24 will be advanced at a
location northeast of the Asheville Plant, beyond the southern arm of Lake Julian,
and is intended to be used as a background sampling location. According to the
geologic map of the Skyland Quadrangle, North Carolina, the boring will be
advanced into the mica gneiss that underlies the majority of the Plant (Figure 3).
Proposed Soil Borings Sidegradient and Downgradient of the Ash Basins
Soil borings will be installed at locations sidegradient and downgradient of the
ash basins to provide information of horizontal and vertical distribution of
COPCs resultant from the ash basins and to provide data for input into the
hydrogeologic 3D computer model of the Asheville Plant.
The boring associated with monitoring well cluster MW-1 will be advanced
adjacent to piezometer PZ-26 northeast of the 1982 ash basin and southwest of
Lake Julian to investigate soil conditions and provide additional lithologic detail
in this area. Iron has exceeded the 2L standard at PZ-26.
The boring associated with monitoring well cluster MW-2 and MW-4 will be
advanced southeast of the 1982 ash basin adjacent to piezometers PZ-23 and PZ-
24, respectively to investigate soil conditions where there are potential for
COPCs to have migrated due to radial flow from the 1982 ash basin, particularly
prior to the ash harvesting program. These borings will be advanced just beyond
the waste boundary to avoid being disturbed during future excavation activities.
The boring associated with monitoring well cluster MW-3, MW-5, and MW-6
will be advanced southwest of the 1982 ash basin to investigate soil conditions
immediately downgradient of the basin where COPCs have been identified in
nearby well CB-3R, seep K-02, and piezometer PZ-22.
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The boring associated with monitoring well cluster MW-7 will be advanced
southwest of the 1964 ash basin and adjacent to GW-3 to investigate soil
conditions where COPCs have been identified.
The boring associated with monitoring well cluster MW-8, MW-9, MW-12, MW-
13, and MW-14 will be advanced west and north of the 1964 ash basin to increase
the sample density in this area and investigate soil conditions where COPCs to
have migrated in the vicinity of CB-8.
The boring associated with monitoring well cluster MW-11 and MW-15 through
MW-21 will be advanced along the French Broad River to further evaluate the
soil conditions along this entire downgradient boundary where COPCs have
been in monitoring well and seep sample locations. The borings will be spaced
at regular intervals to increase the sample density of this area.
The boring associated with monitoring well cluster MW-22 and MW-23 will be
advanced at off property locations to the south of the 1982 ash basin. These
borings will further investigate soil conditions within this area of uncertainty.
Additionally, at the request of NCDENR, select borings will be advanced to at
least 50 feet into bedrock. Borings will be advanced through outer surface casing
set to the top of the bedrock as discussed below. SynTerra anticipates these
deeper borings will be advanced at the new proposed upgradient (background)
location (across Lake Julian and adjacent to Heywood Rd.) and at the following
proposed well locations MW-3, MW-4, MW-5, MW-8, MW-11, MW-12, MW-14,
MW-16, MW-19, and MW-22. These locations were selected to provide
information at locations that represent a broad spatial distribution across the
Plant and are located along the proposed cross sections to be developed for the
CSA. At these locations, the bedrock portion of the borehole will be abandoned
with bentonite chips. The use of bentonite chips is the preferred method of
fractured bedrock borehole abandonment to effectively eliminate preferential
migration pathways and minimize the possibility of grout contamination
through the fractured bedrock aquifer. Once bentonite has been placed to the
targeted depth, to the bottom elevation of the monitoring well, the remainder of
the borehole will be grouted using the “tremie method.” Solid phase samples
will be collected for laboratory analysis from the following intervals in each
boring:
• Approximately 0-2 feet bgs for (risk assessment purposes)
• Approximately 2-3 feet above the water table
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• Approximately 2-3 feet below the water table
• Within the saturated upper transition zone material (if not already
included in the two sample intervals above)
• From a primary, open, stained fracture within fresh bedrock, if existent
(bedrock core locations only)
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).
Ash and soil samples will be analyzed for total inorganic compounds discussed
above and as presented in Table 7. Results will be used for modeling and risk
assessment.
Index Property Sampling and Analysis
Physical properties of ash and soil will be tested in the laboratory to provide data
for use in groundwater modeling. Samples will be collected at selected locations,
with the number of samples collected from the material types as follows:
• Fill (if present) - 5 samples
• Ash – 5 Samples
• Alluvium - 5 Samples
• Soil/Saprolite - 5 samples
• Soil/Saprolite – immediately above refusal 5 Samples
Select 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 proposed select sample locations presented below were chosen to represent a
wide spatial variation across the Plant.
Fill (if present) – MW-14, MW-8, MW-7, MW-5, and MW-4
Ash – ABMW-2, ABMW-4, ABMW-5, ABMW-6, and ABMW-7
Alluvium (if present) – MW-11, MW-16, MW-18, MW-20, and MW-22
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Soil/Saprolite – MW-14, MW-8, MW-7, MW-5, and MW-4
The depth intervals of the select samples will be determined in the field by the
Lead Geologist/Engineer and will be noted on the sample IDs. Sampling will
also include a minimum of five thin-walled undisturbed tubes (“Shelby” Tubes)
in fill, ash, and soil/saprolite layers and will be advanced and collected at the
same locations as shown above for the select samples at depths specified by the
Lead Geologist/Engineer in the field. 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
Approximately ten soil core samples will also be selected from representative
material at the site for column tests to be performed in triplicate. Batch Kd tests,
if performed, will be executed in triplicate as well. This is discussed in more
detail in Section 7.8.2.
The results of the laboratory soil and ash property determination will be used to
determine 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 will be
determined based on field conditions, with consideration given to their location
relative to use in the groundwater model.
7.1.2 Groundwater Monitoring Wells
Groundwater monitoring wells and piezometers will be installed to provide
additional aquifer and geochemistry data to supplement information obtained
from the existing monitoring wells and piezometers. Additional wells will be
used to monitor conditions within and delineate COPCs detected in samples
collected from the aquifer horizontally and vertically. Data obtained from the
existing and newly installed monitoring wells will also be used for the computer
3-D groundwater model of the Plant.
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Monitoring wells will be constructed by North Carolina-licensed well drillers in
accordance with 15A NCAC 02C (Well Construction Standards). Drilling
equipment will be decontaminated prior to use at each location using a high
pressure steam cleaner as discussed below.
Monitoring wells will be constructed of 2-inch ID, National Sanitation
Foundation (NSF) grade polyvinyl chloride (PVC) (ASTM 2012a,b) schedule 40
flush-joint threaded casing and pre-packed screens and appropriately sized sand
for the remainder of the annulus around the pre-packed screen.
The existing compliance monitoring wells at the site generally produce
groundwater samples with turbidities of less than 10 NTU’s. Therefore, the
assessment well design will be similar with improvements in the drilling method
and pre-packed screens. To improve on well installation, the assessment wells
will be installed using sonic drilling and the well construction will include pre-
packed screens, plus additional sand in the annular space, to minimize the
turbidity of samples. The sonic drilling method disturbs the formation much less
than traditional hollow stem or rotary drilling. The slow rotation rate and
vibration allows for the minimum impact on the formation resulting in better
water quality and flow. As previously discussed, the placement of the sand pack
within the sonic casing also improves the overall quality and uniformity of the
sand pack. One way this is evident is that the amount of time required for
development of a sonic well tends to be less than half the time associated with
other drilling methods. Also with sonic drilling there is very little smearing
effect to the borehole wall allowing quicker aquifer stabilization. Where
monitoring of different hydrogeologic zones or depth intervals is appropriate,
monitoring wells will be installed as well clusters; single wells located within
approximately 10 feet of another well designed to monitor a different depth
interval. Well designations for the new wells will be consistent with Duke
Energy sites located within the Piedmont physiographic province.
Monitoring wells will be installed within each ash basin at the base of the ash.
These locations will be designated with an “AB” at the beginning of the location
name (i.e., ABMW-1). Wells installed beneath an ash basin will be named with
the appropriate designation discussed below (i.e., ABMW-1S, ABMW-1D, or
ABMW-1BR).
Saprolite wells will be installed with the top of the well screen approximately
five feet below the water table. Wells installed at this depth interval will be
designated with an “S” at the end of the well name (i.e., MW-15S).
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If observation of excavated cores during drilling at a monitoring well cluster
indicates the presence of a transition zone of PWR between saprolite and
competent bedrock of sufficient thickness for monitoring, and/or if discreet flow
zones (i.e., “upper” and “lower” zones) are observed within the saprolite, then
additional wells will be installed to monitor each discreet flow zone. Wells
installed in this depth interval will be designated with a “D” at the end of the
well name (i.e., MW-15D).
Bedrock wells will be installed into the upper portion of the underlying bedrock
to an approximate depth, based on specific conditions, of at least 10 feet below
the saprolite/bedrock transition zone. This will provide information on the
vertical distribution of aquifer characteristics between the zones (chemistry and
aquifer parameters) as well was determining the magnitude of vertical hydraulic
gradients. Wells installed at this depth interval will be designated with a “BR” at
the end of the well name (i.e., MW-15BR). If bedrock fractures are not
encountered or do not yield sufficient water for monitoring within 50 feet of the
bedrock surface at a drilling location, bedrock wells will not be installed at that
location.
Packer testing will be performed on select fractures observed in the rock cores.
See Section 7 for details regarding packer test implementation.
For planning purposes, well clusters generally consist of three wells; a single
saprolite well, a PWR well, and a bedrock well. Proposed locations described on
Figure 5 are those thought to be appropriate based on existing knowledge of site
hydrogeology. Additional monitoring wells will be installed as necessary
(upper, lower, etc.) at each discreet flow zone identified by the geologist in the
field.
7.1.2.1 Background Wells
Recently MW-10, AMW-3A, AMW-3B were installed as background wells
in an area southeast of the Plant and adjacent to Lake Julian. An
additional background well cluster will be installed to the northeast and
across the southern arm of Lake Julian along Heywood Road at the
location shown on Figure 5. A summary of the boring details is provided
in Table 4.
As discussed in Section 6.2, it is understood that the designation of
“background” well is subject to periodic review based upon increased
understanding of site chemistry and groundwater flow direction.
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7.1.2.2 Ash Basins
Additional monitoring wells will be installed as clusters at six locations
(ABMW-2, ABMW-4, ABMW-5, ABMW-6, ABMW-7, and ABMW-8)
within the basin areas to collect ash pore water samples from within the
ash and groundwater samples beneath the ash, to measure pore water and
groundwater elevations, and residual saturation within the basins to gain
a better understanding of the groundwater quality and flow conditions
within and beneath the ash basins. The borings and monitoring wells are
targeted to be placed at either the deepest portion of the basin or at a
location that provides spatial variation across the basin. The data will be
used for source area modeling.
At each cluster within the ash basin, a monitoring well will be installed
with the base of the screen set near the base of the ash. A monitoring well
will also be installed within the aquifer below the basins (anticipated to be
within bedrock at the Asheville plant).
7.1.2.3 Downgradient Assessment Areas
Additional monitoring wells clusters will be installed at 22 locations
within the sidegradient and downgradient assessment area of the ash
basins to fill data gaps and to better delineate the distribution of COPCs in
groundwater both horizontally and vertically. Well clusters will be
installed based on local geology encountered at the time of drilling, a
monitoring well will be located in each distinct flow zone discussed in
Section 5.3.
Monitoring wells MW-1D and MW-1BR will be installed adjacent to
piezometer PZ-26 northeast of the 1982 ash basin and southwest of Lake
Julian to investigate the presence of COPCs within each flow zone and
provide hydrogeologic information for the groundwater model.
Monitoring wells MW-2D/2BR and MW-4D/4BR will be installed
southeast of the 1982 ash basin adjacent to piezometers PZ-23 and PZ-24,
respectively to investigate the presence of COPCs within each flow zone
and provide hydrogeologic information for the groundwater model.
These monitoring wells will be advanced just beyond the waste boundary
to avoid being disturbed during future excavation activities.
Monitoring wells MW-3BR, MW-5S/5D/5BR, and MW-6S/6D/6BR will be
installed southwest of the 1982 ash basin to delineate the vertical extent of
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COPCs immediately downgradient of the basin where COPCs to have
been identified in nearby well CB-3R, seep K-02, and piezometer PZ-22.
Monitoring well MW-7BR will be installed southwest of the 1964 ash basin
and adjacent to GW-3 to delineate the vertical extent of COPCs.
Monitoring wells MW-8S/8D/8BR, MW-9S/9D/9BR, MW-12S/12D/12BR,
MW-13S/13D/13BR and MW-14S/14D/14BR will be installed west and
north of the 1964 ash basin to increase the sample density in this area, to
better understand the hydrogeologic conditions of this area and to
delineate the vertical extent of COPCs in the vicinity of CB-8.
Monitoring wells at locations designated MW-11 and MW-15 through
MW-21 will be installed along the French Broad River to delineate the
vertical extent of COPCs.
MW-22S/22D/22BR and MW-23S/23D/23BR will be installed at off
property locations to the south of the Duke Energy property boundary.
These borings will further investigate soil conditions within this area of
uncertainty.
Duke Energy will request liaison assistance from NCDENR if Duke
Energy is unable to obtain access to a specific property where sampling is
deemed necessary. The liaison request will include available property
owner contact information and details of prior discussions with the
property owner(s) regarding access to the property(s) for site assessment
purposes.
In addition to obtaining access permission from property owners, Duke
will need to complete an Application for Permit to Construct a Monitoring
Well or Recovery Well System (GW-22MR, Rev. 8/13) and obtain approval
from the Asheville Regional Office prior to installation of off-site
monitoring wells.
The locations of each of the proposed wells are shown on Figure 5. A
summary of the boring details are provided in Table 6.
7.1.3 Well Completion and Development
Well Completion
The shallowest wells will be installed with screen intervals 10 feet in length.
Deeper wells will be installed with screen intervals five feet in length. Where
well clusters are proposed, bedrock wells will be installed first. Bedrock wells
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will be installed as double-cased wells as an additional measure to prevent
potential COPCs within overlying material from migrating along the annular
space of the borehole and into bedrock. To accomplish this, an outer casing will
be installed using sonic drilling equipment with a 10-inch core barrel just into the
top of competent bedrock which will be determined based on observation of
continuous cores recovered during drilling. A permanent six-inch diameter
schedule 40 PVC outer casing will be installed and grouted in-place. After the
grout has had sufficient time to set (approximately 24 hours), drilling will
advance through the casing using a smaller diameter drilling core barrel and into
bedrock to the depth of the first water-bearing zone (determined based on
observation of continuous cores) at least 10 feet below the depth of the surface
casing.
Each well will be constructed in accordance with 15A NCAC 02C (Well
Construction Standards) and consist of two-inch diameter NSF schedule 40 PVC
flush-joint threaded casing and pre-packed screens appropriately sized based on
soil conditions identified during previous assessment activities. The annular
space between the borehole wall/inner casing and pre-packed well screens for
each of the wells will be filled with clean, well-rounded, washed high grade No.
1 or 2 silica sand determined by the field geologist. The sand pack will be placed
to approximately two feet above the top of the pre-packed screen and then an
approximate two-foot pelletized bentonite seal will be placed above the filter
pack. The remainder of the annular space will be filled with a neat cement grout
from the top of the upper bentonite seal to near ground surface.
Monitoring wells will be completed with either steel above ground protective
casings with locking caps or steel flush-mount manholes with locking expansion
caps, and well tags. The protective covers will be secured and completed in a
concrete collar and a minimum two-foot square concrete pad.
Well Development
Following installation, the monitoring wells will be developed in order to
remove drill fluids, clay, silt, sand, and other fines which may have been
introduced into the formation or sand pack during drilling and well installation,
and to establish communication of the well with the aquifer. Well development
will be performed using a portable submersible pump, which will be repeatedly
moved up and down the well screen interval until the water obtained is
relatively clear. Development will be continued by sustained pumping until
monitoring parameters (e.g., conductivity, pH, temperature) are generally
stabilized; estimated quantities of drilling fluids, if used, are removed; and,
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turbidity decreases to acceptable levels (10 NTUs). The wells will be developed
as installed (but no sooner than 24 hours after installation to allow for grout cure
time). The ongoing well development information will be used to make
adjustments as needed to the well construction design to minimize turbidity and
possible other unforeseen factors.
If a well cannot be developed to produce low turbidity (<10NTU) 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.
7.1.4 Hydrogeologic Evaluation Testing
In order to better characterize hydrogeologic conditions at the site, falling and
constant head 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 used for groundwater
modeling.
Packer Tests
Packer tests using a double packer system will be performed in bedrock well
borings at locations based on site-specific conditions, with one packer test in each
rock core well boring. Packer tests will utilize a double packer system and the
interval (five feet 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 test method and calculation
procedures as described in Chapter 17 of their Engineering Geology Field
Manual (2nd Edition, 2001) will be used.
Slug Tests
After the wells have been developed, hydraulic conductivity tests (rising head
slug tests) will be conducted on each of the new wells. The slug tests will be
performed in accordance with ASTM D4044-96 Standard Test Method (Field
Procedure) for Instantaneous Change in Head (Slug) Tests for Determining
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Hydraulic Properties of Aquifers and NCDENR Performance and Analysis of
Aquifer Slug Test and Pumping Test Policy, dated May 31, 2007.
Prior to performing each slug test, the static water level will be determined and
recorded and a Solinst Model 3001 Levelogger® Edge electronic pressure
transducer/data logger, or equivalent, will be placed in the well at a depth of
approximately six-inches above the bottom of the well. The Levelogger® will be
connected to a field laptop and programmed with the well identification,
approximate elevation of the well, date, and time.
The slug tests will be conducted by lowering a PVC “slug” into the well casing.
The water level within the well is then allowed to equilibrate to a static level.
After equilibrium, the slug is rapidly withdrawn from the well, thereby
decreasing the water level in the well instantaneously. During the recovery of
the well, the water level is measured and recorded electronically using the
pressure transducer/data logger. Two separate slug tests will be conducted for
each well.
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% of its original pre-test level,
whichever occurs first. Slug tests will be terminated after two hours even if the
95% pre-test level is not achieved.
The data obtained during the slug tests will be reduced and analyzed using
AQTESOLV™ for Windows, version 4.5, software to determine the hydraulic
conductivity of the soils in the vicinity of wells.
7.2 Ash Pore Water and Groundwater Sampling and Analysis
Subsequent to monitoring well installation and development, each newly installed well
will be sampled twice 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) and
Groundwater Monitoring Program Sampling, Analysis and Reporting Plan, Asheville Steam
Electric Plant (SynTerra, July 2014). Each new well will be sampled after development,
and at the completion of drilling activities (two sampling events) for inclusion in CSA
reports. The sampling event following completion of drilling activities will be a site
wide sampling event including previously installed monitoring wells and piezometers.
Table 6 lists the wells to be included in this sampling event.
The new monitoring wells will provide water quality data within, downgradient, and
sidegradient from the ash basins waste boundary for use in groundwater modeling (i.e.,
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to evaluate the horizontal and vertical extent of potentially impacted groundwater
outside the ash basin waste boundary). Background wells at the MW-24 cluster and
existing potential background wells MW-10, AMW-3A, and AMW-3B 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).
Subsequent to the two new well sampling events, quarterly sampling of new
background wells will be performed to develop a background data set. A site-wide
groundwater monitoring schedule will be developed following review of initial data
sets collected during the groundwater assessment. At the Asheville Plant, a low-flow
purging technique has been selected as the most appropriate technique to minimize
sample turbidity.
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.
At the Asheville Plant, low-flow sampling is conducted using a peristaltic or 12 volt
submersible pump with new tubing. The intake for the tubing is lowered to the mid-
point of the screened interval. A multi-parameter water quality monitoring instrument
is used to measure field indicator parameters within the flow-through chamber during
purging. Measurements include pH, specific conductance, and temperature.
Indicator parameters are measured over time (usually at 3-5 minute intervals). When
parameters have stabilized within ±0.2 pH units and ±10 percent for temperature and
specific conductivity over three consecutive readings, representative groundwater has
been achieved for sampling. Turbidity is not a required stabilization parameter,
however turbidity levels of 10 NTU or less are targeted. Purging will be discontinued
and groundwater samples will be obtained if turbidity levels of 10 NTU or less are not
obtained after 1 hour of continuous purging. If the turbidity for a well increases over
time, the well may be re-developed to restore conditions.
Groundwater samples will be analyzed by a North Carolina certified laboratory for the
parameters listed in Table 8. Total and dissolved metals analysis will be conducted.
Speciation of iron and manganese will be conducted on pore water samples and select
groundwater monitoring well samples. Inorganic speciation of iron (Fe(II), Fe(III)), and
manganese (Mn(II), Mn(IV)), will be conducted at the following general locations.
Representative samples of ash pore water within the basins, groundwater below the
basins, potential background locations, and from strategic downgradient locations will
be collected.
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During groundwater sampling activities, water level measurements will be made at the
existing site monitoring wells, observation wells, and piezometers, along with the new
wells. The data will be used to generate potentiometric maps for each separate
hydrogeologic zone (i.e., saprolite, transition zone, and bedrock) as well as to determine
the degree of residual saturation beneath the ash basin. The water levels used for
preparation of flow maps will be collected during a single 24-hour period.
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 CCPs
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.”
To confirm these general findings, Duke Energy proposes to analyze potentially worst-
case groundwater samples collected from ash basin areas and a representative
background sample for radium-266 and radium-228 (Ra226 and Ra228). New
monitoring wells ABMW-2BR, ABMW-8BR, and MW-24BR which will be screened in
the bedrock below the 1964 ash basin, 1982 ash basin, and potential background
location, respectively, are proposed to be sampled for radium analysis, with NCDENR
concurrence.
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).
7.3 Surface Water, Sediment, and Seep Sampling
As part of the NPDES permit renewal for the Asheville Plant, Duke Energy recently
collected samples of surface water and seeps identified around the ash basins
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(SynTerra, July 2014). A summary of the analytical results are included in Table 5 and
the sample locations are shown on Figure 5.
7.3.1 Surface Water Samples
Surface water samples will be collected from the rivers and creeks in the area to
evaluate potential effects to surface water and aquatic life upstream and
downstream of the Plant. Specifically, two surface water samples will be
collected from the French Broad River (FB-01 and FB-02) and Powell Creek (SW-
01). Three additional surface water samples are proposed in areas along the
French Broad River flood plain to provide additional information for the risk
assessment (SW-02, SW-03, and SW-04). A water sample will be collected from
the retention pond within the 1964 ash basin footprint (SW-05) to provide
additional source characterization in this area.
A surface water sample (SW-06) will be collected from a field-identified stream
that feeds Lake Julian southeast of the Plant and adjacent to MW-10 and the
AMW-3 cluster. This location is intended to be representative of naturally
occurring background surface water quality.
The surface water and seep samples will be analyzed for the parameters listed on
Tables 8. 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). These data will be used to infer preferential pathways and
migration from groundwater to surface water.
7.3.2 Sediment Samples
Sediment samples will be collected from the bed surface at each of the surface
water and seep sample locations (Figure 5). The SW-06 location will be
considered 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 7), and pH, cation exchange capacity, particle size
distribution, percent solids, percent organic matter, and redox potential.
7.3.3 Seep Samples
Twelve seep samples (A-01, B-01, C-01, C-02, D-01, E-01, F-01, F-02, F-03, K-01,
M-01, and P-01) will be collected from the areas below the 1964 and 1982 ash
basin dams and along the French Broad River. The collection of water samples
from these previously sampled seep locations will provide information
regarding variability in flow and water quality over time. The water samples
will be analyzed for the parameters listed in Table 8.
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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 shall be 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 provide a daily hand written account of field activities.
Logbooks are hardcover books that are permanently bound. 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 test 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 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., MW-1S (5-6’)). Samples will be numbered in accordance with the proposed
sample IDs shown on Figure 5. Samples will be numbered in accordance with
the proposed sample IDs shown on Figure 5.
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
listed in the table below.
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:
- Report results between the last acceptable calibration check and the
failed calibration check as estimated (qualified with a “J”);
- Include a narrative of the problem; and
- Shorten the time period between verification checks or repair/replace
the instrument.
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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.
Sampling or field measurement instrument 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 assure 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
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;
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• 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);
• Shipping information (e.g., FedEx Air Bill); and,
• The names of those responsible for receiving the samples at the
laboratory.
The sampler will complete a chain-of-custody form provided by the laboratory.
The sampler will sign where indicated and record the site identification, sample
number, date and time of sampling, matrix code, sample type, sample location
(in remarks field), bottle/preservative type, and the analyses requested. When
the custody of samples is transferred, the persons relinquishing and receiving
custody will sign, date, and record the time of transfer on the chain-of-custody.
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If the samples are shipped using a commercial courier, the bill of lading will
become part of the chain-of-custody and will serve as the signature of the person
receiving the samples. Upon receipt of the samples at the laboratory, a sample
custodian will accept custody of the sample and verify that the chain-of-custody
is still intact. The laboratory shall maintain the chain-of-custody throughout the
analytical and reporting processes.
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 movement of bottles
during transport. Ice will be placed in the cooler along with the chain-of-custody
record in a separate, re-sealable, air tight, plastic bag.
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 well sampling
equipment and from drilling equipment. The field equipment is cleaned
following 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 the
decontamination procedures.
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 on Tables 7 and 8.
7.4.7 Decontamination Procedures
Decontamination of Field Sampling Equipment
Proper decontamination of sampling equipment is essential to minimize the
possibility of cross contamination of samples. Previously used sampling
equipment will be decontaminated before sampling and between the collection
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of each sample. New, disposable sampling equipment will be used for sampling
activities where possible.
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
Decontamination of drilling equipment (drill rods, cutting heads, etc.) will be
completed at each well or boring location following completion of the well or
boring. The decontamination procedures area as follows;
After completion of well or boring a hot water pressure cleaner will be
used to decontaminate tooling as it is extracted from the bore hole.
The decontamination water will be collected in tubs that will be in place
under the drill deck. A seal will be installed between the tub and land
surface to ensure decontamination water does not migrate back down the
bore hole before last tool joint is removed.
Recovered water is then pumped from tub into drums, other IDW
containers, or directly onto the ground, away from the drilling location.
The tooling is then loaded directly back on support equipment ready for
the next location.
7.5 Influence of Pumping Wells on Groundwater System
There are approximately 41 private water supply wells located within a 0.5-mile radius
of the compliance boundary for the ash basins. Based on the established distances and
possible limited withdrawal rates, the area of influence of the off-site wells is not
expected to be large enough to substantially affect the groundwater system near the ash
basins.
7.6 Site Conceptual Model
The ICSM for the Asheville Plant has been developed based on existing information
discussed in Sections 2.0 through 6.0 above and was used to develop the Assessment
Work Plan in Section 7.1 through 7.5. The ICSM has provided sufficient detail to
understand the flow dynamics at the Asheville Plant and to identify potential data gaps,
such as areas where additional monitoring wells are needed and additional soil and
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groundwater data should be collected. Sections 7.1 through 7.5 were prepared to
address these data gaps.
The data obtained during the proposed assessment will be supplemented by available
reports and data on site geotechnical, geologic, and hydrologic conditions to develop
the hydrogeologic Site Conceptual Model (SCM).
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.
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. The scope of these efforts will depend upon site conditions and existing geologic
information for the site.
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 will describe how these aspects
of the site affect the groundwater flow and fate and transport of the CCP constituents at
the site. In addition, 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 groundwater contour maps showing the potentiometric surfaces of
hydrostratigraphic layers, and
present information on horizontal and vertical groundwater gradients.
Additionally, iso-concentration maps, block diagrams, channel networks, and other
illustrations may be created to illustrate the SCM. Figure 5 shows the proposed
locations for geologic cross sections anticipated for the SCM.
The SCM will serve as the basis for developing the groundwater flow, fate and
transport model.
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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.
7.7 Site-Specific Background Concentrations
Statistical analysis will be performed using methods outlined in the Resource
Conservation and Recovery Act (RCRA) Unified Guidance (US EPA, 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.
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 5 are found to not represent
background conditions.
7.8 Groundwater Fate and Transport Model
A 3-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 COPCs 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 groundwater 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 (NCDENR modeling guidelines).
The groundwater model will be developed from the site hydrogeologic SCM, from
existing wells and boring information provided by Duke Energy, and information
developed from the site investigation. 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 ICSM is discussed in section 5.0
and the SCM discussed in Section 7.6.
Although the site is anticipated to generally conform to the LeGrand conceptual
groundwater model, due to the configuration of the ash basins and the hydrogeologic
complexities at the site, a three-dimensional groundwater model will be more
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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.
7.8.1 MODFLOW/MT3D Model
The groundwater modeling will be performed under the direction of Dr. Ron
Falta, Jr., Professor, Department of Environmental Engineering and Earth
Sciences, Clemson University. Groundwater flow and constituent fate and
transport will be modeled using MODFLOW and MT3DMS via the GMS v. 10
MODFLOW III Software Package.
Duke Energy, SynTerra, and Dr. Falta considered the appropriateness of using
MODFLOW and MT3D as compared to the use of MODFLOW coupled with a
geochemical reaction code such as PHREEQC. The decision to use MODFLOW
and MT3D 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 MT3D. However, batch simulations of PHREEQC may be used
to perform sensitivity analyses of the proposed sorption constants used with
MODFLOW/MT3D, as described below, if geochemistry varies significantly
across the site.
Additional factors that were considered in the decision to use MT3D 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
Solution pH, oxidation/reduction potential, alkalinity, dissolved oxygen,
and temperature
Reactions including oxidation/reduction, complexation,
precipitation/dissolution, and ion exchange
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
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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.
7.8.2 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 constituents of potential
concern that may impact groundwater. To determine the capacity of the site
soils to attenuate a constituent, the site specific soil adsorption coefficients, Kd
terms, will be developed by University of North Carolina Charlotte (UNCC)
utilizing soil samples collected during the site investigation. The soil-water
distribution coefficient, Kd, is defined as the ratio of the adsorbed mass of a
constituent to its concentration in solution and is used to quantify the
equilibrium relationship between chemical constituents in the dissolved phase
and adsorbed phase.
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 adsorbed
versus dissolved chemical and the resultant partition coefficient Kd with units of
volume per unit mass. If the plot, or isotherm, is linear, the single-valued
coefficient Kd is considered linear as well. Depending on the chemical
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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.
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 Kd values 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 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 Kd values.
When applied in the fate and transport modeling performed by MT3D, these Kd
values 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 in advecting groundwater.
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At a minimum, ten soil core samples will be selected from representative
material at the site for column tests to be performed in triplicate. Batch Kd tests,
if performed, will be executed in triplicate as well.
The ten anticipated Kd sample locations have been chosen to represent a wide
spatial variation across the Plant. Specifically, the following Kd test media and
locations are anticipated:
Ash: ABMW-2 (1964 ash basin) and ABMW-7 (1982 ash basin)
Alluvium: MW-16 (west of CB-8 along French Broad River) and MW-18
(adjacent to CB-7 along French Broad River to define potential variation in
this area as indicated by groundwater analytical results)
Saprolite: MW-5, MW-7, and MW-8 (to provide spatial distribution
downgradient from each ash basin)
PWR: MW-5, MW-7, and MW-8 (to provide spatial distribution
downgradient from each ash basin)
These Kd terms will apply to the selected soil 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 where Kd terms have not been derived, 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.
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.
Determination of which COPCs will have Kd developed will be determined after
review of the analyses on the site ash and review of the site groundwater
analyses results. SynTerra anticipates that the constituents which have exceeded
2L standards at the site will be specifically evaluated. The COPCs selected will
be considered simultaneously in each test. Competitive sorption is taken into
account implicitly in the lab-measured sorption terms as CPOCs are combined
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into a single test solution. Significant competition sorption is not anticipated
given that COPCs in groundwater, where present, will be at trace levels.
7.8.3 MODFLOW/MT3D Modeling Process
The MODFLOW groundwater model will be developed using the
hydrostratigraphic layer geometry and properties of the site described in the
following 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 in the ash basin. Infiltration into the areas outside of the
ash basin will be estimated based on available information. Infiltration within
the basin area will be estimated based on available water balance information
and pond elevation data.
The MT3D 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 are expected to vary with time and as changes occur in the
geochemical environment of the ash basin. Due to factors such as the quantity of
a particular constituent found in ash, the mineral complex, solubility, and
geochemical conditions, the rate of leaching and the leached concentrations of
constituents will vary with time and with respect to each other.
Since the ash within a basin has been placed over a number of years, the
analytical results from an ash sample is unlikely to represent the 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 after closure may vary over time and peak concentrations
may not yet have arrived at compliance wells. Therefore, 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 groundwater monitoring wells or surface
water/seep 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. It is noted that SPLP and total digestion
results from ash samples will be considered as an upper bound of the total
CPOCs available for leaching.
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.
7.8.4 Hydrostratigraphic Layer Development
The 3-dimensional configuration of the groundwater model hydrostratigraphic
layers will be developed from information obtained during the site investigation
process and from the Initial Site Conceptual Model. The thickness and extent for
the various layers will be represented by a 3-dimensional surface model for each
hydrostratigraphic layer.
The boring data from the site investigation and from existing boring data, as
available and provided by Duke Energy, will be entered into the GMS program.
The program, along with site specific and regional knowledge of Piedmont
Mountain Region 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 properties such as visual soil
identification and previous data from the site. The material properties required
for the model such as total porosity, effective porosity, hydraulic conductivity,
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and specific storage will be developed from the data obtained in the site
investigation and from previously collected data for the site.
To further define heterogeneities, a 2-D scatter point set will be used to define
specified hydraulic values within vertical and/or horizontal zones. Specified
hydraulic values will be given set ranges that reflect field conditions from core
measurements, slug tests, and pump tests (if available).
7.8.5 Domain of Conceptual Groundwater Flow Model
The Asheville Plant ash basin model domain encompasses areas where
groundwater flow will be simulated to estimate the impacts of the ash basin. By
necessity, the conceptual model domain extends beyond the ash basin limits to
physical or artificial hydraulic boundaries such that groundwater flow through
the area is accurately simulated. Physical hydraulic boundary types may include
specified head, head dependent flux, no-flow, and recharge at ground surface or
water surface. Artificial boundaries, which are developed based on information
from the site investigation, may include the specified head and no-flow types.
Model sources and sinks such as drains, springs, rivers, lakes, and pumping
wells will be based on the CSM. As discussed in Section 5.0, the Lake Julian,
Powell Creek, and the French Broad River, act as groundwater discharge areas
and will be used as model boundaries to the northeast, northwest, and
southwest. Additionally, the unnamed tributary south of the property boundary
likely intercepts groundwater flow and may be, at least a partial, groundwater
discharge area especially for shallow groundwater in southern portions of the
property and will be considered in the model. The model layers will consist, at a
minimum, of the surficial/saprolite aquifer and the bedrock aquifer. If
intermediate flow zones, such as a transition zone are identified during the
assessment, an additional layer(s) will be create in the model, as appropriate. If
site conditions are encountered that warrant changes to the proposed extent of
model, NCDENR will be notified.
7.8.6 Potential Modeling of 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 contaminant concentrations in the
surface waters.
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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 proposed 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
water quality modeling that is capable of representing 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.
With 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.
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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, SynTerra 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 based
on current and future land use, 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 exposure models (CEM) to serve as the foundation
for evaluating potential risks to human and ecological receptors at the site. Consistent
with standard risk assessment practice for developing conceptual models, separate
CEMs will be developed for the human health and ecological risk evaluations.
The purpose of the CEM 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 CEM is
to characterize the site and surrounding area. Source areas and potential transport
mechanisms are then identified, followed by identification of potential receptors and
routes of exposure. Potential exposure pathways are determined to be complete when
they contain the following elements: 1) a constituent source, 2) a mechanism of
constituent release and transport from the source area to an environmental medium, 3)
a feasible route of potential exposure at the point of contact (e.g., ingestion, dermal
contact, inhalation). A complete exposure pathway is one in which constituents can be
traced or are expected to travel from the source to a receptor (US EPA 1997). Completed
exposure pathways identified in the CEM 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 COPCs for inclusion in the screening level risk assessments will be
identified based on the preliminary evaluations performed at the site. 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 first steps of the human health risk assessment will include the
preparation of a CEM, illustrating potential exposure pathways from the source area to
possible receptors. The information gathered in the CEM will be used in conjunction
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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 human health risk assessment 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:
Soil analytical results collected from the 0 to 2 foot depth interval will be
compared to US EPA residential and industrial soil Regional Screening Levels
(RSLs) (US EPA, November 2014 or latest update);
Groundwater results will be compared to NCDENR Title 15A, Subchapter 2L
Standards (NCDENR, 2006);
Surface water analytical results will be compared to North Carolina surface
water standards (Subchapter 2B) and US EPA national recommended water
quality criteria (NCDENR, 2007; US EPA, 2006). 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 US EPA residential and industrial soil RSLs
(US EPA, October 2014 or latest update); and
Sediment, soil and ground water data will also be compared to available local,
regional and national background sediment, soil and ground water data, as
available.
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 human health risk assessment, 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. In accordance with this guidance document, it is
anticipated that the calculations will include an evaluation of the following,
based on site-specific activities and conditions:
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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.
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,
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
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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.
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 include a
description of the ecological setting and development of the ecological CEM specific to
the ecological communities and receptors that may be exposed to COPCs. This scope is
equivalent to Step 1: preliminary problem formulation and ecological effects evaluation
(US EPA, 1998). The objective of the SLERA is to evaluate the likelihood that adverse
ecological effects may result from exposure to environmental stressors associated with
conditions at the site.
The screening level evaluation will include compilation of a list of potential ecological
receptors (e.g., plants, benthic invertebrates, fish, mammals, 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 U.S. Fish and Wildlife county
list to evaluate the potential for presence of rare or endangered animal and plant
species. Existing publically available site-specific ecological studies will be reviewed
and incorporated as appropriate to support the SLERA.
Appropriate state and federal natural resource agencies will be contacted to determine
the potential presence (or lack thereof) of sensitive species or their critical habitat at the
time the SLERA is performed. If sensitive species or critical habitats are present or
potentially present, a survey of the appropriate area will be performed. If sensitive
species are utilizing the site, and evaluation of the potential for adverse effects due to
site-related constituent or activities will be developed and presented to the appropriate
agencies.
The SLERA will include, as the basis for the CEM, 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).
Proposed Groundwater Assessment Work Plan Revision 1: December 2014
Asheville Steam Electric Plant SynTerra
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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.
Ecological screening values will be taken from the following and other appropriate
sources:
US EPA Ecological Soil Screening Levels;
US EPA Region 4 Recommended Ecological Screening Values; and
US EPA National Recommended Water Quality Criteria and North Carolina
Standards.
North Carolina’s SLERA guidance (NCDENR, 2003) requires that constituents be
identified as a Step 2 COPC as follows:
Category 1 - Contaminants whose maximum detection exceeding the media
specific ESV included in the COPC tables.
Category 2 - Contaminants that generated a laboratory sample quantitation limit
that exceeds the US EPA Region IV media-specific ESV for that contaminant.
Category 3 - Contaminants that have no US EPA Region IV media-specific ESV
but were detected above the laboratory sample quantitation limit.
Category 4 - Contaminants that were not detected above the laboratory sample
quantitation limit and have no US EPA Region IV media-specific ESV
Category 5 - Contaminants with a sample quantitation limit or maximum
detection exceeds the North Carolina Surface Water Quality Standards.
Proposed Groundwater Assessment Work Plan Revision 1: December 2014
Asheville Steam Electric Plant SynTerra
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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 will be
considered as part of the refinement of COPCs.
The risk assessment process identifies a Scientific-Management Decision Point (SMDP)
to evaluate whether the potential for adverse ecological effects are absent and no further
assessment is needed or if further assessment should be performed to evaluate the
potential for ecological effects. If additional evaluation of potential ecological effects is
required, a baseline ecological risk and/or habitat assessment will be developed.
Proposed Groundwater Assessment Work Plan Revision 1: December 2014
Asheville Steam Electric Plant SynTerra
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9.0 CSA REPORT
The CSA report will be developed in the format required by the NORR, which include
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 may provide the results of one iterative assessment phase.
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. SynTerra 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 select
COPCs.
Proposed Groundwater Assessment Work Plan Revision 1: December 2014
Asheville Steam Electric Plant SynTerra
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Stacked time-series plots will be provided for select COPCs. 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, seep and/or
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.
Orthophoto iso-concentration maps for selected COPCs and flow zones.
Orthophoto map showing the relationship between groundwater and surface
water samples for selected COPCs.
Geologic cross sections that include the relative position of the bottom of the ash
basins and the water table.
Photographs of cores from each boring location.
Others as appropriate.
For summary statistics tables, "average" value(s) will be avoided unless the
constituent(s) at the location in question is (are) normally distributed, in which case a
mean and standard deviation will be used. For non-normal data, the median value is
will be used and maximum values will be noted, as appropriate.
Proposed Groundwater Assessment Work Plan Revision 1: December 2014
Asheville Steam Electric Plant SynTerra
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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 CSM 5 days following receipt of Lab Data 30 days
Prepare and Submit CSA 10 days following Work Plan approval 170 days
Project Assumptions Include:
Data from no more than one iterative assessment step may be included in the
CSA report. Additional iterative assessment data may be provided in
supplemental reports, if required;
Data will not reflect all seasonal or extreme hydrologic conditions;
During the CSA process if additional investigations are required, NCDENR will
be notified immediately with a description of the proposed work and a timeline
for completion.
Proposed Groundwater Assessment Work Plan Revision 1: December 2014
Asheville Steam Electric Plant SynTerra
11.0 REFERENCES
ASTM, D4044-96 Standard Test Method (Field Procedure) for Instantaneous Change in
Head (Slug) Tests for Determining Hydraulic Properties of Aquifers.
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.
Duke Energy, http://www.duke-energy.com/pdfs/duke-energy-ash-metrics.pdf
(Updated Oct. 31, 2014)
Duke Energy, Coal Ash Excavation Plan, November 13, 2014.
Electric Power Research Institute (EPRI), 2014. Assessment of Radioactive Elements in
Coal Combustion Products, 2014 Technical Report 3002003774, Final Report
August 2014.
EPRI, August 1993. Fly Ash Exposure in Coal-Fired Power Plants. Electric Power
Research Institute - EPRI TR-102576. Radian Corporation - Sacramento,
California.
EPRI, September 2009. Coal Ash: Characteristics, Management and Environmental
Issues. Electric Power Research Institute, Palo Alto, California.
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.
Golder Associates NC, Inc., May 2007. “Draft Design Hydrogeologic Report”, Progress
Energy, Asheville Plant Proposed Coal Combustion Products Monfill, Buncombe
County, North Carolina.
LeGrand, Harry E., Sr., 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 Water Quality, Groundwater Section.
NCDENR Document, “Hydrogeologic Investigation and Reporting Policy
Memorandum”, dated May 31, 2007.
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Plans\Asheville\Revised December 2014\Asheville GW Assessment Work Plan Rev1.docx
Proposed Groundwater Assessment Work Plan Revision 1: December 2014
Asheville Steam Electric Plant SynTerra
NCDENR Document, “Groundwater Modeling Policy Memorandum”, dated May 31,
2007.
NCDENR Document, “Performance and Analysis of Aquifer Slug Tests and Pumping
Test Policy”, dated May 31, 2007.
NCDENR Document, “Guidelines for Performing Screening Level Ecological Risk
Assessments within North Carolina”, dated 2003.
North Carolina Geological Survey, 1985, Geologic map of North Carolina: North
Carolina Geological Survey, General Geologic Map, scale 1:500000.
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.
SynTerra, Drinking Water Well and Receptor Survey for Asheville Steam Electric Plant,
NPDES Permit# NC0000396, September 2014.
SynTerra, Seep Monitoring Report for Asheville Steam Electric Plant, NPDES Permit#
NC0000396, July 2014.
SynTerra, Supplement to Drinking Water Well and Receptor Survey-Asheville Steam
Electric Plant, NPDES Permit# NC0000396, November 2014.
SynTerra, Groundwater Monitoring Program Sampling, Analysis, and Reporting Plan
for Asheville Steam Electric Plant, NPDES Permit# NC0000396, July 2014.
SynTerra, Site Conceptual Model Report, April 2013.
SynTerra, Water Supply Well Work Plan, December 2013.
Tang, G., Mayes, M. A., Parker, J. C., & Jardine, P. M. (2010). CXTFIT/Excel–A modular
adaptable code for parameter estimation, sensitivity analysis and uncertainty
analysis for laboratory or field tracer experiments. Computers & Geosciences,
36(9), 1200-1209.
USEPA Document, “Amended Guidance on Ecological Risk Assessment at Military
Bases: Process Considerations, Timing of Activities, and Inclusion of
Stakeholders”, Memorandum from Simon, Ted. W., Ph.D., Office of Technical
Services, dated 2000.
Page 70
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Plans\Asheville\Revised December 2014\Asheville GW Assessment Work Plan Rev1.docx
Proposed Groundwater Assessment Work Plan Revision 1: December 2014
Asheville Steam Electric Plant SynTerra
US EPA, 1987. Batch-type procedures for estimating soil adsorption of chemicals
Technical Resource Document 530/SW-87/006-F.
US EPA, 1997. Ecological Risk Assessment Guidance for Superfund: Process for
Designing and Conducting Ecological Risk Assessments.
US EPA, 2001. Region 4 Ecological Risk Assessment Bulletins—Supplement to RAGS.
US EPA, 1998. Guidelines for Ecological Risk Assessment.
USEPA Document, “Generic Ecological Assessment Endpoints for Ecological Risk
Assessment”, EPA/630/P-02-004F, dated 2004.
http://www.epa.gov/raf/publications/geae.htm.
US EPA Document, “USEPA Regional Screening Levels (RSLs)”, available at
http://www.epa.gov/region9/superfund/prg/. dated, November 2014 (last
update).
USEPA Document “National Recommended Water Quality Criteria,” EPA 822-
R-02-047, dated 2004, available at www.epa.gov/waterscience/pc/revcom.pdf.
US EPA, 1998. Study of Hazardous Air Pollutant Emissions from Electric Utility Steam
Generating Units—Final Report to Congress. Volume 1. Office of Air Quality,
Planning and Standards. Research Triangle Park, NC 27711, EPA-453/R-98-004a.
US EPA, 1998. Report to Congress Wastes from the Combustion of Fossil Fuels, Volume
2 Methods, Findings, and Recommendations.US Geological Survey (USGS). 1997.
Radioactive elements in coal and fly ash: abundance, forms, and environmental
significance. U.S. Geological Survey Fact Sheet FS-163-97.
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FIGURES
PROJECT MANAGER:
LAYOUT:
DRAWN BY:
KATHY WEBB
DATE:S. ARLEDGE
FIG 1 (USGS SITE LOCATION)
2014-09-25
FIGURE 1
SITE LOCATION MAP
DUKE ENERGY PROGRESS
ASHEVILLE STEAM ELECTRIC PLANT
200 CP&L DRIVE
ARDEN, NORTH CAROLINA
SKYLAND NC QUADRANGLE
2000
GRAPHIC SCALE
1000
IN FEET
10000CONTOUR INTERVAL:
MAP DATE:
20 FT
1991
DUKE ENERGY PROGRESS
BUNCOMBE COUNTY
148 RIVER STREET, SUITE 220
GREENVILLE, SOUTH CAROLINA
PHONE 864-421-9999
www.synterracorp.com
USGS TOPOGRAPHIC MAP OBTAINED FROM GEOSPATIAL
DATA GATEWAY AT http://datagateway.nrcs.usda.gov/
SOURCE:
PROPERTY BOUNDARY
500' COMPLIANCE
BOUNDARY
WASTE
BOUNDARY
I
-26
LAKE JULIAN
P
OW
E
L
L
C
R
E
E
KFRENCH BROAD RIVER12/24/2014 9:04 AMP:\Duke Energy Progress.1026\ALL NC SITES\DENR Letter Deliverables\GW Assessment Plans\Asheville\Revised December 2014\Figures\DE ASHEVILLE FIG 1 (SITE MAP).dwg
NPDESNPDESNPDESNPDESNPDESNPDESNPDESNPDESNPDESNPDESNPDESNPDESNPDESNPDESNPDESNPDESNPDESNPDESNPDESNPDESNPDESNPDES
NPDES NPDESNPDESNPDESNPDESNPDESNPDES2500250500GRAPHIC SCALEIN FEETFIG 2 (SITE LAYOUT)2014-09-25J. WYLIES. ARLEDGEPROJECT MANAGER:LAYOUT NAME:DRAWN BY:CHECKED BY:K. WEBBDATE:DATE:FIGURE 2SITE LAYOUT MAPwww.synterracorp.com148 River Street, Suite 220Greenville, South Carolina 29601864-421-9999ASHEVILLE STEAM ELECTRIC PLANT200 CP & L DRIVEARDEN, NORTH CAROLINALEGENDBACKGROUND MONITORING WELL (SURVEYED)COMPLIANCE MONITORING WELL (SURVEYED)GW-1CB-92014-09-25SOURCES:1.2014 AERIAL PHOTOGRAPH OBTAINED FROM WSP FLOWNON APRIL 17, 2014.2.DRAWING HAS BEEN SET WITH A PROJECTION OF NORTHCAROLINA STATE PLANE COORDINATE SYSTEM FIPS 3200(NAD 83).3.PARCEL BOUNDARY WAS OBTAINED FROM BUNCOMBECOUNTY GIS DATA AThttp://gis.buncombecounty.org/buncomap/Map_All.html4.COMPLIANCE MONITORING WELL LOCATIONS AND WASTEBOUNDARY FROM FCA OF NC, SURVEY DATED MARCH2009. COMPLIANCE WELLS CB-3R, CB-9 AND SG-1SURVEYED BY FCA OF NC, SURVEY DATED 2012-11-28.500 ft COMPLIANCE BOUNDARYDUKE ENERGY PROGRESS ASHEVILLEPLANTWASTE BOUNDARYCB-9CB-1GW-1CB-2CB-3RCB-4CB-4BCB-5CB-6CB-7CB-812/24/2014 9:06 AM P:\Duke Energy Progress.1026\ALL NC SITES\DENR Letter Deliverables\GW Assessment Plans\Asheville\Revised December 2014\Figures\DE ASHEVILLE FIG 2 (SITE LAYOUT MAP).dwg
148 RIVER STREET, SUITE 220
GREENVILLE, SOUTH CAROLINA 29601
PHONE 864-421-9999
www.synterracorp.com
PROJECT MANAGER:
LAYOUT:
DRAWN BY:
KATHY WEBB
DATE:JOHN CHASTAIN
FIG 3 (GEOLOGY MAP)
02/06/2013
12/24/2014 9:08 AM P:\Duke Energy Progress.1026\ALL NC SITES\DENR Letter Deliverables\GW Assessment Plans\Asheville\Revised December 2014\Figures\DE ASHEVILLE FIG 3 (GEOL MAP).dwg
FIGURE 3
GEOLOGIC MAP - SKYLAND
DUKE ENERGY PROGRESS
ASHEVILLE PLANT
SKYLAND, NORTH CAROLINA
ALLIVIUM
MAP UNIT
Qal
AMPHIBOLITEam
MICA GNEISSmgn
GARNET MICA SCHISTgms
PARAGNEISS AND METAGRAYWACKEpgw
SHEAR ZONE
SOURCE:
7.5 MINUTE QUADRANGLE GEOLOGIC MAP OF SKYLAND WAS
OBTAINED FROM THE NC DENR GIS IMAGE SERVER AT
http://gis.enr.state.nc.us/sid/
STRUCTURAL SYMBOLS
STRIKE AND DIP OF SCHISTOSITY; INCLINED
STRIKE AND DIP OF FOLIATION IN NONSCHISTOSE ROCK
GW-1
CB-2
CB-1
CB-5
CB-6
CB-7
CB-8
CB-4B
CB-4
pgw
pgw
DUKE ENERGY PROGRESS
ASHEVILLE PLANT
1982 ASH BASIN
CONSTRUCTED WETLANDS
1964 ASH BASIN
PARCEL LINE
CB-3R
CB-9I-26
I-26
GW-22051.77CB-62032.18CB-72027.78FIG 4 (WL MAP-JULY 2014)2014-12-162014-12-16T. PLATINGJ.CHASTAINPROJECT MANAGER:LAYOUT NAME:DRAWN BY:CHECKED BY:KATHY WEBBDATE:DATE:12/30/2014 10:04 AM P:\Duke Energy Progress.1026\ALL NC SITES\DENR Letter Deliverables\GW Assessment Plans\Asheville\Revised December 2014\Figures\DE ASHEVILLE FIG 4 (WL MAP-JULY 2014).dwg
600GRAPHIC SCALE(IN FEET)0300150300www.synterracorp.com148 River Street, Suite 220Greenville, South Carolina 29601864-421-9999MAP SOURCES:1.2014 AERIAL PHOTOGRAPH OBTAINED FROM WSP FLOWN ON APRIL 17,2014.2.2012 AERIAL PHOTOGRAPH OBTAINED FROM THE NRCS GEOSPATIAL DATAGATEWAY AT http://datagateway.nrcs.usda.gov/3.DRAWING HAS BEEN SET WITH A PROJECTION OF NORTH CAROLINA STATEPLANE COORDINATE SYSTEM FIPS 3200 (NAD 83, NAVD88).4.PARCEL BOUNDARY WAS OBTAINED FROM BUNCOMBE COUNTY GIS DATAAT http://gis.buncombecounty.org/buncomap/Map_All.html5.COMPLIANCE MONITORING WELL LOCATIONS AND WASTE BOUNDARYFROM FCA OF NC, SURVEY DATED MARCH 2009. COMPLIANCE WELLSCB-3R, CB-9 AND SG-1 SURVEYED BY FCA OF NC, SURVEY DATED2012-11-28.6.ADDITIONAL MONITORING WELL AND PIEZOMETER LOCATIONS WEREBASED ON DATA PROVIDED BY DUKE ENERGY PROGRESS.ASHEVILLE STEAM ELECTRIC PLANT200 CP & L DRIVEARDEN, NORTH CAROLINAH
E
YW
O
O
D
R
DASH MANAGEMENT AREAEXISTING MONITORING WELLS / PIEZOMETERS/SOIL BORINGS (APPROXIMATE)MW-3500 ft COMPLIANCE BOUNDARYDUKE ENERGY PROGRESS ASHEVILLE PLANTLEGENDWASTE BOUNDARYGENERALIZED GROUNDWATER FLOWDIRECTIONxSUPPORTED BY GROUNDWATER ELEVATION DATAPOINTS OR TOPOGRAPHIC DATAFLOW DIRECTIONPARCEL LINES (PERSON CO GIS)NPDESOUTFALL 003NPDES OUTFALLCP & L DRIVEPOWELL CREEKFRENCH BROAD RIVERLAKE JULIANNORMAL POOL ELEVATION2160.7FT (msl.)DAM SPILLWAYNPDESOUTFALL 001PZ-232147.51FIGURE 4WATER LEVEL MAPJULY 28, 2014LAKE JULIANNEW
ROCKWOOD
RDABERDEEN DRDOUGLAS FIR AVEFISCHE
R
M
I
L
L
R
DSPRING HILL DRSPRING HILL CIRWINDING OAK DRNEW ROCKWOOD
RDBACKGROUND MONITORING WELL (SURVEYED)WATER LEVEL ELEVATION IN FEET (msl)DOWNGRADIENT MONITORING WELL (SURVEYED)WATER LEVEL ELEVATION IN FEET (msl)VOLUNTARY GROUNDWATER MONITORING WELLAND/OR PIEZOMETER - WATER LEVEL ELEVATIONIN FEET (msl.)CB-12166.33CB-22148.20PZ-32082.53CB-12166.33CB-22148.20PZ-242159.69GW-52107.49CB-3R2107.15PZ-222060.88CB-32105.18PZ-192083.86GW-42063.79CB-52037.03PZ-162118.04PZ-17D2094.09PZ-17S2121.71CB-4B2042.54CB-42048.82AMW-1B2042.80AMW-2B2017.95AMW-2A2086.13APZ-301947.20GW-22059.08TD-12046.00GW-12161.10PZ-262144.02CB-82097.97CB-92146.01DP-12134.00ADP-72132.12AMW-3B2165.08AMW-3A2164.17MW-102165.64PZ-32082.53B-4A2114.57B-1A2104.69MW-112028.4920902
0
8
0
209021002
1
1
0
2
1
2
0
2
1
3
0
2
1
4
0
2110 21002090208020702120 211021602180215021402130212020302030INFERRED WATER LEVEL CONTOUR (FEET msl)SHALLOW WATER LEVEL CONTOUR (FEET msl)21
6
0 21602150
GW-582EO-1&2D-01C-01N-01A-01A-02F-01F-02K-02CB-1FIG 5 (MW AND SAMPLING LOC MAP)2014-12-242014-12-24T. PLATINGJ.CHASTAINPROJECT MANAGER:LAYOUT NAME:DRAWN BY:CHECKED BY:KATHY WEBBDATE:DATE:12/24/2014 1:08 PM P:\Duke Energy Progress.1026\ALL NC SITES\DENR Letter Deliverables\GW Assessment Plans\Asheville\Revised December 2014\Figures\DE ASHEVILLE FIG 5 (SOIL & GW LOC MAP).dwg
600GRAPHIC SCALE(IN FEET)0300150300www.synterracorp.com148 River Street, Suite 220Greenville, South Carolina 29601864-421-9999MAP SOURCES:1.2014 AERIAL PHOTOGRAPH OBTAINED FROM WSP FLOWN ON APRIL 17,2014.2.2012 AERIAL PHOTOGRAPH OBTAINED FROM THE NRCS GEOSPATIAL DATAGATEWAY AT http://datagateway.nrcs.usda.gov/3.DRAWING HAS BEEN SET WITH A PROJECTION OF NORTH CAROLINA STATEPLANE COORDINATE SYSTEM FIPS 3200 (NAD 83, NAVD88).4.PARCEL BOUNDARY WAS OBTAINED FROM BUNCOMBE COUNTY GIS DATAAT http://gis.buncombecounty.org/buncomap/Map_All.html5.COMPLIANCE MONITORING WELL LOCATIONS AND WASTE BOUNDARYFROM FCA OF NC, SURVEY DATED MARCH 2009. COMPLIANCE WELLSCB-3R, CB-9 AND SG-1 SURVEYED BY FCA OF NC, SURVEY DATED2012-11-28.6.ADDITIONAL MONITORING WELL AND PIEZOMETER LOCATIONS WEREBASED ON DATA PROVIDED BY DUKE ENERGY PROGRESS.ASHEVILLE STEAM ELECTRIC PLANT200 CP & L DRIVEARDEN, NORTH CAROLINAH
E
YW
O
O
D
R
D1982 ASH BASINAB-1ABMW-2AMBW-2BRABMW-4AMBW-4BRAB-3ABMW-5ABMW-5BRAB-9AB-10ABMW-7ABMW-7BRABMW-8ABMW-8BRABMW-6AMBW-6BRCB-3RCB-2GW-1CB-8CB-6CB-7CB-4BCB-4CB-5CB-9CP & L DRIVEPOWELL CREEKFRENCH BROAD RIVERLAKE JULIANNORMAL POOL ELEVATION2160.7FT (msl.)DAM SPILLWAYP-01K-01F-03M-01E-01B-01SD-01NPDESOUTFALL 001C-02SW-1SW-04SW-02SW-03SW-5SW-06PZ-16PZ-17DPZ-17SPZ-19GW-4PZ-22CB-3GW-5APZ-30AMW-1BAMW-2AAMW-2BPZ-23PZ-24PZ-26GW-3TD-1GW-2DP-1ADP-7FIGURE 5PROPOSED MONITORING WELLAND SAMPLE LOCATION MAPAMW-3BAMW-3AMW-10LAKE JULIANMW-11NEW
ROCKWOOD
RDABERDEEN DRDOUGLAS FIR AVEFISCHE
R
M
I
L
L
R
DSPRING HILL DRSPRING HILL CIRWINDING OAK DRNEW ROCKWOOD
RDFB-01FB-02C-03P-105P-104P-100P-101P-102P-10364EO-364EO-1&2S-01500 ft COMPLIANCE BOUNDARYDUKE ENERGY PROGRESSLEGENDWASTE BOUNDARYBACKGROUND MONITORING WELL (SURVEYED)COMPLIANCE MONITORING WELL (SURVEYED)CB-4CB-1GENERALIZED GROUNDWATER FLOWDIRECTIONxSUPPORTED BY GROUNDWATER ELEVATION DATAPOINTS OR TOPOGRAPHIC DATAABMW-2ABMW-2BRPROPOSED GEOLOGIC CROSS SECTIONPARCEL LINESPROPOSED SOIL BORING AND MONITORINGWELL LOCATIONSEEP LOCATIONNPDESOUTFALL 001NPDES OUTFALLSW-02PROPOSED SURFACE WATER ANDSEDIMENT LOCATIONFLOW DIRECTIONMONITORING WELL (APPROXIMATE)PIEZOMETER (APPROXIMATE)PROPOSED ASH BORING, PORE WATER, ANDGROUNDWATER MONITORING WELL LOCATIONPZ-16PROPOSED ASH BORING LOCATIONAB-11964 ASH BASIN
TABLES
TABLE 2
EXCEEDANCES OF 2L STANDARDS
ASHEVILLE STEAM ELECTRIC PLANT
DUKE ENERGY PROGRESS, INC., ASHEVILLE, NORTH CAROLINA
PARAMETER ARSENIC BORON CHLORIDE CHROMIUM IRON LEAD MANGANESE NITRATE SELENIUM SULFATE THALLIUM TDS pH
2L STANDARD
(eff. 4/1/2013)
0.01 0.7 250 0.01 0.3 0.015 0.05 10 0.02 250 0.0002 500 6.5 - 8.5
Units (mg/l)(mg/l)(mg/l)(mg/l)(mg/l)(mg/l)(mg/l)(mg/l)(mg/l)(mg/l)(mg/l)(mg/l)SU
CB-1 Background <2L <2L <2L <.005 - .0815 .098 - 17.8 <2L .024 - .293 <2L <2L <2L <2L <2L 4.4 - 5.4
CB-9 Background <2L <2L <2L <2L .248 - 2.88 <2L .039 - .105 <2L <2L <2L <2L <2L 4.7 - 5.3
GW-1 CB <2L <2L <2L <.005 - .0357 .031 - 56.8 <.001 - .0294 .0748 - .737 5.2 - 10.9 <2L <2L <2L <2L 3.1 - 4.8
CB-2 CB <2L <2L <2L <2L <.050 - .705 <2L 2.56 - 3.03 <2L <2L <2L <0.0002 - 0.00021 <2L 5.1 - 6.4
CB-3 Inside CB <2L .351 - .900 <2L <2L .384 - 3.49 <2L .142 - .179 <2L <2L <2L 0.00031 - 0.00048 <2L 5.7 - 5.9
CB-3R CB <2L .603 - .1290 <2L <2L .190 - 17.7 <2L .188 - 1.21 <0.23 - 21 <2L <2L <0.0002 - 0.00032 <2L 5.2 - 5.5
CB-4 CB <2L <2L <2L <2L <2L <2L .368 - .677 <2L <2L <2L <2L <2L 5.0 - 5.2
CB-4B CB .00112 - .0102 <2L <2L <2L .0694 - .643 <2L <2L <2L <2L <2L <2L <2L 6.2 - 7.6
CB-5 CB <2L <2L <2L <2L 13.4 - 27.4 <2L .283 - .466 <2L <2L <2L <2L <2L 5.6 - 6.1
CB-6 CB <2L .629 - .985 <2L <2L 3.41 - 37.6 <2L 1.50 - 7.08 <2L <2L 100 - 715 <2L 210 - 1070 5.2 - 6.0
CB-7 CB <2L <2L <2L <2L <.050 - .816 <2L .007 - .236 <2L <2L <2L <2L <2L 5.4 - 5.8
CB-8 CB <2L .841 - 1.700 .140 - .319 <.005 - .0308 .063 - .815 <2L .552 - .904 <2L .013 - .0251 <2L <2L 407 - 820 5.0 - 5.5
Notes:Prepared by: RBI Checked by: BER
CB - Compliance Boundary
< 2L - Constituent has not been detected above the 2L Standard or beyond range for pH
Shown concentration ranges only include concentrations detected above the laboratory's reporting limit
Well
ID
Well Location
Relative to
Compliance
Boundary
Concentration Range
Page 1 of 1
P:\Duke Energy Progress.1026\ALL NC SITES\DENR Letter Deliverables\GW Assessment Plans\Asheville\Revised December 2014\Tables\Revision Tables\Table 2
Exceedances of 2L Standards
TABLE 3
GROUNDWATER ANALYTICAL RESULTS
ASHEVILLE STEAM ELECTRIC PLANT
DUKE ENERGY PROGRESS, INC., ASHEVILLE, NORTH CAROLINA
Depth to
Water pH Temp.Specific
Conductance DO ORP Turbidity Eh Alkalinity Beryllium BOD COD Chloride Fluoride
ft (TOC)SU Deg C µs/cm mg/l mV NTUs mV mg/L mg/l mg/l mg/l mg/l mg/l
NE 6.5 - 8.5 NE NE NE NE NE NE NE 0.004 NE NE 250 2
NA NA NA NA 300 NA
Dissolved Total Dissolved Total Dissolved Total Dissolved Total Dissolved Total Dissolved Total Dissolved Total Dissolved Total Dissolved Total Dissolved Total Dissolved Total
Hydrostratigraphic Unit Well Type Sample Date
Alluvial Compliance 11/18/2010 3.61 NM 14 210 NM NM 6.46 NM NA NA <0.0005 NA <0.005 NA 0.0195 NA NA NA 0.283 NA NA <0.00008 NA NA 23.3 NA <0.005 NA NA NA <0.005 NA NA 24.1 NA <0.005
Alluvial Compliance 4/12/2011 3.63 5.8 12 235 0.67 -119 3.24 86 NA NA <0.0005 NA <0.005 NA 0.016 NA NA NA 0.169 NA NA <0.00008 NA NA 35.4 NA <0.005 NA NA NA <0.005 NA NA 22.7 NA <0.005
Alluvial Compliance 7/14/2011 3.94 5.8 21 268 0.54 -94.5 2.36 110.5 NA NA <0.0005 NA <0.005 NA 0.0206 b NA NA NA 0.295 NA NA <0.00008 NA NA 32.3 B NA <0.005 NA NA NA <0.005 NA NA 23.6 NA <0.005
Alluvial Compliance 11/8/2011 3.58 5.8 14 252 1.29 -121.5 9.27 83.5 NA NA <0.0005 NA <0.005 NA 0.0205 NA NA NA 0.296 NA NA <0.00008 NA NA 28 NA <0.005 NA NA NA <0.005 NA NA 17.4 NA <0.005
Alluvial Compliance 4/11/2012 3.56 5.9 13 232 0.55 -86.5 8.49 118.5 NA NA <0.0005 NA <0.005 NA 0.0165 NA NA NA 0.13 NA NA <0.00008 NA NA 25.9 NA <0.005 NA NA NA <0.005 NA NA 19.3 NA <0.005
Alluvial Compliance 7/17/2012 3.76 5.9 20 241 0.57 -15.9 7.97 189.1 NA NA <0.0005 NA <0.005 NA 0.0167 NA NA NA 0.265 NA NA <0.00008 NA NA 26.5 NA <0.005 NA NA NA <0.005 NA NA 20.2 NA <0.005
Alluvial Compliance 11/16/2012 3.51 6 13 203 2.48 96.7 3.08 301.7 NA NA <0.0005 NA <0.005 NA 0.0142 NA NA NA 0.241 NA NA <0.00008 NA NA 26.1 NA <0.005 NA NA NA <0.005 NA NA 13.8 NA <0.005
Alluvial Compliance 4/4/2013 3.33 5.8 8 203 2.03 58 3.04 263 NA NA <0.001 NA <0.001 NA 0.013 NA NA NA 0.149 NA NA <0.001 NA NA 18 NA <0.005 NA NA NA <0.005 NA NA 13.4 NA <0.001
Alluvial Compliance 7/2/2013 3.4 5.6 18 215 0.46 -119.1 2.61 85.9 NA NA <0.001 NA <0.001 NA 0.013 NA NA NA 0.176 NA NA <0.001 NA NA 15 NA <0.005 NA NA NA <0.005 NA NA 18.5 NA <0.001
Alluvial Compliance 11/6/2013 3.72 5.9 16 196 0.27 10 3.2 215 NA NA <0.001 NA <0.001 NA 0.014 NA NA NA 0.186 NA NA <0.001 NA NA 16 NA <0.005 NA NA NA <0.005 NA NA 20.4 NA <0.001
Alluvial Compliance 4/17/2014 3.57 6 12 202 0.3 20 5.1 225 NA NA <0.001 NA <0.001 NA 0.013 NA NA NA 0.117 NA NA <0.001 NA NA 16 NA <0.005 NA NA NA <0.005 NA NA 21.3 NA <0.001
Alluvial Compliance 7/10/2014 3.4 6.1 19 236.6 0.54 -12 5.5 193 NA NA <0.001 NA <0.001 NA 0.015 NA NA NA 0.182 NA NA <0.001 NA NA 22 NA <0.005 NA NA NA <0.005 NA NA 27.4 NA <0.001
Alluvial Compliance 7/24/2014 9.55 5.9 19 226.2 0.24 -13.6 7.15 NM 44 NA <0.001 NA <0.001 0.014 0.015 NA NA 0.187 0.19 NA <0.001 <0.001 6.93 6.89 21 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 NA 24.2 24.1 <0.001 <0.001
Alluvial Compliance 11/18/2010 3.53 NM 13 689 NM NM 3.99 NM NA NA <0.0005 NA <0.005 NA 0.0598 NA NA NA 0.918 NA NA <0.00008 NA NA 38.9 NA <0.005 NA NA NA <0.005 NA NA 24.6 NA <0.005
Alluvial Compliance 4/12/2011 3.44 5.4 13 1247 0.71 -105 2.92 100 NA NA <0.0005 NA <0.005 NA 0.086 NA NA NA 0.758 NA NA <0.00008 NA NA 40 NA <0.005 NA NA NA <0.005 NA NA 32.7 NA <0.005
Alluvial Compliance 7/14/2011 3.37 5.6 21 1090 1.21 -46.3 2.12 158.7 NA NA <0.0005 NA <0.005 NA 0.0759 B NA NA NA 0.918 NA NA <0.00008 NA NA 65.4 NA <0.005 NA NA NA <0.005 NA NA 37.6 NA <0.005
Alluvial Compliance 11/8/2011 3.26 5.5 14 930 2.42 -60.1 6.59 144.9 NA NA <0.0005 NA <0.005 NA 0.071 NA NA NA 0.985 NA NA <0.00008 NA NA 55.3 NA <0.005 NA NA NA <0.005 NA NA 28.3 NA <0.005
Alluvial Compliance 4/10/2012 3.06 5.6 15 737 1.77 -61.7 3.05 143.3 NA NA <0.0005 NA <0.005 NA 0.0499 NA NA NA 0.758 NA NA <0.00008 NA NA 42.4 NA <0.005 NA NA NA <0.005 NA NA 17.5 NA <0.005
Alluvial Compliance 7/17/2012 2.72 5.7 21 604 1.39 79.5 6.65 284.5 NA NA <0.0005 NA <0.005 NA 0.0316 NA NA NA 0.759 NA NA 0.00011 NA NA 22.5 NA <0.005 NA NA NA <0.005 NA NA 10.4 NA <0.005
Alluvial Compliance 11/16/2012 2.68 5.2 11 602 3.96 255 9.55 460 NA NA <0.0005 NA <0.005 NA 0.0368 NA NA NA 0.702 NA NA 0.00014 NA NA 21.9 NA <0.005 NA NA NA <0.005 NA NA 3.41 NA <0.005
Alluvial Compliance 4/4/2013 2.68 5.8 9 429 1.29 57.4 6.42 262.4 NA NA <0.001 NA <0.001 NA 0.021 NA NA NA 0.639 NA NA <0.001 NA NA 13 NA <0.005 NA NA NA <0.005 NA NA 7.72 NA <0.001
Alluvial Compliance 7/2/2013 2.74 5.5 20 407 1.63 -15.3 4.9 189.7 NA NA <0.001 NA <0.001 NA 0.025 NA NA NA 0.865 NA NA <0.001 NA NA 11 NA <0.005 NA NA NA <0.005 NA NA 7.25 NA <0.001
Alluvial Compliance 11/6/2013 3.35 6 16 343 2.1 49 8.8 254 NA NA <0.001 NA <0.001 NA 0.025 NA NA NA 0.781 NA NA <0.001 NA NA 13 NA <0.005 NA NA NA <0.005 NA NA 5.61 NA <0.001
Alluvial Compliance 4/17/2014 4.25 6 11 511 1 151 5.8 356 NA NA <0.001 NA <0.001 NA 0.032 NA NA NA 0.629 NA NA <0.001 NA NA 29 NA <0.005 NA NA NA <0.005 NA NA 15.4 NA <0.001
Alluvial Compliance 7/10/2014 3.32 5.9 19 607 0.4 39.5 5.3 244.5 NA NA <0.001 NA <0.001 NA 0.04 NA NA NA 0.827 NA NA <0.001 NA NA 63 NA <0.005 NA NA NA <0.005 NA NA 18.1 NA <0.001
Alluvial Compliance 7/24/2014 3.54 5.9 18 604 0.45 7.5 9.02 NM 32 <0.001 <0.001 <0.001 <0.001 NA 0.04 NA NA NA 0.837 NA <0.001 <0.001 52.3 52.2 61 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 NA 17.8 18 <0.001 <0.001
Alluvial Compliance 11/18/2010 8.06 NM 15 419 NM NM 0 NM NA NA <0.0005 NA <0.005 NA 0.0889 NA NA NA 0.259 NA NA 0.00022 NA NA 121 NA <0.005 NA NA NA <0.005 NA NA 0.342 NA <0.005
Alluvial Compliance 4/12/2011 6.37 5.6 12 433 4.63 -76.6 1.73 128.4 NA NA <0.0005 NA <0.005 NA 0.0525 NA NA NA 0.127 NA NA <0.00008 NA NA 128 NA <0.005 NA NA NA <0.005 NA NA <0.050 NA <0.005
Alluvial Compliance 7/14/2011 7.8 5.4 19 510 4.51 -13.8 0.38 191.2 NA NA <0.0005 NA <0.005 NA 0.0722 B NA NA NA 0.227 NA NA <0.00008 NA NA 117 NA <0.005 NA NA NA <0.005 NA NA 0.0524 NA <0.005
Alluvial Compliance 11/8/2011 7.95 5.5 16 643 4.8 -52.2 1.19 152.8 NA NA <0.0005 NA <0.005 NA 0.0912 NA NA NA 0.282 NA NA 0.00014 NA NA 159 NA <0.005 NA NA NA <0.005 NA NA 0.0653 NA <0.005
Alluvial Compliance 4/10/2012 6.9 5.6 14 436 5.33 -41.2 1.23 163.8 NA NA <0.0005 NA <0.005 NA 0.0429 NA NA NA 0.2 NA NA <0.00008 NA NA 105 NA <0.005 NA NA NA <0.005 NA NA <0.050 NA <0.005
Alluvial Compliance 7/17/2012 7.74 5.4 20 538 0.99 203.3 0.71 408.3 NA NA <0.0005 NA <0.005 NA 0.0616 NA NA NA 0.27 NA NA <0.00008 NA NA 152 NA <0.005 NA NA NA <0.005 NA NA <0.050 NA <0.005
Alluvial Compliance 11/16/2012 8.37 5.8 12 407 4.88 275.9 0.84 480.9 NA NA <0.0005 NA <0.005 NA 0.0478 NA NA NA 0.247 NA NA 0.00011 NA NA 69.9 NA <0.005 NA NA NA <0.005 NA NA 0.0609 NA <0.005
Alluvial Compliance 4/4/2013 6.96 5.5 8 277 3.51 70.9 2.17 275.9 NA NA <0.001 NA <0.001 NA 0.02 NA NA NA 0.11 NA NA <0.001 NA NA 39 NA <0.005 NA NA NA <0.005 NA NA 0.135 NA <0.001
Alluvial Compliance 7/2/2013 6.35 5.5 17 369 0.82 -2.8 4.17 202.2 NA NA <0.001 NA <0.001 NA 0.026 NA NA NA 0.208 NA NA <0.001 NA NA 51 NA <0.005 NA NA NA <0.005 NA NA 0.193 NA <0.001
Alluvial Compliance 11/6/2013 8.03 5.7 17 384 3.2 62 7 267 NA NA <0.001 NA <0.001 NA 0.035 NA NA NA 0.24 NA NA <0.001 NA NA 68 NA <0.005 NA NA NA <0.005 NA NA 0.816 NA <0.001
Alluvial Compliance 4/17/2014 6.64 5.8 10 418 4.4 355 2 560 NA NA <0.001 NA <0.001 NA 0.032 NA NA NA 0.208 NA NA <0.001 NA NA 93 NA <0.005 NA NA NA <0.005 NA NA 0.03 NA <0.001
Alluvial Compliance 7/10/2014 7.32 5.8 21 261.8 3.21 270 1.6 475 NA NA <0.001 NA <0.001 NA 0.023 NA NA NA 0.161 NA NA <0.001 NA NA 44 NA <0.005 NA NA NA <0.005 NA NA 0.115 NA <0.001
Alluvial Private Water Supply 2/6/2014 3.44 5.4 10 222 4.8 342 1.03 NM NA NA NA <0.001 <0.002 NA NA NA NA <0.05 <0.05 NA NA NA NA NA NA NA NA NA NA NA NA NA <0.010 0.02 NA NA
Alluvial Voluntary 3/5/2014 5.72 5.4 10 72 5.94 226 2.9 NM NA NA NA NA <0.001 NA 0.057 NA NA NA <0.05 NA NA <0.001 NA NA 4.4 NA <0.005 NA 0.00318 NA <0.005 NA NA 0.207 NA <0.001
Alluvial Voluntary 4/17/2014 5.64 5 12 68 0.3 182 2.9 NM NA NA <0.001 NA <0.001 NA 0.048 NA NA NA <0.05 NA NA <0.001 NA NA 8.3 NA <0.005 NA NA NA <0.005 NA NA 1.04 NA <0.001
Alluvial Voluntary 7/23/2014 5.7 4.6 19 66.6 0.38 244.1 0.93 NM NA <0.001 <0.001 <0.001 <0.001 0.046 0.048 NA NA <0.05 <0.05 NA <0.001 <0.001 2.54 2.54 8.4 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 NA 0.375 0.598 <0.001 <0.001
Alluvial Voluntary 3/5/2014 7.77 5.7 9 365 6.87 211 0.8 NM NA NA <0.001 NA <0.001 NA 0.067 NA NA NA <0.05 NA NA <0.001 NA NA 73 NA <0.005 NA 0.00299 NA 0.014 NA NA 0.078 NA <0.001
Alluvial Voluntary 4/17/2014 7.35 5.3 11 342 3.2 244 0.5 NM NA NA <0.001 NA <0.001 NA 0.101 NA NA NA <0.05 NA NA <0.001 NA NA 80 NA <0.005 NA NA NA <0.005 NA NA <0.010 NA <0.001
Residuum Compliance 11/17/2010 47.73 4.6 14 15 NM NM 9.16 NM NA NA <0.0005 NA <0.005 NA 0.0216 NA NA NA <0.05 NA NA <0.00008 NA NA <5 NA <0.005 NA NA NA <0.005 NA NA 1.16 NA <0.005
Residuum Compliance 4/12/2011 48.2 4.4 17 18 7.57 125.7 4.81 330.7 NA NA <0.0005 NA <0.005 NA 0.0189 NA NA NA <0.05 NA NA <0.00008 NA NA <5 NA <0.005 NA NA NA 0.0166 NA NA 0.589 NA <0.005
Residuum Compliance 7/19/2011 48.4 4.8 22 17 7.16 -3.8 17.6 201.2 NA NA <0.0005 NA <0.005 NA 0.0211 B NA NA NA 0.0511 NA NA <0.00008 NA NA <5 NA 0.0815 NA NA NA 0.0064 NA NA 1.33 NA <0.005
Residuum Compliance 11/9/2011 50.47 5.4 12 19 8.36 -86.2 20.9 118.8 NA NA <0.0005 NA 0.0067 NA 0.0524 NA NA NA <0.05 NA NA <0.00008 NA NA <5 NA 0.0087 NA NA NA 0.0262 NA NA 17.8 NA 0.006
Residuum Compliance 4/10/2012 49.75 4.8 15 16 9.67 -44.4 8.11 160.6 NA NA <0.0005 NA <0.005 NA 0.0158 NA NA NA <0.05 NA NA <0.00008 NA NA <5 NA <0.005 NA NA NA <0.005 NA NA 0.276 NA <0.005
Residuum Compliance 7/16/2012 49.09 4.6 16 20 8.65 316.8 3.65 521.8 NA NA <0.0005 NA <0.005 NA 0.0175 NA NA NA <0.05 NA NA <0.00008 NA NA 1.6 NA <0.005 NA NA NA <0.005 NA NA 0.179 NA <0.005
Residuum Compliance 11/15/2012 50.89 4.9 16 18 7.82 335.2 7.86 540.2 NA NA <0.0005 NA <0.005 NA 0.0146 NA NA NA <0.05 NA NA <0.00008 NA NA 1.4 NA <0.005 NA NA NA <0.005 NA NA 0.218 NA <0.005
Residuum Compliance 4/3/2013 49.47 4.5 15 20 7.89 135.4 4.78 340.4 NA NA <0.001 NA <0.001 NA 0.016 NA NA NA <0.05 NA NA <0.001 NA NA 1.5 NA 0.015 NA NA NA <0.005 NA NA 0.098 NA <0.001
Residuum Compliance 7/1/2013 44.71 5.3 16 24 8.75 59.9 9.2 264.9 NA NA <0.001 NA <0.001 NA 0.025 NA NA NA <0.05 NA NA <0.001 NA NA 1.7 NA <0.005 NA NA NA <0.005 NA NA 2.87 NA <0.001
Residuum Compliance 11/5/2013 43.93 4.5 15 18 9.4 413 12 618 NA NA <0.001 NA <0.001 NA 0.021 NA NA NA <0.05 NA NA <0.001 NA NA 1.6 NA <0.005 NA NA NA <0.005 NA NA 0.664 NA <0.001
Residuum Compliance 4/16/2014 46.05 4.4 15 17 8.3 410 2.8 615 NA NA <0.001 NA <0.001 NA 0.019 NA NA NA <0.05 NA NA <0.001 NA NA 1.7 NA <0.005 NA NA NA <0.005 NA NA 0.152 NA <0.001
Residuum Compliance 7/9/2014 46.41 4.6 16 17.7 8.67 387 3.6 592 NA NA <0.001 NA <0.001 NA 0.02 NA NA NA <0.05 NA NA <0.001 NA NA 1.7 NA <0.005 NA NA NA <0.005 NA NA 0.215 NA <0.001
Residuum Compliance 11/17/2010 19.13 5.3 13 212 NM NM 9.29 NM NA NA <0.0005 NA <0.005 NA 0.0883 NA NA NA 0.241 NA NA <0.00008 NA NA 8.5 NA <0.005 NA NA NA <0.005 NA NA 0.705 NA <0.005
Residuum Compliance 4/12/2011 17.31 5.3 14 244 0.4 -61.4 6.35 143.6 NA NA <0.0005 NA <0.005 NA 0.0722 NA NA NA 0.229 NA NA <0.00008 NA NA 6.9 NA <0.005 NA NA NA 0.0085 NA NA 0.292 NA <0.005
Residuum Compliance 7/15/2011 18.89 5.3 16 260 0.56 47.2 1.4 252.2 NA NA <0.0005 NA <0.005 NA 0.079 B NA NA NA 0.245 NA NA <0.00008 NA NA 6.9 B NA <0.005 NA NA NA <0.005 NA NA <0.050 NA <0.005
Residuum Compliance 11/9/2011 19.79 5.5 13 278 0.74 -92.9 1.81 112.1 NA NA <0.0005 NA <0.005 NA 0.0898 NA NA NA 0.239 NA NA <0.00008 NA NA 8.7 NA <0.005 NA NA NA <0.005 NA NA 0.197 NA <0.005
Residuum Compliance 4/10/2012 18.64 5.2 15 253 0.44 -60 7.53 145 NA NA <0.0005 NA <0.005 NA 0.074 NA NA NA 0.219 NA NA <0.00008 NA NA 19.7 NA <0.005 NA NA NA <0.005 NA NA <0.050 NA <0.005
Residuum Compliance 7/16/2012 19.98 5.3 19 279 0.98 381.9 2.31 586.9 NA NA <0.0005 NA <0.005 NA 0.0898 NA NA NA 0.226 NA NA 0.00012 NA NA 10.1 NA <0.005 NA NA NA <0.005 NA NA 0.109 NA <0.005
Residuum Compliance 11/15/2012 20.58 5.3 13 277 0.61 271.2 5.44 476.2 NA NA <0.0005 NA <0.005 NA 0.0806 NA NA NA 0.23 NA NA 0.000098 NA NA 10.5 NA <0.005 NA NA NA <0.005 NA NA 0.146 NA <0.005
Residuum Compliance 4/3/2013 18.32 5.3 14 263 0.82 92.8 2.54 297.8 NA NA <0.001 NA <0.001 NA 0.074 NA NA NA 0.227 NA NA <0.001 NA NA 9.3 NA <0.005 NA NA NA <0.005 NA NA 0.034 NA <0.001
Residuum Compliance 7/1/2013 18.42 6.4 15 280 0.54 -103.1 1.37 101.9 NA NA <0.001 NA <0.001 NA 0.072 NA NA NA 0.223 NA NA <0.001 NA NA 8.8 NA <0.005 NA NA NA <0.005 NA NA 0.243 NA <0.001
Residuum Compliance 11/6/2013 22.04 5.1 14 277 0.4 564 7.2 769 NA NA <0.001 NA <0.001 NA 0.059 NA NA NA 0.307 NA NA <0.001 NA NA 8.1 NA <0.005 NA NA NA <0.005 NA NA 0.214 NA <0.001
Residuum Compliance 4/16/2014 21.77 5.2 12 204 0.4 450 2.4 655 NA NA <0.001 NA <0.001 NA 0.032 NA NA NA 0.257 NA NA <0.001 NA NA 4.3 NA <0.005 NA NA NA <0.005 NA NA 0.169 NA <0.001
Residuum Compliance 7/9/2014 22.44 5.2 15 188.6 0.68 322 8 527 NA NA <0.001 NA <0.001 NA 0.033 NA NA NA 0.24 NA NA <0.001 NA NA 3.6 NA <0.005 NA NA NA <0.005 NA NA 0.335 NA <0.001
Residuum Compliance 11/18/2010 17.58 NM 13 217 NM NM 0.22 NM NA NA <0.0005 NA <0.005 NA 0.105 NA NA NA 0.404 NA NA <0.00008 NA NA 11.6 NA <0.005 NA NA NA <0.005 NA NA <0.050 NA <0.005
Residuum Compliance 4/12/2011 16.48 5.1 14 259 2.92 -79 3.74 126 NA NA <0.0005 NA <0.005 NA 0.0983 NA NA NA 0.344 NA NA <0.00008 NA NA 10.2 NA <0.005 NA NA NA <0.005 NA NA 0.0905 NA <0.005
Residuum Compliance 7/14/2011 17.52 5 16 267 2.92 -28.9 0.65 176.1 NA NA <0.0005 NA <0.005 NA 0.104 B NA NA NA 0.356 NA NA <0.00008 NA NA 9.8 B NA <0.005 NA NA NA <0.005 NA NA <0.050 NA <0.005
Residuum Compliance 11/8/2011 17.6 5.1 15 291 2.14 -54.4 6.83 150.6 NA NA <0.0005 NA <0.005 NA 0.105 NA NA NA 0.415 NA NA <0.00008 NA NA 10.6 NA <0.005 NA NA NA <0.005 NA NA 0.0507 NA <0.005
Residuum Compliance 4/10/2012 16.8 5.1 14 261 2.32 -48.7 1.62 156.3 NA NA <0.0005 NA <0.005 NA 0.0924 NA NA NA 0.324 NA NA 0.000085 NA NA 11.7 NA <0.005 NA NA NA <0.005 NA NA <0.050 NA <0.005
Residuum Compliance 7/16/2012 17.56 5.1 17 284 2.44 184.1 1.54 389.1 NA NA <0.0005 NA <0.005 NA 0.0947 NA NA NA 0.371 NA NA <0.00008 NA NA 12.4 NA <0.005 NA NA NA <0.005 NA NA 0.0727 NA <0.005
Residuum Compliance 11/15/2012 17.4 5.2 15 308 2.32 263.1 0.36 468.1 NA NA <0.0005 NA <0.005 NA 0.0856 NA NA NA 0.391 NA NA 0.00012 NA NA 12.4 NA <0.005 NA NA NA <0.005 NA NA <0.050 NA <0.005
Residuum Compliance 4/3/2013 16.37 5 13 265 3.45 107.7 3.93 312.7 NA NA <0.001 NA <0.001 NA 0.093 NA NA NA 0.322 NA NA <0.001 NA NA 9 NA <0.005 NA NA NA <0.005 NA NA 0.034 NA <0.001
Residuum Compliance 7/1/2013 16.44 5.1 16 243 4.2 16.7 0.78 221.7 NA NA <0.001 NA <0.001 NA 0.079 NA NA NA 0.288 NA NA <0.001 NA NA 6.7 NA <0.005 NA NA NA <0.005 NA NA 0.017 NA <0.001
Residuum Compliance 11/6/2013 18.19 5 15 307 2.7 377 5.4 582 NA NA <0.001 NA <0.001 NA 0.085 NA NA NA 0.525 NA NA <0.001 NA NA 9.5 NA <0.005 NA NA NA <0.005 NA NA 0.097 NA <0.001
Residuum Compliance 4/16/2014 17.69 5.2 13 322 2.9 241 1.2 446 NA NA <0.001 NA <0.001 NA 0.08 NA NA NA 0.527 NA NA <0.001 NA NA 8.9 NA <0.005 NA NA NA <0.005 NA NA 0.039 NA <0.001
Residuum Compliance 7/9/2014 18.7 5.1 17 331 3.93 406.7 4.2 611.7 NA NA <0.001 NA <0.001 NA 0.069 NA NA NA 0.567 NA NA <0.001 NA NA 8.6 NA <0.005 NA NA NA <0.005 NA NA 0.209 NA <0.001
CB-2
CB-2
CB-2
CB-2
CB-2
CB-2
CB-4
CB-4
CB-4
CB-4
CB-2
CB-2
CB-2
CB-2
CB-2
CB-2
CB-4
CB-4
CB-4
CB-7
MW-11
MW-11
CB-1
CB-1
CB-1
CB-1
CB-1
CB-1
CB-1
CB-1
CB-1
CB-1
CB-1
CB-7
CB-7
CB-7
CB-7
CB-7
CB-7
CB-1
CB-4
CB-4
CB-4
CB-4
CB-4
CB-6
CB-6
CB-6
CB-6
CB-7
CB-7
CB-7
CB-7
CB-7
MW-10
Sample ID
200.8200.8 NA 200.7 NA 200.7 200.7
CB-5
CB-5
CB-5
CB-5
CB-5
0.015
Constituent Concentrations
CB-5
CB-5
40 Bear Leah
MW-10
MW-10
CB-6
CB-5
CB-5
CB-5
CB-5
CB-5
CB-5
CB-6
CB-6
CB-6
CB-6
CB-6
CB-6
CB-6
CB-6
mg/l mg/l mg/l mg/l
Analytical Method
Field Measurements
200.8 200.8 200.7 200.7
NE 0.01 0.001 1 0.3
Copper Iron LeadAnalytical Parameter Antimony Calcium Chromium Cobalt
15 NCAC .02L .0202(g) Groundwater Quality Standard 0.001 0.01 0.7 0.7 0.002
mg/l mg/l
Arsenic Barium Boron Cadmium
Units mg/l mg/l mg/l mg/l mg/l
P:\Duke Energy Progress.1026\ALL NC SITES\DENR Letter Deliverables\GW Assessment Plans\Asheville\Revised December 2014\Tables\Revision Tables\Table 3, 4, and 5_121714_REV1 1 of 6
TABLE 3
GROUNDWATER ANALYTICAL RESULTS
ASHEVILLE STEAM ELECTRIC PLANT
DUKE ENERGY PROGRESS, INC., ASHEVILLE, NORTH CAROLINA
Hydrostratigraphic Unit Well Type Sample Date
Alluvial Compliance 11/18/2010
Alluvial Compliance 4/12/2011
Alluvial Compliance 7/14/2011
Alluvial Compliance 11/8/2011
Alluvial Compliance 4/11/2012
Alluvial Compliance 7/17/2012
Alluvial Compliance 11/16/2012
Alluvial Compliance 4/4/2013
Alluvial Compliance 7/2/2013
Alluvial Compliance 11/6/2013
Alluvial Compliance 4/17/2014
Alluvial Compliance 7/10/2014
Alluvial Compliance 7/24/2014
Alluvial Compliance 11/18/2010
Alluvial Compliance 4/12/2011
Alluvial Compliance 7/14/2011
Alluvial Compliance 11/8/2011
Alluvial Compliance 4/10/2012
Alluvial Compliance 7/17/2012
Alluvial Compliance 11/16/2012
Alluvial Compliance 4/4/2013
Alluvial Compliance 7/2/2013
Alluvial Compliance 11/6/2013
Alluvial Compliance 4/17/2014
Alluvial Compliance 7/10/2014
Alluvial Compliance 7/24/2014
Alluvial Compliance 11/18/2010
Alluvial Compliance 4/12/2011
Alluvial Compliance 7/14/2011
Alluvial Compliance 11/8/2011
Alluvial Compliance 4/10/2012
Alluvial Compliance 7/17/2012
Alluvial Compliance 11/16/2012
Alluvial Compliance 4/4/2013
Alluvial Compliance 7/2/2013
Alluvial Compliance 11/6/2013
Alluvial Compliance 4/17/2014
Alluvial Compliance 7/10/2014
Alluvial Private Water Supply 2/6/2014
Alluvial Voluntary 3/5/2014
Alluvial Voluntary 4/17/2014
Alluvial Voluntary 7/23/2014
Alluvial Voluntary 3/5/2014
Alluvial Voluntary 4/17/2014
Residuum Compliance 11/17/2010
Residuum Compliance 4/12/2011
Residuum Compliance 7/19/2011
Residuum Compliance 11/9/2011
Residuum Compliance 4/10/2012
Residuum Compliance 7/16/2012
Residuum Compliance 11/15/2012
Residuum Compliance 4/3/2013
Residuum Compliance 7/1/2013
Residuum Compliance 11/5/2013
Residuum Compliance 4/16/2014
Residuum Compliance 7/9/2014
Residuum Compliance 11/17/2010
Residuum Compliance 4/12/2011
Residuum Compliance 7/15/2011
Residuum Compliance 11/9/2011
Residuum Compliance 4/10/2012
Residuum Compliance 7/16/2012
Residuum Compliance 11/15/2012
Residuum Compliance 4/3/2013
Residuum Compliance 7/1/2013
Residuum Compliance 11/6/2013
Residuum Compliance 4/16/2014
Residuum Compliance 7/9/2014
Residuum Compliance 11/18/2010
Residuum Compliance 4/12/2011
Residuum Compliance 7/14/2011
Residuum Compliance 11/8/2011
Residuum Compliance 4/10/2012
Residuum Compliance 7/16/2012
Residuum Compliance 11/15/2012
Residuum Compliance 4/3/2013
Residuum Compliance 7/1/2013
Residuum Compliance 11/6/2013
Residuum Compliance 4/16/2014
Residuum Compliance 7/9/2014
CB-2
CB-2
CB-2
CB-2
CB-2
CB-2
CB-4
CB-4
CB-4
CB-4
CB-2
CB-2
CB-2
CB-2
CB-2
CB-2
CB-4
CB-4
CB-4
CB-7
MW-11
MW-11
CB-1
CB-1
CB-1
CB-1
CB-1
CB-1
CB-1
CB-1
CB-1
CB-1
CB-1
CB-7
CB-7
CB-7
CB-7
CB-7
CB-7
CB-1
CB-4
CB-4
CB-4
CB-4
CB-4
CB-6
CB-6
CB-6
CB-6
CB-7
CB-7
CB-7
CB-7
CB-7
MW-10
Sample ID
CB-5
CB-5
CB-5
CB-5
CB-5
CB-5
CB-5
40 Bear Leah
MW-10
MW-10
CB-6
CB-5
CB-5
CB-5
CB-5
CB-5
CB-5
CB-6
CB-6
CB-6
CB-6
CB-6
CB-6
CB-6
CB-6
Analytical Method
Analytical Parameter
15 NCAC .02L .0202(g) Groundwater Quality Standard
Units
Nitrate Nitrate (as N)Nitrite Silver Sulfate TDS TOC TOX Vanadium
mg/l mg/l mg/l mg/l mg/l mg/l mg/l mg/l mg/l
10 10 NE 0.02 250 500 NE NE 0.0003
300.0 300.0 NA NA 300 SM2540C NA NA NA
Dissolved Total Dissolved Total Dissolved Total Dissolved Total Dissolved Total Dissolved Total Dissolved Total Dissolved Total Dissolved Total Dissolved Total
NA NA NA 0.415 NA <0.0002 NA NA NA <0.005 <0.1 NA NA NA NA NA <0.01 NA NA NA 31.5 163 NA <0.0001 NA NA NA NA <0.01
NA NA NA 0.424 NA <0.0002 NA NA NA <0.005 <0.1 NA NA NA NA NA <0.01 NA NA NA 19.9 112 NA <0.0001 NA NA NA NA <0.01
NA NA NA 0.397 NA <0.0002 NA NA NA <0.005 <0.2 NA NA NA NA NA <0.01 NA NA NA 21 B 152 B NA <0.0001 NA NA NA NA <0.01
NA NA NA 0.395 NA <0.0002 NA NA NA <0.005 <0.2 NA NA NA NA NA <0.01 NA NA NA 25.9 165 NA <0.0001 NA NA NA NA <0.01
NA NA NA 0.391 NA <0.0002 NA NA NA <0.005 <0.2 NA NA NA NA NA <0.01 NA NA NA 11.5 134 NA <0.0001 NA NA NA NA <0.01
NA NA NA 0.329 NA <0.0002 NA NA NA <0.005 0.049 NA NA NA NA NA <0.01 NA NA NA 17.1 141 NA <0.0001 NA NA NA NA <0.01
NA NA NA 0.295 NA <0.0002 NA NA NA <0.005 0.058 B NA NA NA NA NA <0.01 NA NA NA 6.9 123 NA <0.0001 NA NA NA NA <0.01
NA NA NA 0.283 NA <0.00005 NA NA NA <0.005 0.02 NA NA NA NA NA <0.001 NA NA NA 6.2 130 NA <0.0002 NA NA NA NA <0.005
NA NA NA 0.341 NA <0.00005 NA NA NA <0.005 0.03 NA NA NA NA NA <0.001 NA NA NA 2.6 140 NA <0.0002 NA NA NA NA <0.005
NA NA NA 0.382 NA <0.00005 NA NA NA <0.005 <0.023 NA NA NA NA NA <0.001 NA NA NA 5.3 120 NA <0.0002 NA NA NA NA <0.005
NA NA NA 0.466 NA <0.00005 NA NA NA <0.005 <0.023 NA NA NA NA NA <0.001 NA NA NA 9.2 140 NA <0.0002 NA NA NA NA <0.005
NA NA NA 0.438 NA <0.00005 NA NA NA <0.005 0.02 NA NA NA NA NA <0.001 NA NA NA 3 150 NA <0.0002 NA NA NA NA <0.005
3.81 3.78 NA 0.434 <0.00005 <0.00005 <0.001 <0.001 <0.005 <0.005 <0.1 <0.023 NA 0.796 0.809 <0.001 <0.001 16.2 16 NA 1.4 150 <0.0002 <0.0002 NA NA NA <0.005 <0.005
NA NA NA 3.43 NA <0.0002 NA NA NA <0.005 <0.1 NA NA NA NA NA <0.01 NA NA NA 378 642 NA <0.0001 NA NA NA NA <0.01
NA NA NA 5.06 NA <0.0002 NA NA NA <0.005 <0.1 NA NA NA NA NA <0.01 NA NA NA 715 1070 NA <0.0001 NA NA NA NA <0.01
NA NA NA 4.72 NA <0.0002 NA NA NA <0.005 <0.2 NA NA NA NA NA <0.01 NA NA NA 428 789 NA <0.0001 NA NA NA NA 0.0141
NA NA NA 7.08 NA <0.0002 NA NA NA <0.005 <0.2 NA NA NA NA NA <0.01 NA NA NA 353 686 NA <0.0001 NA NA NA NA <0.01
NA NA NA 4.25 NA <0.0002 NA NA NA <0.005 <0.2 NA NA NA NA NA <0.01 NA NA NA 304 621 NA <0.0001 NA NA NA NA <0.01
NA NA NA 2.05 NA <0.0002 NA NA NA <0.005 0.11 NA NA NA NA NA <0.01 NA NA NA 174 346 NA <0.0001 NA NA NA NA <0.01
NA NA NA 3.06 NA <0.0002 NA NA NA <0.005 0.058 B NA NA NA NA NA <0.01 NA NA NA 207 406 NA <0.0001 NA NA NA NA <0.01
NA NA NA 1.66 NA <0.00005 NA NA NA <0.005 <0.023 NA NA NA NA NA <0.001 NA NA NA 140 250 NA <0.0002 NA NA NA NA <0.005
NA NA NA 1.5 NA <0.00005 NA NA NA <0.005 <0.023 NA NA NA NA NA <0.001 NA NA NA 110 240 NA <0.0002 NA NA NA NA 0.006
NA NA NA 1.63 NA <0.00005 NA NA NA <0.005 0.05 NA NA NA NA NA <0.001 NA NA NA 100 210 NA <0.0002 NA NA NA NA <0.005
NA NA NA 2.69 NA <0.00005 NA NA NA <0.005 <0.023 NA NA NA NA NA <0.001 NA NA NA 190 360 NA <0.0002 NA NA NA NA <0.005
NA NA NA 2.62 NA <0.00005 NA NA NA <0.005 0.05 NA NA NA NA NA <0.001 NA NA NA 160 400 NA <0.0002 NA NA NA NA <0.005
15.1 15.1 NA 2.64 <0.00005 <0.00005 <0.001 <0.001 <0.005 <0.005 <0.2 0.03 NA 5.68 5.59 <0.001 <0.001 27.9 28.2 NA 160 390 NA <0.0002 NA NA NA NA <0.005
NA NA NA 0.236 NA <0.0002 NA NA NA <0.005 <0.1 NA NA NA NA NA <0.01 NA NA NA 53.5 319 NA <0.0001 NA NA NA NA <0.01
NA NA NA <0.005 NA <0.0002 NA NA NA <0.005 <0.1 NA NA NA NA NA 0.0156 NA NA NA 20.3 266 NA <0.0001 NA NA NA NA <0.01
NA NA NA 0.0129 NA <0.0002 NA NA NA <0.005 <0.2 NA NA NA NA NA <0.01 NA NA NA 49.5 347 NA <0.0001 NA NA NA NA <0.01
NA NA NA 0.0955 NA <0.0002 NA NA NA <0.005 <0.2 NA NA NA NA NA <0.01 NA NA NA 49.6 372 NA <0.0001 NA NA NA NA <0.01
NA NA NA <0.005 NA <0.0002 NA NA NA <0.005 <0.2 NA NA NA NA NA 0.0128 NA NA NA 47.2 285 NA <0.0001 NA NA NA NA 0.0104
NA NA NA 0.13 NA <0.0002 NA NA NA <0.005 <0.02 NA NA NA NA NA <0.01 NA NA NA 66.9 311 NA <0.0001 NA NA NA NA <0.01
NA NA NA 0.029 NA <0.0002 NA NA NA <0.005 0.022 B NA NA NA NA NA <0.01 NA NA NA 67.4 238 NA <0.0001 NA NA NA NA 0.0212
NA NA NA <0.005 NA <0.00005 NA NA NA <0.005 <0.023 NA NA NA NA NA 0.0194 NA NA NA 28 130 NA <0.0002 NA NA NA NA <0.005
NA NA NA 0.018 NA <0.00005 NA NA NA <0.005 <0.023 NA NA NA NA NA 0.00224 NA NA NA 39 210 NA <0.0002 NA NA NA NA <0.005
NA NA NA 0.047 NA <0.00005 NA NA NA <0.005 0.06 NA NA NA NA NA 0.00192 NA NA NA 42 210 NA <0.0002 NA NA NA NA <0.005
NA NA NA <0.005 NA <0.00005 NA NA NA <0.005 <0.023 NA NA NA NA NA 0.0135 NA NA NA 36 270 NA <0.0002 NA NA NA NA <0.005
NA NA NA 0.007 NA <0.00005 NA NA NA <0.005 <0.023 NA NA NA NA NA 0.00663 NA NA NA 30 170 NA <0.0002 NA NA NA NA <0.005
NA NA 0.034 0.036 NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA <0.0002 <0.0002 NA NA NA NA NA
NA NA NA 0.187 NA <0.00005 NA <0.001 NA <0.005 NA NA NA NA NA NA <0.001 NA NA NA 0.63 55 NA <0.0002 NA NA NA NA 0.029
NA NA NA 0.573 NA <0.00005 NA NA NA <0.005 0.16 0.04 NA NA NA NA <0.001 NA NA NA 0.41 48 NA <0.0002 NA NA NA NA 0.017
2.58 2.57 0.331 0.363 <0.00005 <0.00005 <0.001 <0.001 <0.005 <0.005 0.42 0.1 NA 1.51 1.51 <0.001 <0.001 3.56 3.3 NA 0.58 44 <0.0002 <0.0002 NA NA NA 0.012 0.015
NA NA NA 0.221 NA <0.00005 NA <0.001 NA 0.006 NA NA NA NA NA NA <0.001 NA NA NA 27 240 NA <0.0002 NA NA NA NA 0.02
NA NA NA 0.577 NA <0.00005 NA NA NA 0.007 1.4 0.31 NA NA NA NA <0.001 NA NA NA 19 210 NA <0.0002 NA NA NA NA 0.01
NA NA NA 0.0463 NA <0.0002 NA NA NA <0.005 0.51 NA NA NA NA NA <0.01 NA NA NA <5 <25 NA <0.0001 NA NA NA NA <0.01
NA NA NA 0.0363 NA <0.0002 NA NA NA <0.005 0.43 NA NA NA NA NA <0.01 NA NA NA <5 <25 NA <0.0001 NA NA NA NA 0.0439
NA NA NA 0.043 NA <0.0002 NA NA NA 0.053 B 0.43 NA NA NA NA NA <0.01 NA NA NA <5 <25 NA <0.0001 NA NA NA NA 0.0324
NA NA NA 0.293 NA <0.0002 NA NA NA 0.012 0.42 NA NA NA NA NA <0.01 NA NA NA <5 93 NA <0.0001 NA NA NA NA 0.0568
NA NA NA 0.0284 NA <0.0002 NA NA NA <0.005 0.41 NA NA NA NA NA <0.01 NA NA NA <5 <25 NA <0.0001 NA NA NA NA 0.011
NA NA NA 0.0268 NA <0.0002 NA NA NA <0.005 0.42 NA NA NA NA NA <0.01 NA NA NA <2 <25 NA <0.0001 NA NA NA NA <0.01
NA NA NA 0.0285 NA <0.0002 NA NA NA <0.005 0.36 NA NA NA NA NA <0.01 NA NA NA <2 <25 NA <0.0001 NA NA NA NA <0.01
NA NA NA 0.027 NA <0.00005 NA NA NA 0.01 0.43 NA NA NA NA NA <0.001 NA NA NA <0.1 <10 NA <0.0002 NA NA NA NA 0.01
NA NA NA 0.067 NA <0.00005 NA NA NA <0.005 0.42 NA NA NA NA NA 0.00122 NA NA NA <0.1 <25 NA <0.0002 NA NA NA NA 0.019
NA NA NA 0.033 NA <0.00005 NA NA NA <0.005 0.42 NA NA NA NA NA <0.001 NA NA NA 0.15 <25 NA <0.0002 NA NA NA NA 0.025
NA NA NA 0.024 NA <0.00005 NA NA NA <0.005 0.42 NA NA NA NA NA <0.001 NA NA NA 0.18 <25 NA <0.0002 NA NA NA NA 0.014
NA NA NA 0.026 NA <0.00005 NA NA NA <0.005 0.45 NA NA NA NA NA <0.001 NA NA NA 0.12 <25 NA <0.0002 NA NA NA NA 0.028
NA NA NA 2.57 NA <0.0002 NA NA NA <0.005 0.11 NA NA NA NA NA <0.01 NA NA NA 92.9 158 NA 0.00018 NA NA NA NA 0.0191
NA NA NA 2.63 NA <0.0002 NA NA NA <0.005 <0.1 NA NA NA NA NA <0.01 NA NA NA 93.8 113 NA 0.00016 NA NA NA NA 0.0241
NA NA NA 2.58 NA <0.0002 NA NA NA <0.005 <0.2 NA NA NA NA NA <0.01 NA NA NA 80.6 133 B NA 0.00018 NA NA NA NA 0.0156
NA NA NA 2.69 NA <0.0002 NA NA NA <0.005 <0.2 NA NA NA NA NA <0.01 NA NA NA 95.8 262 NA 0.00018 NA NA NA NA 0.0177
NA NA NA 2.56 NA <0.0002 NA NA NA <0.005 <0.2 NA NA NA NA NA <0.01 NA NA NA 69.4 161 NA 0.00017 NA NA NA NA 0.0173
NA NA NA 2.66 NA <0.0002 NA NA NA <0.005 <0.02 NA NA NA NA NA <0.01 NA NA NA 89.7 154 NA 0.0002 NA NA NA NA 0.0155
NA NA NA 2.58 NA <0.0002 NA NA NA <0.005 0.029 B NA NA NA NA NA <0.01 NA NA NA 83.6 153 NA 0.00021 NA NA NA NA 0.0187
NA NA NA 2.89 NA <0.00005 NA NA NA <0.005 0.05 NA NA NA NA NA 0.00117 NA NA NA 86 160 NA <0.0002 NA NA NA NA 0.017
NA NA NA 2.9 NA <0.00005 NA NA NA <0.005 0.32 NA NA NA NA NA 0.00158 NA NA NA 79 160 NA <0.0002 NA NA NA NA 0.024
NA NA NA 3.03 NA <0.00005 NA NA NA <0.005 <0.023 NA NA NA NA NA 0.00392 NA NA NA 91 160 NA <0.0002 NA NA NA NA 0.029
NA NA NA 2.95 NA <0.00005 NA NA NA <0.005 0.92 NA NA NA NA NA <0.001 NA NA NA 68 120 NA <0.0002 NA NA NA NA 0.015
NA NA NA 3.03 NA <0.00005 NA NA NA <0.005 1.4 NA NA NA NA NA <0.001 NA NA NA 59 120 NA <0.0002 NA NA NA NA 0.014
NA NA NA 0.368 NA <0.0002 NA NA NA <0.005 1.9 NA NA NA NA NA 0.0105 NA NA NA 96.9 163 NA <0.0001 NA NA NA NA <0.01
NA NA NA 0.381 NA <0.0002 NA NA NA <0.005 1.8 NA NA NA NA NA <0.01 NA NA NA 85 111 NA <0.0001 NA NA NA NA <0.01
NA NA NA 0.411 NA <0.0002 NA NA NA <0.005 1.7 NA NA NA NA NA 0.0107 NA NA NA 84.1 146 B NA <0.0001 NA NA NA NA <0.01
NA NA NA 0.465 NA <0.0002 NA NA NA <0.005 1.7 NA NA NA NA NA <0.01 NA NA NA 66.5 180 NA <0.0001 NA NA NA NA <0.01
NA NA NA 0.414 NA <0.0002 NA NA NA <0.005 1.8 NA NA NA NA NA <0.01 NA NA NA 73.4 175 NA <0.0001 NA NA NA NA <0.01
NA NA NA 0.475 NA <0.0002 NA NA NA <0.005 1.5 NA NA NA NA NA 0.0104 NA NA NA 94.5 176 NA <0.0001 NA NA NA NA <0.01
NA NA NA 0.483 NA <0.0002 NA NA NA <0.005 1.5 NA NA NA NA NA <0.01 NA NA NA 91.9 180 NA <0.0001 NA NA NA NA <0.01
NA NA NA 0.464 NA <0.00005 NA NA NA <0.005 1.3 NA NA NA NA NA 0.01 NA NA NA 97 180 NA <0.0002 NA NA NA NA 0.006
NA NA NA 0.393 NA <0.00005 NA NA NA <0.005 1.1 NA NA NA NA NA 0.00893 NA NA NA 75 150 NA <0.0002 NA NA NA NA 0.008
NA NA NA 0.591 NA <0.00005 NA NA NA <0.005 1.3 NA NA NA NA NA 0.0124 NA NA NA 120 200 NA <0.0002 NA NA NA NA 0.007
NA NA NA 0.597 NA <0.00005 NA NA NA <0.005 1.9 NA NA NA NA NA 0.0104 NA NA NA 130 210 NA <0.0002 NA NA NA NA 0.006
NA NA NA 0.677 NA <0.00005 NA NA NA <0.005 2.3 NA NA NA NA NA 0.00969 NA NA NA 130 230 NA <0.0002 NA NA NA NA <0.005
NA 200.8 200.7NA200.8 245.1 NA 200.7
Constituent Concentrations
NA 200.8
NE 0.0002 1NE0.05 0.001 NE 0.1 NE 0.02
mg/l mg/l mg/l
Potassium
mg/l mg/l mg/l mg/lmg/l mg/l mg/l
Selenium Sodium Thallium ZincMagnesiumManganeseMercuryMolybdenumNickel
P:\Duke Energy Progress.1026\ALL NC SITES\DENR Letter Deliverables\GW Assessment Plans\Asheville\Revised December 2014\Tables\Revision Tables\Table 3, 4, and 5_121714_REV1 2 of 6
TABLE 3
GROUNDWATER ANALYTICAL RESULTS
ASHEVILLE STEAM ELECTRIC PLANT
DUKE ENERGY PROGRESS, INC., ASHEVILLE, NORTH CAROLINA
Depth to
Water pH Temp.Specific
Conductance DO ORP Turbidity Eh Alkalinity Beryllium BOD COD Chloride Fluoride
ft (TOC)SU Deg C µs/cm mg/l mV NTUs mV mg/L mg/l mg/l mg/l mg/l mg/l
NE 6.5 - 8.5 NE NE NE NE NE NE NE 0.004 NE NE 250 2
NA NA NA NA 300 NA
Dissolved Total Dissolved Total Dissolved Total Dissolved Total Dissolved Total Dissolved Total Dissolved Total Dissolved Total Dissolved Total Dissolved Total Dissolved Total
Hydrostratigraphic Unit Well Type Sample DateSample ID
200.8200.8 NA 200.7 NA 200.7 200.7
0.015
Constituent Concentrations
mg/l mg/l mg/l mg/l
Analytical Method
Field Measurements
200.8 200.8 200.7 200.7
NE 0.01 0.001 1 0.3
Copper Iron LeadAnalytical Parameter Antimony Calcium Chromium Cobalt
15 NCAC .02L .0202(g) Groundwater Quality Standard 0.001 0.01 0.7 0.7 0.002
mg/l mg/l
Arsenic Barium Boron Cadmium
Units mg/l mg/l mg/l mg/l mg/l
Residuum Voluntary 2/18/2014 5.41 5.7 8.3 652.7 0.91 271.3 5.8 NM NA NA <0.001 NA 0.00135 NA 0.037 NA NA NA 0.949 NA NA <0.001 NA NA 48 NA <0.005 NA 0.00803 NA <0.005 NA NA 1.77 NA <0.001
Residuum Voluntary 2/17/2014 25.1 5.3 12.2 214.2 0.61 218.8 19.1 NM NA NA <0.001 NA <0.001 NA 0.018 NA NA NA 0.132 NA NA <0.001 NA NA 20 NA <0.005 NA <0.001 NA <0.005 NA NA 0.739 NA <0.001
Residuum Voluntary 2/17/2014 11.62 6.9 11.3 1229 0.17 -107.3 48.1 NM NA NA <0.001 NA 1.22 NA 0.233 NA NA NA 1.14 NA NA <0.001 NA NA 8.2 NA <0.005 NA 0.0418 NA <0.005 NA NA 10.1 NA <0.001
Residuum Voluntary 2/18/2014 Artesian 6 14.2 1220 0.25 246.3 0.61 NM NA NA <0.001 NA 0.00389 NA 0.043 NA NA NA 1.66 NA NA <0.001 NA NA 85 NA <0.005 NA 0.0398 NA <0.005 NA NA 0.95 NA <0.001
Residuum Voluntary 12/14/2007 12.76 5.7 60.26 498 NA NA NA NA NA NA <0.005 NA <0.005 NA 0.0329 <0.001 <2 NA 1.12 <25 NA <0.001 NA NA 12.1 NA <0.005 NA NA NA <0.005 <0.1 NA 0.337 NA <0.005
Residuum Voluntary 4/21/2008 12.15 6.44 57.9 463 NA NA NA NA NA NA <0.005 NA <0.005 NA 0.0377 <0.001 <2 NA 1.3 <25 NA <0.001 NA NA 14.2 NA <0.005 NA NA NA <0.005 <0.1 NA 0.889 NA <0.005
Residuum Voluntary 10/13/2008 12.69 5.74 61.16 504 NA NA NA NA NA NA <0.005 NA <0.005 NA 0.0311 <0.001 <2 NA 1.29 43.5 NA <0.001 NA NA 21.2 NA <0.005 NA NA NA <0.005 <0.1 NA 0.0861 NA <0.005
Residuum Voluntary 4/14/2009 11.93 5.71 56.66 500 NA NA NA NA NA NA <0.005 NA <0.005 NA 0.0329 <0.001 <2 NA 1.32 <25 NA <0.001 NA NA 24.7 NA <0.005 NA NA NA <0.005 <0.1 NA 0.122 NA <0.005
Residuum Voluntary 10/16/2009 11.88 5.72 60.62 470 NA NA NA NA NA NA <0.005 NA <0.005 NA 0.0326 <0.001 <2 NA 1.19 <25 NA <0.001 NA NA 26.8 NA <0.005 NA NA NA <0.005 <0.1 NA 0.261 NA <0.005
Residuum Voluntary 5/11/2010 11.5 5.73 57.2 481 NA NA NA NA NA NA <0.005 NA <0.005 NA 0.0577 <0.001 <2 NA 1.24 32 NA <0.001 NA NA 34.2 NA <0.005 NA NA NA <0.005 <0.1 NA 3.47 NA <0.005
Residuum Voluntary 2/18/2014 12.4 5.7 11.2 678.4 2.03 340.7 9.5 NM NA NA <0.001 NA <0.001 NA 0.043 NA NA NA 1.4 NA NA <0.001 NA NA 51 NA <0.005 NA 0.0183 NA <0.005 NA NA 1.1 NA <0.001
Residuum Voluntary 12/14/2006 11.7 6.62 60.62 0.677 NA NA NA NA NA NA 0.0048 NA <0.002 NA 0.0883 <0.0007 <2 NA 0.345 32 NA <0.0005 NA NA 7.2 NA <0.002 NA NA NA 0.0018 0.2 NA 0.987 NA <0.002
Residuum Voluntary 12/14/2006 49.49 5.78 56.66 0.637 NA NA NA NA NA NA <0.002 NA 0.476 NA 0.239 <0.0007 <2 NA 1.2 106 NA <0.0005 NA NA 7.5 NA <0.002 NA NA NA <0.0006 0.5 NA 22.5 NA <0.002
Residuum Voluntary 12/14/2006 12.54 7.08 57.74 0.345 NA NA NA NA NA NA <0.002 NA 0.002 NA 0.0255 <0.0007 <2 NA 0.574 16 NA <0.0005 NA NA 6.7 NA <0.002 NA NA NA 0.001 <0.05 NA 0.233 NA <0.002
Residuum Voluntary 12/14/2006 17.63 5.69 57.74 0.297 NA NA NA NA NA NA 0.0104 NA 0.0052 NA 0.0328 <0.0007 <2 NA 0.623 21 NA 0.0007 NA NA 6.1 NA 0.0093 NA NA NA 0.0035 0.2 NA 0.595 NA <0.002
Residuum Voluntary 6/12/2007 17.66 7.34 61.5 329 NA NA NA NA NA NA <0.0001 NA 0.00042 NA 0.0735 0.00088 6 NA 0.478 10 NA 0.00023 NA NA 7.16 NA 0.0822 NA NA NA 0.003 0.2 NA 18.7 NA 0.0007
Residuum Voluntary 12/13/2007 17.74 5.62 71.06 373 NA NA NA NA NA NA <0.005 NA <0.005 NA 0.0501 <0.001 <2 NA 0.483 <25 NA <0.001 NA NA 12.3 NA 0.0817 NA NA NA <0.005 <0.1 NA 7.21 NA <0.005
Residuum Voluntary 4/21/2008 17.71 6.5 65.3 357 NA NA NA NA NA NA <0.005 NA <0.005 NA 0.0315 <0.001 <2 NA 0.558 28 NA <0.001 NA NA 11.3 NA 0.0085 NA NA NA <0.005 <0.1 NA 0.572 NA <0.005
Residuum Voluntary 10/13/2008 17.34 5.85 62.78 373 NA NA NA NA NA NA <0.005 NA <0.005 NA 0.0275 <0.001 <2 NA 0.498 38.8 NA <0.001 NA NA 13.3 NA 0.0063 NA NA NA <0.005 <0.1 NA 0.558 NA <0.005
Residuum Voluntary 4/14/2009 17.81 5.83 60.62 345 NA NA NA NA NA NA <0.005 NA <0.005 NA 0.0309 <0.001 <2 NA 0.555 <25 NA <0.001 NA NA 12.7 NA <0.005 NA NA NA <0.005 <0.1 NA 0.207 NA <0.005
Residuum Voluntary 10/16/2009 17.05 5.89 60.26 358 NA NA NA NA NA NA <0.005 NA <0.005 NA 0.0261 <0.001 <2 NA 0.501 <25 NA <0.001 NA NA 13.6 NA <0.005 NA NA NA <0.005 <0.1 NA <0.050 NA <0.005
Residuum Voluntary 5/11/2010 17.63 5.91 60.44 323 NA NA NA NA NA NA <0.005 NA <0.005 NA 0.0335 <0.001 <2 NA 0.547 25 NA <0.001 NA NA 12.2 NA 0.0158 NA NA NA <0.005 <0.1 NA 1.59 NA <0.005
Residuum Voluntary 2/19/2014 21.77 5.9 14.3 488.3 0.5 301 2.3 NM NA NA <0.001 NA <0.001 NA 0.05 NA NA NA 1 NA NA <0.001 NA NA 12 NA <0.005 NA <0.001 NA <0.005 NA NA 0.151 NA <0.001
Residuum Voluntary 12/14/2006 1.3 5.47 50.36 0.305 NA NA NA NA NA NA 0.0033 NA <0.002 NA 0.046 <0.0007 <2 NA 0.706 80 NA 0.0005 NA NA 6 NA <0.002 NA NA NA 0.0016 <0.05 NA 0.351 NA <0.002
Residuum Voluntary 6/12/2007 1.58 7.39 61.3 318 NA NA NA NA NA NA <0.0001 NA 0.00085 NA 0.121 0.00022 6 NA 0.579 10 NA 0.00048 NA NA 7.35 NA 0.009 NA NA NA 0.0035 0.2 NA 12.7 NA 0.0054
Residuum Voluntary 12/13/2007 1.55 4.83 55.04 351 NA NA NA NA NA NA <0.005 NA <0.005 NA 0.0363 <0.001 <2 NA 0.578 <25 NA <0.001 NA NA 10.9 NA <0.005 NA NA NA <0.005 <0.1 NA 1.39 NA <0.005
Residuum Voluntary 4/21/2008 1.65 5.62 56.3 346 NA NA NA NA NA NA <0.005 NA <0.005 NA 0.0437 <0.001 <2 NA 0.756 <25 NA <0.001 NA NA 10.1 NA <0.005 NA NA NA <0.005 <0.1 NA 1.11 NA <0.005
Residuum Voluntary 10/13/2008 1.56 5.31 59.18 358 NA NA NA NA NA NA <0.005 NA <0.005 NA 0.04 <0.001 <2 NA 0.722 36.4 NA <0.001 NA NA 12.3 NA <0.005 NA NA NA <0.005 <0.1 NA 0.75 NA <0.005
Residuum Voluntary 4/14/2009 1.42 5.29 55.58 320 NA NA NA NA NA NA <0.005 NA <0.005 NA 0.0418 <0.001 <2 NA 0.733 <25 NA <0.001 NA NA 11.9 NA <0.005 NA NA NA <0.005 <0.1 NA 1.19 NA <0.005
Residuum Voluntary 10/16/2009 1.48 5.46 60.08 345 NA NA NA NA NA NA <0.005 NA <0.005 NA 0.0343 <0.001 <2 NA 0.633 <25 NA <0.001 NA NA 13 NA <0.005 NA NA NA <0.005 <0.1 NA 1.26 NA <0.005
Residuum Voluntary 5/11/2010 1.47 5.53 57.56 306 NA NA NA NA NA NA <0.005 NA <0.005 NA 0.0372 <0.001 <2 NA 0.772 <25 NA <0.001 NA NA 12.7 NA <0.005 NA NA NA <0.005 <0.1 NA 1.39 NA <0.005
Residuum Voluntary 2/19/2014 1.55 5.7 8.5 440.5 0.1 109.1 8.8 NM NA NA <0.001 NA <0.001 NA 0.05 NA NA NA 0.798 NA NA <0.001 NA NA 11 NA <0.005 NA 0.00913 NA <0.005 NA NA 4.74 NA <0.001
Residuum Voluntary 7/23/2014 2.29 5.2 19 416.9 0.43 255 7.36 NM 6 <0.001 <0.001 <0.001 <0.001 0.056 0.056 NA NA 1.2 1.2 NA <0.001 <0.001 43.9 42.7 10 <0.005 <0.005 0.012 0.012 <0.005 <0.005 NA 0.307 1.43 <0.001 <0.001
Residuum Voluntary 2/20/2014 19.98 5.4 14.3 298.1 0.4 481.7 2.9 NM NA NA <0.001 NA 0.00258 NA 0.071 NA NA NA 0.287 NA NA <0.001 NA NA 8.8 NA <0.005 NA 0.0253 NA <0.005 NA NA 0.053 NA <0.001
Residuum Voluntary 2/20/2014 5.84 6 13.7 421.6 0.3 13.8 7.5 NM NA NA <0.001 NA 0.00221 NA 0.19 NA NA NA <0.05 NA NA <0.001 NA NA 4.3 NA <0.005 NA 0.00267 NA <0.005 NA NA 45.9 NA <0.001
Residuum Voluntary 2/20/2014 23.5 4.5 14.6 31.4 2.9 281.1 8.2 NM NA NA <0.001 NA <0.001 NA 0.031 NA NA NA <0.05 NA NA <0.001 NA NA 1.9 NA <0.005 NA 0.00234 NA <0.005 NA NA 0.657 NA <0.001
Residuum Voluntary 2/20/2014 32.8 7.5 15.9 1376 0.2 -109.1 274 NM NA NA 0.0106 NA 1.73 NA 0.649 NA NA NA 2.37 NA NA 0.0065 NA NA 32 NA 0.03 NA 0.0115 NA 0.031 NA NA 12.5 NA 0.0141
Transition (PWR)Compliance 12/14/2007 20.39 4.53 57.2 98 NA NA NA NA NA NA <0.005 NA 0.0063 NA 0.344 0.0038 <2 NA <0.01 <25 NA <0.001 NA NA 8.2 NA 0.0357 NA NA NA 0.0455 0.11 NA 56.8 NA 0.0294
Transition (PWR)Compliance 4/21/2008 19.78 3.76 56.8 98 NA NA NA NA NA NA <0.005 NA <0.005 NA 0.226 <0.001 <2 NA <0.01 <25 NA <0.001 NA NA <5 NA <0.005 NA NA NA <0.005 0.16 NA 2.88 NA <0.005
Transition (PWR)Compliance 10/13/2008 19.95 4.41 56.12 72 NA NA NA NA NA NA <0.005 NA <0.005 NA 0.146 <0.001 <2 NA <0.05 73 NA <0.001 NA NA <5 NA <0.005 NA NA NA <0.005 0.15 NA 0.122 NA <0.005
Transition (PWR)Compliance 4/14/2009 19.7 4.3 57.38 89 NA NA NA NA NA NA <0.005 NA <0.005 NA 0.184 <0.001 <2 NA <0.05 <25 NA <0.001 NA NA <5 NA <0.005 NA NA NA <0.005 <0.1 NA 0.575 NA <0.005
Transition (PWR)Compliance 10/16/2009 19.82 4.51 57.02 102 NA NA NA NA NA NA <0.005 NA <0.005 NA 0.184 <0.001 <2 NA <0.05 <25 NA <0.001 NA NA <5 NA <0.005 NA NA NA <0.005 <0.1 NA 0.232 NA <0.005
Transition (PWR)Compliance 5/11/2010 19.63 3.13 55.22 106 NA NA NA NA NA NA <0.005 NA <0.005 NA 0.172 <0.001 <2 NA <0.05 <25 NA <0.001 NA NA <5 NA <0.005 NA NA NA <0.005 <0.1 NA 0.459 NA <0.005
Transition (PWR)Compliance 11/17/2010 20.16 4.5 11 69 NM NM 6.32 NM NA NA <0.0005 NA <0.005 NA 0.161 NA NA NA <0.05 NA NA <0.00008 NA NA <5 NA <0.005 NA NA NA <0.005 NA NA 0.0636 NA <0.005
Transition (PWR)Compliance 4/12/2011 19.33 4.3 13 112 5.06 48.5 7.46 253.5 NA NA <0.0005 NA <0.005 NA 0.201 NA NA NA <0.05 NA NA 0.0001 NA NA <5 NA <0.005 NA NA NA <0.005 NA NA 0.248 NA <0.005
Transition (PWR)Compliance 7/14/2011 19.88 4.3 16 87 5.01 -83.8 2.77 121.2 NA NA <0.0005 NA <0.005 NA 0.172 B NA NA NA <0.05 NA NA <0.00008 NA NA <5 NA <0.005 NA NA NA <0.005 NA NA 0.0796 NA <0.005
Transition (PWR)Compliance 11/9/2011 20.54 4.6 14 96 4.36 -82.1 2.28 122.9 NA NA <0.0005 NA <0.005 NA 0.181 NA NA NA <0.05 NA NA <0.00008 NA NA <5 NA <0.005 NA NA NA <0.005 NA NA 0.102 NA <0.005
Transition (PWR)Compliance 4/10/2012 20.03 4.6 16 104 3.95 -66.7 3.07 138.3 NA NA <0.0005 NA <0.005 NA 0.181 NA NA NA <0.05 NA NA <0.00008 NA NA <5 NA <0.005 NA NA NA <0.005 NA NA 0.096 NA <0.005
Transition (PWR)Compliance 7/16/2012 19.92 4.4 16 93 2.92 297.2 7.98 502.2 NA NA <0.0005 NA <0.005 NA 0.143 NA NA NA 0.0651 NA NA 0.000082 NA NA 4.7 NA <0.005 NA NA NA <0.005 NA NA 0.147 NA <0.005
Transition (PWR)Compliance 11/15/2012 20.69 4.6 15 96 2.26 347.9 5.76 552.9 NA NA <0.0005 NA <0.005 NA 0.104 NA NA NA <0.05 NA NA 0.0001 NA NA 4.9 NA <0.005 NA NA NA <0.005 NA NA 0.48 NA <0.005
Transition (PWR)Compliance 4/3/2013 20.68 4.5 15 93 2.48 137.2 2.57 342.2 NA NA <0.001 NA <0.001 NA 0.11 NA NA NA <0.05 NA NA <0.001 NA NA 5.4 NA <0.005 NA NA NA <0.005 NA NA 0.031 NA <0.001
Transition (PWR)Compliance 7/1/2013 20.47 4.8 17 125 3.42 12.4 2.17 217.4 NA NA <0.001 NA <0.001 NA 0.107 NA NA NA <0.05 NA NA <0.001 NA NA 6.2 NA <0.005 NA NA NA <0.005 NA NA 0.049 NA <0.001
Transition (PWR)Compliance 11/5/2013 20.94 4.5 14 148 2.3 436 3.1 641 NA NA <0.001 NA <0.001 NA 0.092 NA NA NA <0.05 NA NA <0.001 NA NA 7 NA <0.005 NA NA NA <0.005 NA NA 0.089 NA <0.001
Transition (PWR)Compliance 4/17/2014 20.55 4.6 15 138 1.6 290 8 495 NA NA <0.001 NA 0.00125 NA 0.086 NA NA NA <0.05 NA NA <0.001 NA NA 6 NA <0.005 NA NA NA <0.005 NA NA 0.275 NA <0.001
Transition (PWR)Compliance 7/10/2014 20.14 4.4 17 153.8 1.5 364.3 1.9 569.3 NA NA <0.001 NA 0.00161 NA 0.076 NA NA NA <0.05 NA NA <0.001 NA NA 7.1 NA <0.005 NA NA NA <0.005 NA NA 0.084 NA <0.001
Transition (PWR)Compliance 11/18/2010 22.81 NM 13 279 NM NM 0.71 NM NA NA <0.0005 NA <0.005 NA 0.0488 NA NA NA 0.389 NA NA <0.00008 NA NA 13.3 NA <0.005 NA NA NA <0.005 NA NA 3.49 NA <0.005
Transition (PWR)Compliance 4/12/2011 22.3 5.7 16 344 0.14 -106 0.35 99 NA NA <0.0005 NA <0.005 NA 0.0418 NA NA NA 0.356 NA NA <0.00008 NA NA 12.8 NA <0.005 NA NA NA <0.005 NA NA 1.26 NA <0.005
Transition (PWR)Compliance 7/14/2011 22.25 5.7 18 370 0.3 -24.8 0.55 180.2 NA NA <0.0005 NA <0.005 NA 0.048 B NA NA NA 0.351 NA NA <0.00008 NA NA 13.6 B NA <0.005 NA NA NA <0.005 NA NA 0.879 NA <0.005
Transition (PWR)Compliance 11/9/2011 22.26 5.9 14 406 0.49 -120.6 1.5 84.4 NA NA <0.0005 NA <0.005 NA 0.0514 NA NA NA 0.423 NA NA <0.00008 NA NA 13.2 NA <0.005 NA NA NA <0.005 NA NA 0.796 NA <0.005
Transition (PWR)Compliance 4/10/2012 22.4 5.8 18 473 0.4 -53.4 1.36 151.6 NA NA <0.0005 NA <0.005 NA 0.0521 NA NA NA 0.615 NA NA <0.00008 NA NA 13.9 NA <0.005 NA NA NA <0.005 NA NA 0.774 NA <0.005
Transition (PWR)Compliance 7/16/2012 22.02 5.8 21 530 0.65 106.6 0.67 311.6 NA NA <0.0005 NA <0.005 NA 0.0503 NA NA NA 0.895 NA NA <0.00008 NA NA 13.9 NA <0.005 NA NA NA <0.005 NA NA 0.384 NA <0.005
Transition (PWR)Compliance 11/14/2012 26.11 5.2 16 488 0.66 190.3 4.05 395.3 NA NA <0.0005 NA <0.005 NA 0.0473 NA NA NA 1.29 NA NA 0.00016 NA NA 13 NA <0.005 NA NA NA <0.005 NA NA 0.19 NA <0.005
Transition (PWR)Compliance 4/3/2013 26.14 5.4 17 415 0.58 86.7 7.8 291.7 NA NA <0.001 NA <0.001 NA 0.03 NA NA NA 0.704 NA NA <0.001 NA NA 11 NA <0.005 NA NA NA <0.005 NA NA 10.1 NA <0.001
Transition (PWR)Compliance 7/1/2013 26.58 5.4 18 449 0.42 -60.7 0.77 144.3 NA NA <0.001 NA <0.001 NA 0.036 NA NA NA 0.858 NA NA <0.001 NA NA 10 NA <0.005 NA NA NA <0.005 NA NA 4.06 NA <0.001
Transition (PWR)Compliance 11/6/2013 30.05 5.5 16 391 0.4 98 3.2 303 NA NA <0.001 NA <0.001 NA 0.022 NA NA NA 0.603 NA NA <0.001 NA NA 11 NA <0.005 NA NA NA <0.005 NA NA 17.7 NA <0.001
Transition (PWR)Compliance 4/16/2014 30.96 5.3 18 416 0.1 317 3.9 522 NA NA <0.001 NA <0.001 NA 0.037 NA NA NA 0.702 NA NA <0.001 NA NA 11 NA <0.005 NA NA NA <0.005 NA NA 4.06 NA <0.001
Transition (PWR)Compliance 7/9/2014 31.84 5.2 19 540 0.25 278.8 9.6 483.8 NA NA <0.001 NA <0.001 NA 0.052 NA NA NA 0.805 NA NA <0.001 NA NA 11 NA <0.005 NA NA NA <0.005 NA NA 0.766 NA <0.001
Transition (PWR)Compliance 7/23/2014 31.92 4.9 20 594 0.29 296.2 7.82 NM <5 NA <0.001 NA <0.001 NA 0.054 NA NA NA 0.811 NA NA <0.001 NA 67.2 11 NA <0.005 NA 0.028 NA <0.005 NA NA 0.038 NA <0.001
Transition (PWR)Compliance 11/15/2012 37.78 5 15 46 1.66 399.4 8.42 604.4 NA NA <0.0005 NA <0.005 NA 0.0292 NA NA NA <0.05 NA NA <0.00008 NA NA 6.8 NA <0.005 NA NA NA <0.005 NA NA 2.88 NA <0.001
Transition (PWR)Compliance 4/3/2013 37.18 4.9 15 40 7.8 111.7 2.01 316.7 NA NA <0.001 NA <0.001 NA 0.028 NA NA NA <0.05 NA NA <0.001 NA NA 6.5 NA <0.005 NA NA NA <0.005 NA NA 0.37 NA <0.001
Transition (PWR)Compliance 7/1/2013 34.74 5.3 16 48 1.9 37.9 8.43 242.9 NA NA <0.001 NA <0.001 NA 0.031 NA NA NA <0.05 NA NA <0.001 NA NA 6.4 NA 0.006 NA NA NA <0.005 NA NA 2.08 NA <0.001
Transition (PWR)Compliance 11/5/2013 35.72 4.7 15 38 2.8 378 8.7 583 NA NA <0.001 NA <0.001 NA 0.028 NA NA NA <0.05 NA NA <0.001 NA NA 6.8 NA <0.005 NA NA NA <0.005 NA NA 0.883 NA <0.001
Transition (PWR)Compliance 4/16/2014 36.13 4.8 15 38 2.2 347 3.5 552 NA NA <0.001 NA <0.001 NA 0.025 NA NA NA <0.05 NA NA <0.001 NA NA 6.9 NA <0.005 NA NA NA <0.005 NA NA 0.248 NA <0.001
Transition (PWR)Compliance 7/9/2014 35.89 4.8 16 38.2 2.59 353 5.3 558 NA NA <0.001 NA <0.001 NA 0.026 NA NA NA <0.05 NA NA <0.001 NA NA 6.8 NA <0.005 NA NA NA <0.005 NA NA 0.531 NA <0.001
GW-1
GW-1
GW-1
GW-1
GW-1
GW-1
GW-1
GW-1
GW-1
GW-1
CB-3
CB-3
CB-3
CB-3
CB-3
GW-1
GW-1
GW-1
GW-1
GW-1
GW-1
GW-1
CB-9
CB-9
CB-9
GW-1
CB-3R
CB-9
CB-9
CB-9
CB-3R
CB-3R
CB-3R
CB-3R
CB-3R
CB-3R
CB-3
PZ-1S
PZ-8
PZ-12
PZ-22
PZ-22
PZ-22
PZ-22
PZ-22
PZ-19
PZ-19
PZ-22
PZ-22
PZ-22
PZ-24
PZ-26
PZ-27
Still Pipe
GW-3
PZ-22
PZ-22
PZ-23
APD-1
APD-7
DP-1
GW-3
GW-3
GW-3
PZ-19
PZ-19
PZ-19
PZ-19
PZ-19
PZ-19
PZ-19
GW-3
GW-3
GW-3
P:\Duke Energy Progress.1026\ALL NC SITES\DENR Letter Deliverables\GW Assessment Plans\Asheville\Revised December 2014\Tables\Revision Tables\Table 3, 4, and 5_121714_REV1 3 of 6
TABLE 3
GROUNDWATER ANALYTICAL RESULTS
ASHEVILLE STEAM ELECTRIC PLANT
DUKE ENERGY PROGRESS, INC., ASHEVILLE, NORTH CAROLINA
Hydrostratigraphic Unit Well Type Sample DateSample ID
Analytical Method
Analytical Parameter
15 NCAC .02L .0202(g) Groundwater Quality Standard
Units
Residuum Voluntary 2/18/2014
Residuum Voluntary 2/17/2014
Residuum Voluntary 2/17/2014
Residuum Voluntary 2/18/2014
Residuum Voluntary 12/14/2007
Residuum Voluntary 4/21/2008
Residuum Voluntary 10/13/2008
Residuum Voluntary 4/14/2009
Residuum Voluntary 10/16/2009
Residuum Voluntary 5/11/2010
Residuum Voluntary 2/18/2014
Residuum Voluntary 12/14/2006
Residuum Voluntary 12/14/2006
Residuum Voluntary 12/14/2006
Residuum Voluntary 12/14/2006
Residuum Voluntary 6/12/2007
Residuum Voluntary 12/13/2007
Residuum Voluntary 4/21/2008
Residuum Voluntary 10/13/2008
Residuum Voluntary 4/14/2009
Residuum Voluntary 10/16/2009
Residuum Voluntary 5/11/2010
Residuum Voluntary 2/19/2014
Residuum Voluntary 12/14/2006
Residuum Voluntary 6/12/2007
Residuum Voluntary 12/13/2007
Residuum Voluntary 4/21/2008
Residuum Voluntary 10/13/2008
Residuum Voluntary 4/14/2009
Residuum Voluntary 10/16/2009
Residuum Voluntary 5/11/2010
Residuum Voluntary 2/19/2014
Residuum Voluntary 7/23/2014
Residuum Voluntary 2/20/2014
Residuum Voluntary 2/20/2014
Residuum Voluntary 2/20/2014
Residuum Voluntary 2/20/2014
Transition (PWR)Compliance 12/14/2007
Transition (PWR)Compliance 4/21/2008
Transition (PWR)Compliance 10/13/2008
Transition (PWR)Compliance 4/14/2009
Transition (PWR)Compliance 10/16/2009
Transition (PWR)Compliance 5/11/2010
Transition (PWR)Compliance 11/17/2010
Transition (PWR)Compliance 4/12/2011
Transition (PWR)Compliance 7/14/2011
Transition (PWR)Compliance 11/9/2011
Transition (PWR)Compliance 4/10/2012
Transition (PWR)Compliance 7/16/2012
Transition (PWR)Compliance 11/15/2012
Transition (PWR)Compliance 4/3/2013
Transition (PWR)Compliance 7/1/2013
Transition (PWR)Compliance 11/5/2013
Transition (PWR)Compliance 4/17/2014
Transition (PWR)Compliance 7/10/2014
Transition (PWR)Compliance 11/18/2010
Transition (PWR)Compliance 4/12/2011
Transition (PWR)Compliance 7/14/2011
Transition (PWR)Compliance 11/9/2011
Transition (PWR)Compliance 4/10/2012
Transition (PWR)Compliance 7/16/2012
Transition (PWR)Compliance 11/14/2012
Transition (PWR)Compliance 4/3/2013
Transition (PWR)Compliance 7/1/2013
Transition (PWR)Compliance 11/6/2013
Transition (PWR)Compliance 4/16/2014
Transition (PWR)Compliance 7/9/2014
Transition (PWR)Compliance 7/23/2014
Transition (PWR)Compliance 11/15/2012
Transition (PWR)Compliance 4/3/2013
Transition (PWR)Compliance 7/1/2013
Transition (PWR)Compliance 11/5/2013
Transition (PWR)Compliance 4/16/2014
Transition (PWR)Compliance 7/9/2014
GW-1
GW-1
GW-1
GW-1
GW-1
GW-1
GW-1
GW-1
GW-1
GW-1
CB-3
CB-3
CB-3
CB-3
CB-3
GW-1
GW-1
GW-1
GW-1
GW-1
GW-1
GW-1
CB-9
CB-9
CB-9
GW-1
CB-3R
CB-9
CB-9
CB-9
CB-3R
CB-3R
CB-3R
CB-3R
CB-3R
CB-3R
CB-3
PZ-1S
PZ-8
PZ-12
PZ-22
PZ-22
PZ-22
PZ-22
PZ-22
PZ-19
PZ-19
PZ-22
PZ-22
PZ-22
PZ-24
PZ-26
PZ-27
Still Pipe
GW-3
PZ-22
PZ-22
PZ-23
APD-1
APD-7
DP-1
GW-3
GW-3
GW-3
PZ-19
PZ-19
PZ-19
PZ-19
PZ-19
PZ-19
PZ-19
GW-3
GW-3
GW-3
Nitrate Nitrate (as N)Nitrite Silver Sulfate TDS TOC TOX Vanadium
mg/l mg/l mg/l mg/l mg/l mg/l mg/l mg/l mg/l
10 10 NE 0.02 250 500 NE NE 0.0003
300.0 300.0 NA NA 300 SM2540C NA NA NA
Dissolved Total Dissolved Total Dissolved Total Dissolved Total Dissolved Total Dissolved Total Dissolved Total Dissolved Total Dissolved Total Dissolved Total
NA 200.8 200.7NA200.8 245.1 NA 200.7
Constituent Concentrations
NA 200.8
NE 0.0002 1NE0.05 0.001 NE 0.1 NE 0.02
mg/l mg/l mg/l
Potassium
mg/l mg/l mg/l mg/lmg/l mg/l mg/l
Selenium Sodium Thallium ZincMagnesiumManganeseMercuryMolybdenumNickel
NA NA NA 4.72 NA <0.00005 NA 0.00746 NA <0.005 NA NA NA NA NA NA <0.001 NA NA NA 290 580 NA <0.0002 NA NA NA NA 0.005
NA NA NA 0.038 NA <0.00005 NA <0.001 NA <0.005 NA NA NA NA NA NA 0.0164 NA NA NA 25 110 NA <0.0002 NA NA NA NA 0.006
NA NA NA 2.43 NA <0.00005 NA 0.0799 NA 0.009 NA NA NA NA NA NA <0.001 NA NA NA 160 730 NA 0.00073 NA NA NA NA 0.013
NA NA NA 10.4 NA <0.00005 NA 0.236 NA 0.017 NA NA NA NA NA NA 0.00175 NA NA NA 390 870 NA <0.0002 NA NA NA NA 0.01
NA NA NA NA NA 0.0000027 NA NA NA <0.005 <0.1 NA <0.1 NA NA NA <0.01 NA NA <0.005 150 320 NA 0.0001 1.1 <1 NA NA <0.01
NA NA NA 1.37 NA 0.00000324 NA NA NA <0.005 <0.1 NA <0.1 NA NA NA <0.01 NA NA <0.005 127 300 NA <0.0001 15.1 0.03 NA NA <0.01
NA NA NA 1.85 NA 0.00000103 NA NA NA <0.005 <0.1 NA <0.1 NA NA NA <0.01 NA NA <0.005 148 370 NA <0.0001 9.7 0.1 NA NA <0.01
NA NA NA 1.12 NA 0.00000405 NA NA NA <0.005 <0.1 NA <0.1 NA NA NA <0.01 NA NA <0.005 142 218 NA <0.0005 11.9 0.04 NA NA <0.01
NA NA NA 0.736 NA 0.00000176 NA NA NA <0.005 0.25 NA <0.1 NA NA NA <0.01 NA NA <0.005 156 328 NA <0.0005 35.4 <0.05 NA NA <0.01
NA NA NA 1.77 NA 0.0000227 NA NA NA <0.005 <0.1 NA <0.1 NA NA NA <0.01 NA NA <0.005 143 290 NA <0.0001 3.2 <1 NA NA 0.0103
NA NA NA 0.385 NA <0.00005 NA <0.001 NA <0.005 NA NA NA NA NA NA 0.00159 NA NA NA 210 470 NA <0.0002 NA NA NA NA 0.006
NA 8.82 NA 0.463 NA <0.00011 NA NA NA 0.0028 0.37 NA <0.1 NA 21.3 NA <0.002 NA 76.2 0.0025 180 397 NA <0.004 2 <0.01 NA NA 0.0028
NA 17.4 NA 2.72 NA <0.00011 NA NA NA <0.002 0.54 NA <0.1 NA 4.13 NA <0.002 NA 5.2 <0.002 40 310 NA <0.004 1 <0.01 NA NA 0.0075
NA 6.68 NA 7.88 NA <0.00011 NA NA NA 0.0025 0.41 NA <0.1 NA 5.16 NA <0.002 NA 23 <0.002 110 222 NA <0.004 2 <0.01 NA NA 0.0082
NA 6.79 NA 0.0762 NA <0.00011 NA NA NA 0.0087 0.99 NA <0.1 NA 6.95 NA <0.002 NA 21.4 0.0048 94 191 NA 0.0058 2 <0.01 NA NA 0.0107
NA NA NA 0.179 NA 0.00012 NA NA NA 0.0595 1.52 NA 0.05 NA NA NA 0.0029 NA NA 0.00003 104 214 NA 0.00043 5 0.021 NA NA 0.031
NA NA NA NA NA 0.00000656 NA NA NA 0.0555 0.95 NA <0.1 NA NA NA <0.01 NA NA <0.005 112 272 NA 0.00022 <1 <1 NA NA 0.0425
NA NA NA 0.0816 NA 0.00000411 NA NA NA 0.0057 0.97 NA <0.1 NA NA NA <0.01 NA NA <0.005 113 230 NA 0.00016 4 0.03 NA NA 0.017
NA NA NA 0.0238 NA 0.00000445 NA NA NA <0.005 1.4 NA <0.1 NA NA NA <0.01 NA NA <0.005 122 262 NA 0.00013 2.2 0.08 NA NA <0.01
NA NA NA 0.0102 NA 0.00000152 NA NA NA <0.005 1.1 NA <0.1 NA NA NA <0.01 NA NA <0.005 118 224 NA <0.0005 3.4 <0.02 NA NA 0.0131
NA NA NA <0.005 NA 0.0000026 NA NA NA <0.005 1.2 NA <0.1 NA NA NA <0.01 NA NA <0.005 125 232 NA <0.0005 1.1 <0.05 NA NA 0.0163
NA NA NA 0.0386 NA 0.00000183 NA NA NA 0.0088 1.3 NA <0.1 NA NA NA <0.01 NA NA <0.005 121 160 NA 0.00016 <1 <0.1 NA NA 0.0143
NA NA NA 0.238 NA <0.00005 NA <0.001 NA <0.005 NA NA NA NA NA NA <0.001 NA NA NA 170 310 NA 0.0002 NA NA NA NA 0.02
NA 6.6 NA 1.57 NA <0.00011 NA NA NA 0.0021 0.52 NA <0.1 NA 4.27 NA <0.002 NA 19.6 0.003 100 198 NA <0.004 2 <0.01 NA NA 0.002
NA NA NA 1.15 NA 0.00018 NA NA NA 0.0065 0.05 NA 0.05 NA NA NA 0.0027 NA NA 3.9E-05 105 217 NA 0.00032 5 0.011 NA NA 0.0262
NA NA NA NA NA 0.0000304 NA NA NA <0.005 0.19 NA <0.1 NA NA NA <0.01 NA NA <0.005 106 214 NA 0.00011 <1 <1 NA NA <0.01
NA NA NA 1.84 NA 0.00002 NA NA NA <0.005 0.16 NA <0.1 NA NA NA <0.01 NA NA <0.005 116 222 NA 0.00012 3.7 <0.02 NA NA <0.01
NA NA NA 1.83 NA 0.0000132 NA NA NA <0.005 0.17 NA <0.1 NA NA NA <0.01 NA NA <0.005 123 238 NA 0.00012 4.7 0.05 NA NA <0.01
NA NA NA 2.04 NA 0.00000879 NA NA NA <0.005 0.12 NA <0.1 NA NA NA <0.01 NA NA <0.005 118 230 NA <0.0005 6.2 <0.02 NA NA <0.01
NA NA NA 1.83 NA 0.00000921 NA NA NA <0.005 0.23 NA <0.1 NA NA NA <0.01 NA NA <0.005 115 230 NA <0.0005 1.7 <0.05 NA NA <0.01
NA NA NA 1.88 NA 0.0000145 NA NA NA <0.005 0.14 NA <0.1 NA NA NA <0.01 NA NA <0.005 107 164 NA <0.0001 10.2 <0.1 NA NA <0.01
NA NA NA 2.2 NA <0.00005 NA <0.001 NA <0.005 NA NA NA NA NA NA <0.001 NA NA NA 170 270 NA <0.0002 NA NA NA NA 0.017
9.41 9.22 2.4 2.4 <0.00005 <0.00005 <0.001 <0.001 <0.005 <0.005 0.84 0.19 NA 7.14 6.86 <0.001 <0.001 17.1 16.8 NA 170 280 <0.0002 <0.0002 NA NA NA <0.005 0.011
NA NA NA 3.8 NA <0.00005 NA <0.001 NA <0.005 NA NA NA NA NA NA <0.001 NA NA NA 91 160 NA 0.00022 NA NA NA NA 0.014
NA NA NA 1.73 NA <0.00005 NA <0.001 NA 0.006 NA NA NA NA NA NA <0.001 NA NA NA 0.12 210 NA <0.0002 NA NA NA NA 0.006
NA NA NA 0.04 NA <0.00005 NA <0.001 NA <0.005 NA NA NA NA NA NA <0.001 NA NA NA <0.1 <25 NA <0.0002 NA NA NA NA 0.016
NA NA NA 0.484 NA 0.00006 NA 0.437 NA 0.034 NA NA NA NA NA NA 0.00354 NA NA NA 300 960 NA 0.00134 NA NA NA NA 0.079
NA NA NA NA NA 0.0000269 NA NA NA 0.0341 6.3 NA <0.1 NA NA NA <0.01 NA NA <0.005 <5 50 NA 0.00012 9.2 <1 NA NA 0.192
NA NA NA 0.189 NA 0.00000081 NA NA NA 0.0087 8.2 NA <0.1 NA NA NA <0.01 NA NA <0.005 <5 40 NA <0.0005 20.2 <0.02 NA NA 0.0523
NA NA NA 0.0748 NA <0.0000005 NA NA NA 0.005 5.2 NA <0.1 NA NA NA <0.01 NA NA <0.005 <5 54 NA <0.0001 24.1 0.07 NA NA 0.0232
NA NA NA 0.0985 NA <0.0000005 NA NA NA 0.0075 7.7 NA <0.1 NA NA NA <0.01 NA NA <0.005 <5 70 NA <0.0005 13.9 <0.02 NA NA 0.0333
NA NA NA 0.1 NA 0.00000077 NA NA NA 0.0065 8.2 NA <0.1 NA NA NA <0.01 NA NA <0.005 <5 74 NA <0.0005 3.8 <0.05 NA NA 0.03
NA NA NA 0.0903 NA 0.000000831 NA NA NA 0.005 8.6 NA <0.1 NA NA NA <0.01 NA NA <0.005 <5 26 NA <0.0001 2.2 <0.1 NA NA 0.0289
NA NA NA 0.081 NA <0.0002 NA NA NA <0.005 7.7 NA NA NA NA NA <0.01 NA NA NA <5 46 NA <0.0001 NA NA NA NA 0.0231
NA NA NA 0.138 NA <0.0002 NA NA NA 0.0071 10.9 NA NA NA NA NA <0.01 NA NA NA <5 44 NA <0.0001 NA NA NA NA 0.0357
NA NA NA 0.134 NA <0.0002 NA NA NA 0.007 B 7.5 NA NA NA NA NA <0.01 NA NA NA <5 <25 NA <0.0001 NA NA NA NA 0.0343
NA NA NA 0.205 NA <0.0002 NA NA NA 0.0059 7.9 NA NA NA NA NA <0.01 NA NA NA <5 86 NA <0.0001 NA NA NA NA 0.0399
NA NA NA 0.341 NA 0.0003 NA NA NA 0.0059 8 NA NA NA NA NA <0.01 NA NA NA <5 64 NA <0.0001 NA NA NA NA 0.041
NA NA NA 0.31 NA 0.00048 NA NA NA <0.005 7.1 NA NA NA NA NA <0.01 NA NA NA <2 57 NA <0.0001 NA NA NA NA 0.0307
NA NA NA 0.293 NA 0.00044 NA NA NA <0.005 6 NA NA NA NA NA <0.01 NA NA NA 3.1 37 NA <0.0001 NA NA NA NA 0.0417
NA NA NA 0.442 NA 0.00039 NA NA NA <0.005 5.9 NA NA NA NA NA 0.00204 NA NA NA 1.9 69 NA <0.0002 NA NA NA NA 0.029
NA NA NA 0.612 NA 0.00028 NA NA NA 0.006 7.1 NA NA NA NA NA 0.00332 NA NA NA 3.2 80 NA <0.0002 NA NA NA NA 0.032
NA NA NA 0.737 NA 0.00023 NA NA NA 0.005 7.8 NA NA NA NA NA 0.0049 NA NA NA 15 87 NA <0.0002 NA NA NA NA 0.032
NA NA NA 0.692 NA 0.00022 B NA NA NA <0.005 6.4 NA NA NA NA NA 0.00147 NA NA NA 17 75 NA <0.0002 NA NA NA NA 0.02
NA NA NA 0.683 NA 0.0002 NA NA NA <0.005 6.2 NA NA NA NA NA 0.00153 NA NA NA 24 85 NA <0.0002 NA NA NA NA 0.017
NA NA NA 0.159 NA <0.0002 NA NA NA <0.005 0.36 NA NA NA NA NA <0.01 NA NA NA 114 187 NA 0.00031 NA NA NA NA <0.01
NA NA NA 0.142 NA <0.0002 NA NA NA <0.005 0.5 NA NA NA NA NA <0.01 NA NA NA 108 130 NA 0.00041 NA NA NA NA <0.01
NA NA NA 0.146 NA <0.0002 NA NA NA <0.005 0.43 NA NA NA NA NA <0.01 NA NA NA 114 165 B NA 0.0004 NA NA NA NA <0.01
NA NA NA 0.155 NA <0.0002 NA NA NA <0.005 <0.2 NA NA NA NA NA <0.01 NA NA NA 168 440 NA 0.00038 NA NA NA NA 0.0126
NA NA NA 0.179 NA <0.0002 NA NA NA <0.005 0.42 NA NA NA NA NA <0.01 NA NA NA 142 287 NA 0.00048 NA NA NA NA <0.01
NA NA NA 0.178 NA <0.0002 NA NA NA <0.005 0.21 NA NA NA NA NA <0.01 NA NA NA 194 293 NA 0.00045 NA NA NA NA <0.01
NA NA NA 0.366 NA <0.0002 NA NA NA <0.005 1 NA NA NA NA NA <0.01 NA NA NA 170 324 NA 0.00032 NA NA NA NA <0.01
NA NA NA 0.231 NA <0.00005 NA NA NA <0.005 0.4 NA NA NA NA NA 0.00215 NA NA NA 170 300 NA <0.0002 NA NA NA NA 0.006
NA NA NA 0.296 NA <0.00005 NA NA NA <0.005 0.71 NA NA NA NA NA 0.00441 NA NA NA 160 300 NA 0.000239 NA NA NA NA 0.012
NA NA NA 0.188 NA <0.00005 NA NA NA <0.005 <0.023 NA NA NA NA NA <0.001 NA NA NA 160 270 NA <0.0002 NA NA NA NA 0.018
NA NA NA 0.512 NA <0.00005 NA NA NA <0.005 4 NA NA NA NA NA 0.00181 NA NA NA 160 290 NA <0.0002 NA NA NA NA 0.015
NA NA NA 1.11 NA <0.00005 NA NA NA 0.013 21 NA NA NA NA NA 0.00269 NA NA NA 150 360 NA 0.000216 NA NA NA NA 0.031
NA 10.6 NA 1.21 NA <0.00005 NA <0.001 NA 0.000012 92 21 NA NA 8.82 NA 0.00313 NA 17.9 NA 150 360 NA 0.000216 NA NA NA NA 0.026
NA NA NA 0.105 NA <0.0002 NA NA NA <0.005 0.38 NA NA NA NA NA <0.01 NA NA NA <2 <25 NA 0.00012 NA NA NA NA 0.0196
NA NA NA 0.067 NA <0.00005 NA NA NA <0.005 0.33 NA NA NA NA NA <0.001 NA NA NA 0.2 42 NA <0.0002 NA NA NA NA 0.018
NA NA NA 0.092 NA <0.00005 NA NA NA 0.006 0.33 NA NA NA NA NA 0.00112 NA NA NA 0.11 26 NA <0.0002 NA NA NA NA 0.016
NA NA NA 0.06 NA <0.00005 NA NA NA <0.005 0.34 NA NA NA NA NA <0.001 NA NA NA 0.21 28 NA <0.0002 NA NA NA NA 0.019
NA NA NA 0.039 NA <0.00005 NA NA NA <0.005 0.33 NA NA NA NA NA <0.001 NA NA NA 0.13 <25 NA <0.0002 NA NA NA NA 0.014
NA NA NA 0.047 NA <0.00005 NA NA NA <0.005 0.35 NA NA NA NA NA <0.001 NA NA NA 0.12 28 NA <0.0002 NA NA NA NA 0.011
P:\Duke Energy Progress.1026\ALL NC SITES\DENR Letter Deliverables\GW Assessment Plans\Asheville\Revised December 2014\Tables\Revision Tables\Table 3, 4, and 5_121714_REV1 4 of 6
TABLE 3
GROUNDWATER ANALYTICAL RESULTS
ASHEVILLE STEAM ELECTRIC PLANT
DUKE ENERGY PROGRESS, INC., ASHEVILLE, NORTH CAROLINA
Depth to
Water pH Temp.Specific
Conductance DO ORP Turbidity Eh Alkalinity Beryllium BOD COD Chloride Fluoride
ft (TOC)SU Deg C µs/cm mg/l mV NTUs mV mg/L mg/l mg/l mg/l mg/l mg/l
NE 6.5 - 8.5 NE NE NE NE NE NE NE 0.004 NE NE 250 2
NA NA NA NA 300 NA
Dissolved Total Dissolved Total Dissolved Total Dissolved Total Dissolved Total Dissolved Total Dissolved Total Dissolved Total Dissolved Total Dissolved Total Dissolved Total
Hydrostratigraphic Unit Well Type Sample DateSample ID
200.8200.8 NA 200.7 NA 200.7 200.7
0.015
Constituent Concentrations
mg/l mg/l mg/l mg/l
Analytical Method
Field Measurements
200.8 200.8 200.7 200.7
NE 0.01 0.001 1 0.3
Copper Iron LeadAnalytical Parameter Antimony Calcium Chromium Cobalt
15 NCAC .02L .0202(g) Groundwater Quality Standard 0.001 0.01 0.7 0.7 0.002
mg/l mg/l
Arsenic Barium Boron Cadmium
Units mg/l mg/l mg/l mg/l mg/l
Transition (PWR)Voluntary 7/24/2014 21.82 5.5 18 297 0.24 80.1 2.95 NM 36 <0.001 <0.001 <0.001 <0.001 0.061 0.062 NA NA 0.287 0.296 NA <0.001 <0.001 24.7 25.2 8.4 <0.005 <0.005 0.018 0.019 <0.005 <0.01 NA 8.14 8.2 <0.001 <0.001
Transition (PWR)Voluntary 12/14/2007 15.96 5.34 70.52 327 NA NA NA NA NA NA <0.005 NA <0.005 NA 0.098 <0.001 <2 NA 0.528 <25 NA <0.001 NA NA 10.7 NA 0.0087 NA NA NA <0.005 <0.1 NA 3.23 NA <0.005
Transition (PWR)Voluntary 4/21/2008 15.49 5.95 59.9 295 NA NA NA NA NA NA <0.005 NA <0.005 NA 0.0926 <0.001 <2 NA 0.586 <25 NA <0.001 NA NA 9.8 NA 0.0068 NA NA NA <0.005 <0.1 NA 0.231 NA <0.005
Transition (PWR)Voluntary 10/13/2008 16.04 5.45 60.8 327 NA NA NA NA NA NA <0.005 NA <0.005 NA 0.0812 <0.001 <2 NA 0.592 43.5 NA <0.001 NA NA 11.6 NA 0.0053 NA NA NA <0.005 <0.1 NA 0.152 NA <0.005
Transition (PWR)Voluntary 4/14/2009 15.35 5.47 58.1 306 NA NA NA NA NA NA <0.005 NA <0.005 NA 0.0902 <0.001 <2 NA 0.58 <25 NA <0.001 NA NA 11.3 NA 0.0056 NA NA NA <0.005 <0.1 NA 0.486 NA <0.005
Transition (PWR)Voluntary 10/16/2009 15.48 5.58 59.72 328 NA NA NA NA NA NA <0.005 NA <0.005 NA 0.0795 <0.001 <2 NA 0.563 <25 NA <0.001 NA NA 13.1 NA 0.0053 NA NA NA <0.005 <0.1 NA 0.233 NA <0.005
Transition (PWR)Voluntary 5/11/2010 15.48 5.7 57.74 287 NA NA NA NA NA NA <0.005 NA <0.005 NA 0.106 <0.001 <2 NA 0.541 <25 NA <0.001 NA NA 12.5 NA 0.0076 NA NA NA <0.005 <0.1 NA 2.71 NA <0.005
Transition (PWR)Voluntary 2/19/2014 20.04 5.5 15 423.1 1.1 370.5 8.9 NM NA NA <0.001 NA <0.001 NA 0.078 NA NA NA 0.915 NA NA <0.001 NA NA 12 NA 0.007 NA 0.00156 NA <0.005 NA NA 0.422 NA <0.001
Transition (PWR)Voluntary 12/14/2007 25.85 5.55 73.22 410 NA NA NA NA NA NA <0.005 NA <0.005 NA 0.0659 <0.001 5.2 NA 0.413 <25 NA <0.001 NA NA 11.9 NA 0.0054 NA NA NA <0.005 <0.1 NA 3.74 NA <0.005
Transition (PWR)Voluntary 4/21/2008 25.78 5.12 66.02 379 NA NA NA NA NA NA <0.005 NA <0.005 NA 0.203 <0.001 <2 NA 0.398 48 NA <0.001 NA NA 11.9 NA 0.0446 NA NA NA 0.0553 <0.1 NA 46.2 NA 0.0124
Transition (PWR)Voluntary 10/13/2008 25.63 5.54 62.06 378 NA NA NA NA NA NA <0.005 NA <0.005 NA 0.0566 <0.001 4.5 NA 0.407 36.4 NA <0.001 NA NA 14.9 NA <0.005 NA NA NA <0.005 <0.1 NA 0.182 NA <0.005
Transition (PWR)Voluntary 4/14/2009 25.8 5.51 65.66 320 NA NA NA NA NA NA <0.005 NA <0.005 NA 0.0632 <0.001 <2 NA 0.387 <25 NA <0.001 NA NA 13.4 NA <0.005 NA NA NA <0.005 <0.1 NA 0.648 NA <0.005
Transition (PWR)Voluntary 10/16/2009 25.66 5.57 62.6 361 NA NA NA NA NA NA <0.005 NA <0.005 NA 0.067 <0.001 <2 NA 0.341 28 NA <0.001 NA NA 14 NA <0.005 NA NA NA <0.005 <0.1 NA 3.09 NA <0.005
Transition (PWR)Voluntary 5/11/2010 25.73 5.74 60.26 316 NA NA NA NA NA NA <0.005 NA <0.005 NA 0.0621 <0.001 <2 NA 0.351 37 NA <0.001 NA NA 12.3 NA <0.005 NA NA NA <0.005 <0.1 NA 1.35 NA <0.005
Transition (PWR)Voluntary 2/20/2014 30.1 5.6 17.9 483.2 0.2 194.6 71.3 NM NA NA <0.001 NA 0.00103 NA 0.12 NA NA NA 1.1 NA NA <0.001 NA NA 11 NA 0.038 NA 0.00837 NA 0.018 NA NA 15.6 NA 0.00341
Transition (PWR)Voluntary 7/24/2014 31.59 NM NM NM NM NM NM NM NA NA NA NA NA NA NA NA NA 1.1 1.1 NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA
Transition (PWR)Voluntary 2/19/2014 48.71 5.8 18 442.6 3.8 331.2 24.6 NM NA NA <0.001 NA <0.001 NA 0.031 NA NA NA 0.874 NA NA <0.001 NA NA 8 NA 0.042 NA 0.00199 NA <0.005 NA NA 1.85 NA <0.001
Bedrock Compliance 11/18/2010 23.34 NM 13 315 NM NM 2.26 NM NA NA <0.0005 NA <0.005 NA 0.0194 NA NA NA <0.05 NA NA 0.000088 NA NA 7.9 NA <0.005 NA NA NA <0.005 NA NA 0.429 NA <0.005
Bedrock Compliance 4/12/2011 22.84 7.6 14 703 0.5 -103 0.56 102 NA NA <0.0005 NA <0.005 NA 0.0209 NA NA NA <0.05 NA NA <0.00008 NA NA 8.7 NA <0.005 NA NA NA <0.005 NA NA 0.126 NA <0.005
Bedrock Compliance 7/14/2011 23.23 7.3 17 530 0.65 -131.9 1.94 73.1 NA NA <0.0005 NA <0.005 NA 0.0177 B NA NA NA <0.05 NA NA <0.00008 NA NA 7 b NA <0.005 NA NA NA <0.005 NA NA 0.0694 NA <0.005
Bedrock Compliance 11/8/2011 23.34 6.9 15 433 0.44 -63.9 2.07 141.1 NA NA <0.0005 NA <0.005 NA 0.0162 NA NA NA <0.05 NA NA <0.00008 NA NA 6.9 NA <0.005 NA NA NA <0.005 NA NA 0.106 NA <0.005
Bedrock Compliance 4/10/2012 22.98 6.5 15 363 0.56 -58.1 2.62 146.9 NA NA <0.0005 NA <0.005 NA 0.0152 NA NA NA <0.05 NA NA <0.00008 NA NA 7.1 NA <0.005 NA NA NA <0.005 NA NA 0.338 NA <0.005
Bedrock Compliance 7/16/2012 23.29 7.1 20 285 2.24 -40.5 1.87 164.5 NA NA <0.0005 NA <0.005 NA 0.0161 NA NA NA <0.05 NA NA <0.00008 NA NA 7.1 NA <0.005 NA NA NA <0.005 NA NA 0.643 NA <0.005
Bedrock Compliance 11/15/2012 23.23 7.2 13 328 0.65 -12.2 1.27 192.8 NA NA <0.0005 NA <0.005 NA 0.0148 NA NA NA <0.05 NA NA <0.00008 NA NA 7 NA <0.005 NA NA NA <0.005 NA NA 0.569 NA <0.005
Bedrock Compliance 4/3/2013 22.98 7.1 14 302 0.34 -14.1 1.54 190.9 NA NA <0.001 NA 0.00731 NA 0.015 NA NA NA <0.05 NA NA <0.001 NA NA 6.2 NA <0.005 NA NA NA <0.005 NA NA 0.483 NA <0.001
Bedrock Compliance 7/1/2013 23.22 6.2 17 296 1.18 -31.8 1.76 173.2 NA NA <0.001 NA 0.0027 NA 0.017 NA NA NA <0.05 NA NA <0.001 NA NA 5.7 NA <0.005 NA NA NA <0.005 NA NA 0.335 NA <0.001
Bedrock Compliance 11/6/2013 23.67 6.9 15 286 0.4 37 5.1 242 NA NA <0.001 NA 0.00539 NA 0.017 NA NA NA <0.05 NA NA <0.001 NA NA 6.5 NA <0.005 NA NA NA <0.005 NA NA 0.398 NA <0.001
Bedrock Compliance 4/16/2014 23.66 7.2 14 348 0.3 18 1.9 223 NA NA <0.001 NA 0.0102 NA 0.016 NA NA NA <0.05 NA NA <0.001 NA NA 6.6 NA <0.005 NA NA NA <0.005 NA NA 0.529 NA <0.001
Bedrock Compliance 7/9/2014 24.2 6.8 18 249.6 4.01 296 2.8 501 NA NA <0.001 NA 0.00112 NA 0.018 NA NA NA <0.05 NA NA <0.001 NA NA 6.4 NA <0.005 NA NA NA <0.005 NA NA 0.267 NA <0.001
Bedrock Compliance 11/18/2010 50.33 NM 14 907 NM NM 0.92 NM NA NA <0.0005 NA <0.005 NA 0.217 NA NA NA 0.972 NA NA 0.00046 NA NA 299 NA <0.005 NA NA NA <0.005 NA NA 0.0646 NA <0.005
Bedrock Compliance 4/12/2011 48.6 5 16 1135 2.89 -79.1 9.23 125.9 NA NA <0.0005 NA <0.005 NA 0.216 NA NA NA 1.11 NA NA 0.0005 NA NA 319 NA 0.011 NA NA NA 0.0236 NA NA 0.815 NA <0.005
Bedrock Compliance 7/15/2011 48.84 5.1 18 1102 3.01 -21 6.95 184 NA NA <0.0005 NA <0.005 NA 0.224 b NA NA NA 1.06 NA NA 0.0006 NA NA 271 NA 0.0308 NA NA NA <0.005 NA NA 0.37 NA <0.005
Bedrock Compliance 11/8/2011 51.53 5.1 17 1180 2.87 -82.8 2.67 122.2 NA NA <0.0005 NA <0.005 NA 0.229 NA NA NA 1.36 NA NA 0.00049 NA NA 295 NA 0.0052 NA NA NA <0.005 NA NA 0.145 NA <0.005
Bedrock Compliance 4/11/2012 49.75 5.1 15 824 3.04 -64.2 5.29 140.8 NA NA <0.0005 NA <0.005 NA 0.186 NA NA NA 1.08 NA NA 0.00039 NA NA 212 NA <0.005 NA NA NA <0.005 NA NA 0.0939 NA <0.005
Bedrock Compliance 7/17/2012 40.04 5 15 682 3.25 551.9 0.38 756.9 NA NA <0.0005 NA <0.005 NA 0.163 NA NA NA 0.841 NA NA 0.00034 NA NA 162 NA <0.005 NA NA NA <0.005 NA NA <0.050 NA <0.005
Bedrock Compliance 11/15/2012 45.68 5 15 885 2.37 361.6 7.24 566.6 NA NA <0.0005 NA <0.005 NA 0.166 NA NA NA 1.14 NA NA 0.00043 NA NA 220 NA <0.005 NA NA NA <0.005 NA NA 0.0806 NA <0.005
Bedrock Compliance 4/4/2013 45.4 5 15 876 2.54 99.4 4.35 304.4 NA NA <0.001 NA <0.001 NA 0.168 NA NA NA 1.09 NA NA <0.001 NA NA 170 NA <0.005 NA NA NA <0.005 NA NA 0.063 NA <0.001
Bedrock Compliance 7/2/2013 44.44 5.5 15 719 2.9 19.6 1.77 224.6 NA NA <0.001 NA <0.001 NA 0.16 NA NA NA 1.06 NA NA <0.001 NA NA 140 NA <0.005 NA NA NA <0.005 NA NA 0.073 NA <0.001
Bedrock Compliance 11/6/2013 45.46 5.1 15 747 2.4 456 5.6 661 NA NA <0.001 NA <0.001 NA 0.183 NA NA NA 1.23 NA NA <0.001 NA NA 160 NA <0.005 NA NA NA <0.005 NA NA 0.225 NA <0.001
Bedrock Compliance 4/17/2014 46.92 5.2 15 850 1.9 365 4 570 NA NA <0.001 NA <0.001 NA 0.189 NA NA NA 1.57 NA NA <0.001 NA NA 190 NA <0.005 NA NA NA <0.005 NA NA 0.115 NA <0.001
Bedrock Compliance 7/10/2014 46.92 5 16 847 2 372.4 3.3 577.4 NA NA <0.001 NA <0.001 NA 0.205 NA NA NA 1.7 NA NA <0.001 NA NA 190 NA <0.005 NA NA NA <0.005 NA NA 0.187 NA <0.001
Bedrock Voluntary 8/5/2014 41.06 7.1 17 449 0.23 -102 19.4 NM 59 <0.001 <0.001 <0.001 <0.001 0.012 0.017 NA NA 0.425 0.433 NA <0.001 <0.001 53 55.7 9.7 <0.005 <0.005 <0.005 <0.005 <0.005 <0.01 NA 3.32 4.99 <0.001 <0.001
Bedrock Voluntary 7/23/2014 7.97 6.5 18 87.7 2.89 163.1 10.8 NM 37 <0.001 <0.001 <0.001 <0.001 0.006 0.011 NA NA <0.05 <0.05 NA <0.001 <0.001 6.35 6.46 0.58 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 NA <0.010 0.131 <0.001 <0.001
Bedrock Voluntary 12/14/2007 43.51 5.71 56.3 261 NA NA NA NA NA NA <0.005 NA 0.0083 NA 0.305 0.0021 <2 NA 0.322 <25 NA <0.001 NA NA <20 NA 0.0311 NA NA NA 0.0076 0.12 NA 33.2 NA 0.0115
Bedrock Voluntary 4/21/2008 43.26 5.38 59 266 NA NA NA NA NA NA <0.005 NA <0.005 NA 0.129 <0.001 28 NA 0.386 28 NA <0.001 NA NA 17.1 NA <0.005 NA NA NA <0.005 0.14 NA 7.38 NA <0.005
Bedrock Voluntary 10/13/2008 43.42 5.61 59.72 333 NA NA NA NA NA NA <0.005 NA <0.005 NA 0.07 <0.001 48.1 NA 0.4 48.1 NA <0.001 NA NA 36.4 NA <0.005 NA NA NA <0.005 <0.1 NA 0.357 NA <0.005
Bedrock Voluntary 4/14/2009 43.36 5.53 58.64 361 NA NA NA NA NA NA <0.005 NA <0.005 NA 0.0907 <0.001 <2 NA 0.418 <25 NA <0.001 NA NA 55.5 NA <0.005 NA NA NA <0.005 <0.1 NA 0.286 NA <0.005
Bedrock Voluntary 10/16/2009 43.16 5.65 60.8 518 NA NA NA NA NA NA <0.005 NA <0.005 NA 0.104 <0.001 <2 NA 0.431 <25 NA <0.001 NA NA 99 NA 0.007 NA NA NA <0.005 <0.1 NA 0.141 NA <0.005
Bedrock Voluntary 5/11/2010 42.9 5.4 60.08 620 NA NA NA NA NA NA <0.005 NA <0.005 NA 0.137 <0.001 59 NA 0.377 59 NA <0.001 NA NA 151 NA <0.005 NA NA NA <0.005 <0.1 NA 0.46 NA <0.005
Bedrock Voluntary 2/18/2014 42.87 5.3 15.7 816 2.8 338.5 4.32 NM NA NA <0.001 NA 0.001 NA 0.214 NA NA NA 0.964 NA NA <0.001 NA NA 170 NA <0.005 NA 0.0069 NA <0.005 NA NA 0.056 NA <0.001
Bedrock Voluntary 12/14/2006 43 6.96 59.9 0.847 NA NA NA NA NA NA 0.0108 NA <0.002 NA 0.0454 <0.0007 <2 NA 0.272 30 NA <0.0005 NA NA 20 NA <0.002 NA NA NA 0.0019 0.38 NA 4.54 NA <0.002
Bedrock Voluntary 12/14/2006 28.99 6.26 56.66 0.169 NA NA NA NA NA NA <0.002 NA <0.002 NA 0.0871 <0.0007 <2 NA 0.102 19 NA 0.0008 NA NA 2.8 NA <0.002 NA NA NA 0.0133 0.4 NA <0.020 NA <0.002
Bedrock Voluntary 6/12/2007 28.64 7.2 59.7 146 NA NA NA NA NA NA 0.00057 NA 0.00047 NA 0.0778 0.00027 6 NA 0.0665 10 NA 0.0006 NA NA 3.5 NA <0.016 NA NA NA 0.0248 0.26 NA 0.319 NA 0.0039
Bedrock Voluntary 2/18/2014 27.36 5.1 15.2 70.4 6.67 322.8 1.1 NM NA NA <0.001 NA <0.001 NA 0.081 NA NA NA 0.055 NA NA <0.001 NA NA 2.2 NA <0.005 NA <0.001 NA <0.005 NA NA 0.024 NA <0.001
Bedrock Voluntary 12/14/2006 50.61 5.93 56.66 0.378 NA NA NA NA NA NA <0.002 NA <0.002 NA 0.0742 <0.0007 <2 NA 0.762 12 NA <0.0005 NA NA 6.7 NA <0.002 NA NA NA <0.0006 <0.05 NA 2.75 NA <0.002
Bedrock Voluntary 2/18/2014 53.04 5.8 14.7 518.1 0.35 297.7 6.4 NM NA NA <0.001 NA <0.001 NA 0.065 NA NA NA 0.967 NA NA <0.001 NA NA 11 NA 0.008 NA <0.001 NA <0.005 NA NA 0.369 NA <0.001
Bedrock Voluntary 6/12/2007 50.51 7.3 61.2 403 NA NA NA NA NA NA <0.0001 NA 0.0015 NA 0.067 <0.000048 6 NA 0.677 10 NA 0.00032 NA NA 8.44 NA 0.00014 NA NA NA 0.00065 0.2 NA 0.2 NA 0.00021
Bedrock Private Water Supply 8/5/2014 NM 6 16 102 8.12 129 148 NM 41 <0.001 <0.001 <0.001 <0.001 0.023 0.025 NA NA <0.05 <0.05 NA <0.001 <0.001 8.68 8.95 1.4 <0.005 <0.005 <0.005 <0.005 <0.01 0.065 NA 4.44 4.06 <0.001 <0.001
Bedrock Private Water Supply 2/6/2014 13.45 6.2 11 334 0.7 85 33.3 NM NA NA NA <0.001 <0.001 NA NA NA NA 0.102 0.108 NA NA NA NA NA NA NA NA NA NA NA NA NA 18.3 19.2 NA NA
Bedrock Private Water Supply 8/5/2014 NM 4.7 16 436 2.44 257 29.2 NM <5 <0.001 <0.001 0.00117 0.00144 0.042 0.042 NA NA 0.05 <0.05 NA <0.001 <0.001 23.8 24.9 80 <0.005 <0.005 0.116 0.116 <0.01 <0.005 NA 2.12 4.11 <0.001 <0.001
Notes:
1.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
B - Data flagged due to detections in field blank
2.Units:
˚C = Degrees Celcius
SU = Standard Units
mV = millivolts
µS/cm = microsiemens per centimeter
NTU = Nephelometric Turbidity Unit
mg/L = milligrams per liter
µg/L = micrograms per liter
3.NE = Not established
4.NA = Not available
5.NM = Not measured
6.Highlighted values indicate values that exceed the 15 NCAC .02L .0202(g) Standard
7.
PZ-1D
PZ-17D
PZ-17D
PZ-17D
Analytical results with "<" preceding the result indicates that the parameter was not detected at
a concentration which attains or exceeds the laboratory reporting limit.
GW-2
GW-2
GW-2
GW-2
GW-2
GW-2
PZ-17S
PZ-17S
PZ-17S
16 Bear Leah
38 Bear Leah
38 Bear Leah
CB-8
CB-8
CB-8
CB-8
CB-8
CB-8
CB-8
CB-8
CB-8
CB-8
CB-8
CB-8
AMW-1B
AMW-3B
GW-2
GW-5
GW-5
GW-5
GW-5
GW-5
GW-5
GW-5
PZ-16
CB-4B
CB-4B
CB-4B
CB-4B
CB-4B
CB-4B
CB-4B
CB-4B
CB-4B
CB-4B
CB-4B
CB-4B
GW-4
GW-4
GW-4
GW-4
GW-5
GW-4
AMW-2A
GW-4
GW-4
P:\Duke Energy Progress.1026\ALL NC SITES\DENR Letter Deliverables\GW Assessment Plans\Asheville\Revised December 2014\Tables\Revision Tables\Table 3, 4, and 5_121714_REV1 5 of 6
TABLE 3
GROUNDWATER ANALYTICAL RESULTS
ASHEVILLE STEAM ELECTRIC PLANT
DUKE ENERGY PROGRESS, INC., ASHEVILLE, NORTH CAROLINA
Hydrostratigraphic Unit Well Type Sample DateSample ID
Analytical Method
Analytical Parameter
15 NCAC .02L .0202(g) Groundwater Quality Standard
Units
Transition (PWR)Voluntary 7/24/2014
Transition (PWR)Voluntary 12/14/2007
Transition (PWR)Voluntary 4/21/2008
Transition (PWR)Voluntary 10/13/2008
Transition (PWR)Voluntary 4/14/2009
Transition (PWR)Voluntary 10/16/2009
Transition (PWR)Voluntary 5/11/2010
Transition (PWR)Voluntary 2/19/2014
Transition (PWR)Voluntary 12/14/2007
Transition (PWR)Voluntary 4/21/2008
Transition (PWR)Voluntary 10/13/2008
Transition (PWR)Voluntary 4/14/2009
Transition (PWR)Voluntary 10/16/2009
Transition (PWR)Voluntary 5/11/2010
Transition (PWR)Voluntary 2/20/2014
Transition (PWR)Voluntary 7/24/2014
Transition (PWR)Voluntary 2/19/2014
Bedrock Compliance 11/18/2010
Bedrock Compliance 4/12/2011
Bedrock Compliance 7/14/2011
Bedrock Compliance 11/8/2011
Bedrock Compliance 4/10/2012
Bedrock Compliance 7/16/2012
Bedrock Compliance 11/15/2012
Bedrock Compliance 4/3/2013
Bedrock Compliance 7/1/2013
Bedrock Compliance 11/6/2013
Bedrock Compliance 4/16/2014
Bedrock Compliance 7/9/2014
Bedrock Compliance 11/18/2010
Bedrock Compliance 4/12/2011
Bedrock Compliance 7/15/2011
Bedrock Compliance 11/8/2011
Bedrock Compliance 4/11/2012
Bedrock Compliance 7/17/2012
Bedrock Compliance 11/15/2012
Bedrock Compliance 4/4/2013
Bedrock Compliance 7/2/2013
Bedrock Compliance 11/6/2013
Bedrock Compliance 4/17/2014
Bedrock Compliance 7/10/2014
Bedrock Voluntary 8/5/2014
Bedrock Voluntary 7/23/2014
Bedrock Voluntary 12/14/2007
Bedrock Voluntary 4/21/2008
Bedrock Voluntary 10/13/2008
Bedrock Voluntary 4/14/2009
Bedrock Voluntary 10/16/2009
Bedrock Voluntary 5/11/2010
Bedrock Voluntary 2/18/2014
Bedrock Voluntary 12/14/2006
Bedrock Voluntary 12/14/2006
Bedrock Voluntary 6/12/2007
Bedrock Voluntary 2/18/2014
Bedrock Voluntary 12/14/2006
Bedrock Voluntary 2/18/2014
Bedrock Voluntary 6/12/2007
Bedrock Private Water Supply 8/5/2014
Bedrock Private Water Supply 2/6/2014
Bedrock Private Water Supply 8/5/2014
Notes:
1.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
B - Data flagged due to detections in field blank
2.Units:
˚C = Degrees Celcius
SU = Standard Units
mV = millivolts
µS/cm = microsiemens per centimeter
NTU = Nephelometric Turbidity Unit
mg/L = milligrams per liter
µg/L = micrograms per liter
3.NE = Not established
4.NA = Not available
5.NM = Not measured
6.Highlighted values indicate values that exceed the 15 NCAC .02L .0202(g) Standard
7.
PZ-1D
PZ-17D
PZ-17D
PZ-17D
Analytical results with "<" preceding the result indicates that the parameter was not detected at
a concentration which attains or exceeds the laboratory reporting limit.
GW-2
GW-2
GW-2
GW-2
GW-2
GW-2
PZ-17S
PZ-17S
PZ-17S
16 Bear Leah
38 Bear Leah
38 Bear Leah
CB-8
CB-8
CB-8
CB-8
CB-8
CB-8
CB-8
CB-8
CB-8
CB-8
CB-8
CB-8
AMW-1B
AMW-3B
GW-2
GW-5
GW-5
GW-5
GW-5
GW-5
GW-5
GW-5
PZ-16
CB-4B
CB-4B
CB-4B
CB-4B
CB-4B
CB-4B
CB-4B
CB-4B
CB-4B
CB-4B
CB-4B
CB-4B
GW-4
GW-4
GW-4
GW-4
GW-5
GW-4
AMW-2A
GW-4
GW-4
Nitrate Nitrate (as N)Nitrite Silver Sulfate TDS TOC TOX Vanadium
mg/l mg/l mg/l mg/l mg/l mg/l mg/l mg/l mg/l
10 10 NE 0.02 250 500 NE NE 0.0003
300.0 300.0 NA NA 300 SM2540C NA NA NA
Dissolved Total Dissolved Total Dissolved Total Dissolved Total Dissolved Total Dissolved Total Dissolved Total Dissolved Total Dissolved Total Dissolved Total
NA 200.8 200.7NA200.8 245.1 NA 200.7
Constituent Concentrations
NA 200.8
NE 0.0002 1NE0.05 0.001 NE 0.1 NE 0.02
mg/l mg/l mg/l
Potassium
mg/l mg/l mg/l mg/lmg/l mg/l mg/l
Selenium Sodium Thallium ZincMagnesiumManganeseMercuryMolybdenumNickel
5.95 6.06 NA 1.79 <0.00005 <0.00005 <0.001 <0.001 <0.005 <0.005 0.18 0.04 NA 3.19 3.22 0.00138 0.00154 16.4 16.5 NA 87 190 <0.0002 <0.0002 NA NA NA <0.005 <0.005
NA NA NA NA NA 0.0000274 NA NA NA 0.0114 0.55 NA <0.1 NA NA NA <0.01 NA NA <0.005 100 206 NA 0.00016 <1 <1 NA NA 0.0373
NA NA NA 0.143 NA 0.0000116 NA NA NA 0.0099 0.37 NA <0.1 NA NA NA <0.01 NA NA <0.005 101 182 NA <0.0001 4 <0.02 NA NA 0.0163
NA NA NA 0.153 NA 0.00000948 NA NA NA 0.0111 0.51 NA <0.1 NA NA NA <0.01 NA NA <0.005 116 226 NA 0.0001 2.7 0.09 NA NA <0.01
NA NA NA 0.17 NA 0.00000752 NA NA NA 0.0114 0.49 NA <0.1 NA NA NA <0.01 NA NA <0.005 112 232 NA <0.0005 3.8 <0.02 NA NA 0.0105
NA NA NA 0.176 NA 0.00000976 NA NA NA 0.0105 0.59 NA <0.1 NA NA NA <0.01 NA NA <0.005 112 228 NA <0.0005 1.2 <0.05 NA NA <0.01
NA NA NA 0.216 NA 0.0000121 NA NA NA 0.0086 0.46 NA <0.1 NA NA NA <0.01 NA NA <0.005 149 148 NA 0.00012 <1 <0.1 NA NA 0.0119
NA NA NA 0.369 NA 0.00009 NA <0.001 NA 0.016 NA NA NA NA NA NA 0.00123 NA NA NA 160 270 NA 0.00024 NA NA NA NA 0.015
NA NA NA NA NA 0.000067 NA NA NA 0.0052 0.4 NA <0.1 NA NA NA <0.01 NA NA <0.005 125 270 NA 0.00027 2.3 <1 NA NA 0.0202
NA NA NA 0.971 NA 0.000105 NA NA NA 0.0306 1.2 NA <0.1 NA NA NA 0.0139 NA NA <0.005 117 242 NA 0.00065 8.9 <0.02 NA NA 0.126
NA NA NA 0.189 NA 0.0000287 NA NA NA <0.005 1.2 NA <0.1 NA NA NA <0.01 NA NA <0.005 120 246 NA 0.00028 4.5 0.1 NA NA <0.01
NA NA NA 0.192 NA 0.0000152 NA NA NA <0.005 1.5 NA <0.1 NA NA NA <0.01 NA NA <0.005 116 248 NA <0.0005 7.7 <0.02 NA NA 0.0103
NA NA NA 0.189 NA 0.0000738 NA NA NA <0.005 1.3 NA <0.1 NA NA NA <0.01 NA NA <0.005 105 242 NA <0.0005 2.7 <0.05 NA NA 0.0108
NA NA NA 0.17 NA 0.000058 NA NA NA <0.005 1.5 NA <0.1 NA NA NA <0.01 NA NA <0.005 142 156 NA 0.00033 <1 <0.1 NA NA <0.01
NA NA NA 0.363 NA 0.00007 NA 0.00136 NA 0.021 NA NA NA NA NA NA 0.00294 NA NA NA 200 280 NA 0.00075 NA NA NA NA 0.203
NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA
NA NA NA 0.156 NA <0.00005 NA <0.001 NA 0.021 NA NA NA NA NA NA 0.0328 NA NA NA 140 280 NA <0.0002 NA NA NA NA 0.078
NA NA NA 0.0351 NA <0.0002 NA NA NA <0.005 <0.1 NA NA NA NA NA <0.01 NA NA NA 100 219 NA <0.0001 NA NA NA NA <0.01
NA NA NA 0.0249 NA <0.0002 NA NA NA <0.005 <0.1 NA NA NA NA NA <0.01 NA NA NA 247 433 NA <0.0001 NA NA NA NA 0.0613
NA NA NA 0.0202 NA <0.0002 NA NA NA <0.005 <0.2 NA NA NA NA NA <0.01 NA NA NA 102 207 B NA <0.0001 NA NA NA NA <0.01
NA NA NA 0.0231 NA <0.0002 NA NA NA <0.005 <0.2 NA NA NA NA NA <0.01 NA NA NA 121 223 NA <0.0001 NA NA NA NA <0.01
NA NA NA 0.0231 NA <0.0002 NA NA NA <0.005 <0.2 NA NA NA NA NA <0.01 NA NA NA 88.8 198 NA <0.0001 NA NA NA NA <0.01
NA NA NA 0.0328 NA <0.0002 NA NA NA <0.005 <0.02 NA NA NA NA NA <0.01 NA NA NA 63.2 169 NA <0.0001 NA NA NA NA <0.01
NA NA NA 0.0316 NA <0.0002 NA NA NA <0.005 0.044 B NA NA NA NA NA <0.01 NA NA NA 54.7 146 NA <0.0001 NA NA NA NA 0.0141
NA NA NA 0.039 NA <0.00005 NA NA NA <0.005 <0.023 NA NA NA NA NA <0.001 NA NA NA 61 170 NA <0.0002 NA NA NA NA <0.005
NA NA NA 0.042 NA <0.00005 NA NA NA <0.005 0.03 NA NA NA NA NA <0.001 NA NA NA 63 170 NA <0.0002 NA NA NA NA 0.016
NA NA NA 0.045 NA <0.00005 NA NA NA <0.005 <0.023 NA NA NA NA NA <0.001 NA NA NA 63 170 NA <0.0002 NA NA NA NA 0.02
NA NA NA 0.042 NA <0.00005 NA NA NA <0.005 <0.023 NA NA NA NA NA <0.001 NA NA NA 68 190 NA <0.0002 NA NA NA NA <0.005
NA NA NA 0.04 NA <0.00005 NA NA NA <0.005 0.04 NA NA NA NA NA <0.001 NA NA NA 67 180 NA <0.0002 NA NA NA NA <0.005
NA NA NA 0.579 NA 0.00025 NA NA NA <0.005 1.6 NA NA NA NA NA 0.025 NA NA NA 108 645 NA <0.0001 NA NA NA NA <0.01
NA NA NA 0.683 NA <0.00002 NA NA NA 0.0077 1.8 NA NA NA NA NA 0.0242 NA NA NA 119 617 NA <0.0001 NA NA NA NA 0.0717
NA NA NA 0.696 NA <0.00002 NA NA NA 0.041 B 1.4 NA NA NA NA NA 0.0212 NA NA NA 100 700 NA <0.0001 NA NA NA NA 0.0131
NA NA NA 0.786 NA 0.0002 NA NA NA <0.005 1.7 NA NA NA NA NA 0.0251 NA NA NA 96.3 764 NA <0.0001 NA NA NA NA 0.0116
NA NA NA 0.709 NA <0.00002 NA NA NA <0.005 1.5 NA NA NA NA NA 0.0192 NA NA NA 113 581 NA <0.0001 NA NA NA NA 0.0109
NA NA NA 0.552 NA <0.00002 NA NA NA <0.005 1.9 NA NA NA NA NA 0.0152 NA NA NA 63.4 407 NA <0.0001 NA NA NA NA <0.01
NA NA NA 0.652 NA <0.00002 NA NA NA <0.005 1.8 NA NA NA NA NA 0.013 NA NA NA 97.4 516 NA <0.0001 NA NA NA NA <0.01
NA NA NA 0.679 NA <0.00008 NA NA NA <0.005 1.6 NA NA NA NA NA 0.0181 NA NA NA 90 730 NA <0.0002 NA NA NA NA 0.009
NA NA NA 0.647 NA <0.00008 NA NA NA <0.005 1.6 NA NA NA NA NA 0.0165 NA NA NA 81 600 NA <0.0002 NA NA NA NA 0.009
NA NA NA 0.764 NA 0.0001 NA NA NA <0.005 2.1 NA NA NA NA NA 0.0175 NA NA NA 85 490 NA <0.0002 NA NA NA NA 0.017
NA NA NA 0.857 NA 0.0001 B NA NA NA <0.005 2 NA NA NA NA NA 0.0186 NA NA NA 92 610 NA <0.0002 NA NA NA NA 0.023
NA NA NA 0.904 NA 0.00011 NA NA NA <0.005 2 NA NA NA NA NA 0.0181 NA NA NA 97 820 NA <0.0002 NA NA NA NA 0.017
3.49 3.75 0.378 0.392 <0.00005 <0.00005 0.00287 0.00283 <0.005 <0.005 <0.1 <0.02 NA 4.34 4.53 <0.001 <0.001 27.6 28 NA 130 330 <0.0002 <0.0002 NA NA NA 0.017 0.01
1.74 1.8 0.014 0.017 <0.00005 <0.00005 <0.001 0.00104 <0.005 <0.005 0.37 0.08 NA 2.92 2.8 <0.001 <0.001 7.4 7.16 NA 1.7 92 <0.0002 <0.0002 NA NA NA <0.005 <0.005
NA NA NA NA NA 0.00000458 NA NA NA 0.018 0.15 NA <0.1 NA NA NA <0.01 NA NA <0.005 69.1 200 NA 0.0001 5.2 <1 NA NA 0.0593
NA NA NA 0.171 NA 0.000005 NA NA NA <0.005 0.11 NA <0.1 NA NA NA <0.01 NA NA <0.005 63.3 182 NA 0.00013 9.2 <0.02 NA NA 0.0277
NA NA NA 0.0665 NA 0.0000105 NA NA NA <0.005 0.17 NA <0.1 NA NA NA <0.01 NA NA <0.005 70.2 204 NA <0.0001 6.9 0.09 NA NA <0.01
NA NA NA 0.0901 NA 0.0000178 NA NA NA <0.005 0.14 NA <0.1 NA NA NA <0.01 NA NA <0.005 66 294 NA <0.0005 8.5 <0.02 NA NA 0.0102
NA NA NA 0.13 NA 0.0000445 NA NA NA 0.0086 0.14 NA <0.1 NA NA NA <0.01 NA NA <0.005 66.4 312 NA <0.0005 2.3 <0.05 NA NA <0.01
NA NA NA 0.141 NA 0.00012 NA NA NA <0.005 0.34 NA <0.1 NA NA NA <0.01 NA NA <0.005 70.1 370 NA <0.0001 2 <0.1 NA NA <0.01
NA NA NA 1.82 NA 0.00013 NA <0.001 NA 0.006 NA NA NA NA NA NA <0.001 NA NA NA 78 600 NA <0.0002 NA NA NA NA 0.024
NA 18.4 NA 1.23 NA <0.00011 NA NA NA 0.0085 0.26 NA <0.1 NA 9.58 NA <0.002 NA 92 0.0061 250 595 NA 0.0044 2 0.0122 NA NA 0.0028
NA 2.82 NA 0.315 NA <0.00011 NA NA NA 0.0326 0.78 NA <0.1 NA 4.73 NA 0.0148 NA 3.8 <0.002 49 125 NA <0.004 3 <0.01 NA NA 0.0682
NA NA NA 0.139 NA <0.0001 NA NA NA 0.0181 0.615 NA 0.035 NA NA NA 0.0183 NA NA 5.5E-05 36.1 95 NA 0.00022 5 0.0331 NA NA 0.044
NA NA NA 0.023 NA <0.00005 NA <0.001 NA <0.005 NA NA NA NA NA NA 0.0112 NA NA NA 18 38 NA <0.0002 NA NA NA NA 0.007
NA 8.76 NA 0.0479 NA <0.00011 NA NA NA 0.0052 0.45 NA <0.1 NA 6.23 NA 0.0446 NA 9 <0.002 110 267 NA <0.004 2 0.0102 NA NA 0.0114
NA NA NA 0.049 NA <0.00005 NA <0.001 NA 0.007 NA NA NA NA NA NA 0.0201 NA NA NA 160 340 NA <0.0002 NA NA NA NA 0.01
NA NA NA 0.0608 NA <0.0001 NA NA NA 0.0042 0.05 NA 0.05 NA NA NA 0.0467 NA NA <0.000011 121 305 NA 0.000053 5 0.02 NA NA 0.0076
2.15 2.18 0.087 0.085 <0.00005 <0.00005 <0.001 <0.001 <0.005 <0.005 5.6 1.3 NA 2.16 2.2 <0.001 <0.001 7.75 7.83 NA 0.25 90 <0.0002 <0.0002 NA NA NA 0.062 0.091
NA NA 0.798 0.783 NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA <0.0002 <0.0002 NA NA NA NA NA
10.2 10.3 1.65 1.67 <0.00005 <0.00005 <0.001 <0.001 0.039 0.039 1.4 0.32 NA 4.05 4.04 <0.001 <0.001 34.5 34.5 NA 79 270 <0.0002 <0.0002 NA NA NA 0.077 0.073
P:\Duke Energy Progress.1026\ALL NC SITES\DENR Letter Deliverables\GW Assessment Plans\Asheville\Revised December 2014\Tables\Revision Tables\Table 3, 4, and 5_121714_REV1 6 of 6
TABLE 4
SURFACE WATER ANALYTICAL RESULTS
ASHEVILLE STEAM ELECTRIC PLANT
DUKE ENERGY PROGRESS, INC., ASHEVILLE, NORTH CAROLINA
pH Temp.Specific
Conductance DO ORP Alkalinity Chloride
SU ˚C µS/cm mg/l mV mg/l mg/l
6.0 - 9.0 NE NE NE NE NE 230
2320B4d 300
Total Dissolved Total Dissolved Total Dissolved Total Dissolved Total Dissolved Total Dissolved Total Total Dissolved Total Dissolved Total Dissolved Total Dissolved Total
Location Sample
Collection Date
East of Interstate 26, southwest of
TD-1 8/23/2012 NA NA NA NA NA NA NA NA NA NA NA NA NA 1.24 NA NA NA NA NA NA NA NA NA NA NA NA NA
Southwest of Treatment Wetlands
Basin #4, east of I-26 8/23/2012 NA NA NA NA NA NA NA NA NA NA NA NA NA 1.14 NA NA NA NA NA NA NA NA NA NA NA NA NA
Southwest of Treatment Wetlands
Basin #4, east of I-27 8/23/2012 NA NA NA NA NA NA NA NA NA NA NA NA NA 1.21 NA NA NA NA NA NA NA NA NA NA NA NA NA
Southwest of 1982 Ash Basin 10/8/2012 NA NA NA NA NA NA NA NA NA NA NA NA NA 1.19 NA NA NA NA NA NA NA NA NA NA NA NA NA
Southwest of 1982 Ash Basin 8/23/2012 NA NA NA NA NA NA NA NA NA NA NA NA NA 0.559 NA NA NA NA NA NA NA NA NA NA NA NA NA
Southwest of 1982 Ash Basin 8/23/2012 NA NA NA NA NA NA NA NA NA NA NA NA NA 0.614 NA NA NA NA NA NA NA NA NA NA NA NA NA
north of site, east of Lake Julian 8/23/2012 NA NA NA NA NA NA NA NA NA NA NA NA NA <0.05 NA NA NA NA NA NA NA NA NA NA NA NA NA
East of Interstate 26, west of 1982
Ash Basin 8/23/2012 NA NA NA NA NA NA NA NA NA NA NA NA NA 0.987 NA NA NA NA NA NA NA NA NA NA NA NA NA
East of Interstate 26, west of 1982
Ash Basin 8/23/2012 NA NA NA NA NA NA NA NA NA NA NA NA NA 0.778 NA NA NA NA NA NA NA NA NA NA NA NA NA
East of Interstate 26, west of 1982
Ash Basin 8/23/2012 NA NA NA NA NA NA NA NA NA NA NA NA NA 0.577 NA NA NA NA NA NA NA NA NA NA NA NA NA
East of French Broad River, west of
Interstate 26 8/23/2012 NA NA NA NA NA NA NA NA NA NA NA NA NA 0.942 NA NA NA NA NA NA NA NA NA NA NA NA NA
East of French Broad River, west of
Interstate 26 8/23/2012 NA NA NA NA NA NA NA NA NA NA NA NA NA 1.18 NA NA NA NA NA NA NA NA NA NA NA NA NA
Southwest of Aberdeen Dr. south of
1982 Ash Basin 11/15/2012 NA NA NA NA NA NA NA NA NA NA NA NA NA 0.223 NA NA NA NA NA NA NA NA NA NA NA NA NA
South of site, east of Interstate 26 8/5/2014 7.2 20 112 6.19 -28.6 20 <0.001 <0.001 <0.001 <0.001 0.031 0.034 0.063 0.062 <0.001 <0.001 8.23 8.29 6.9 <0.005 <0.005 <0.005 <0.005 <0.01 <0.01 0.16 0.557
Upstream of French Broad River 8/5/2014 7.1 22 43.5 7.4 111 9.4 <0.001 <0.001 <0.001 <0.001 0.01 0.017 <0.05 <0.05 <0.001 <0.001 2.58 2.72 2 <0.005 <0.005 <0.005 <0.005 <0.005 <0.005 0.144 1.2
Downstream of French Broad River 8/5/2014 7.4 23 51 8.07 93.2 9.9 <0.001 <0.001 <0.001 <0.001 0.011 0.016 <0.05 <0.05 <0.001 <0.001 2.63 2.72 2.2 <0.005 <0.005 <0.005 <0.005 <0.01 <0.01 0.144 0.976
South of Site, west of New Rockwood
Road 8/5/2014 6.9 15 98.8 7.21 120 15 <0.001 <0.001 <0.001 <0.001 0.048 0.052 <0.05 <0.05 <0.001 <0.001 5.9 6.04 8 <0.005 <0.005 <0.005 <0.005 <0.01 <0.01 0.037 0.357
South of Site, east of New Rockwood
Road 8/5/2014 6.9 16 92.2 7.16 134 16 <0.001 <0.001 <0.001 <0.001 0.053 0.058 <0.05 <0.05 <0.001 <0.001 5.89 6.07 8.5 <0.005 <0.005 <0.005 <0.005 <0.01 <0.01 0.025 0.277
South of Site, west of French Broad
River 8/5/2014 7.0 19 87.2 10.6 44.3 25 <0.001 <0.001 <0.001 <0.001 0.022 0.022 <0.05 <0.05 <0.001 <0.001 6.56 6.9 7.2 <0.005 <0.005 <0.005 <0.005 <0.01 <0.01 0.106 0.235
Southwest of Treatment Wetlands
Basin #4, east of Interstate 26 2/20/2014 6.2 10.9 608 6.2 265.7 NA NA <0.001 NA 0.00106 NA 0.03 NA 0.689 NA <0.001 NA NA 56 NA <0.005 NA <0.001 NA <0.005 NA 0.747
Notes:
1.Analytical parameter abreviations:
Temp. = Temperature
DO = Dissolved oxygen
ORP = Oxidation reduction potential
TDS = Total dissolved solids
2.Units:
˚C = Degrees Celcius
SU = Standard Units
mV = millivolts
µS/cm = microsiemens per centimeter/micromhos per centimeter
mg/L = milligrams per liter
µg/L = micrograms per liter
4.NE = Not established
5.NA = Not available
6.
7.
TD-1
15A NCAC 02B 0.200 Surface Water Quality Standard (C Water)
Constituent Concentrations
SW-FB1
SW-FB2
SW-H2
SW-H3
SW-I1
SW-10
SW-11
SW-12
SW-13
SW-13 (H1)
SW-6
Sample ID
SW-7
SW-8
SW-9
SW-1
SW-2
SW-3
SW-4
SW-5
Copper
mg/l
0.007
200.7
Iron
mg/l
1
200.7
Chromium
mg/l
0.05
200.7
Cobalt
mg/l
0.004
200.8
Cadmium
mg/l
0.002
200.8
Calcium
mg/l
NE
200.7
Barium
mg/l
200
200.7
Boron
mg/l
NE
200.1
Field Measurements
Analytical results with "<" preceding the result indicates that the
parameter was not detected at a concentration which attains or exceeds
the laboratory reporting limit.
Parameter
Analytical Method
Units
Arsenic
mg/l
0.01
200.8
Antimony
mg/l
0.64
200.8
Highlighted values indicate values that exceed the 15A NCAC 2B Standard
for Class C Water
P:\Duke Energy Progress.1026\ALL NC SITES\DENR Letter Deliverables\GW Assessment Plans\Asheville\Revised December 2014\Tables\Revision Tables\Table 3, 4, and 5_121714_REV1 1 of 2
TABLE 4
SURFACE WATER ANALYTICAL RESULTS
ASHEVILLE STEAM ELECTRIC PLANT
DUKE ENERGY PROGRESS, INC., ASHEVILLE, NORTH CAROLINA
Location Sample
Collection Date
East of Interstate 26, southwest of
TD-1 8/23/2012
Southwest of Treatment Wetlands
Basin #4, east of I-26 8/23/2012
Southwest of Treatment Wetlands
Basin #4, east of I-27 8/23/2012
Southwest of 1982 Ash Basin 10/8/2012
Southwest of 1982 Ash Basin 8/23/2012
Southwest of 1982 Ash Basin 8/23/2012
north of site, east of Lake Julian 8/23/2012
East of Interstate 26, west of 1982
Ash Basin 8/23/2012
East of Interstate 26, west of 1982
Ash Basin 8/23/2012
East of Interstate 26, west of 1982
Ash Basin 8/23/2012
East of French Broad River, west of
Interstate 26 8/23/2012
East of French Broad River, west of
Interstate 26 8/23/2012
Southwest of Aberdeen Dr. south of
1982 Ash Basin 11/15/2012
South of site, east of Interstate 26 8/5/2014
Upstream of French Broad River 8/5/2014
Downstream of French Broad River 8/5/2014
South of Site, west of New Rockwood
Road 8/5/2014
South of Site, east of New Rockwood
Road 8/5/2014
South of Site, west of French Broad
River 8/5/2014
Southwest of Treatment Wetlands
Basin #4, east of Interstate 26 2/20/2014
Notes:
1.Analytical parameter abreviations:
Temp. = Temperature
DO = Dissolved oxygen
ORP = Oxidation reduction potential
TDS = Total dissolved solids
2.Units:
˚C = Degrees Celcius
SU = Standard Units
mV = millivolts
µS/cm = microsiemens per centimeter/micromhos per centimeter
mg/L = milligrams per liter
µg/L = micrograms per liter
4.NE = Not established
5.NA = Not available
6.
7.
TD-1
15A NCAC 02B 0.200 Surface Water Quality Standard (C Water)
SW-FB1
SW-FB2
SW-H2
SW-H3
SW-I1
SW-10
SW-11
SW-12
SW-13
SW-13 (H1)
SW-6
Sample ID
SW-7
SW-8
SW-9
SW-1
SW-2
SW-3
SW-4
SW-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.
Parameter
Analytical Method
Units
Highlighted values indicate values that exceed the 15A NCAC 2B Standard
for Class C Water
Nitrate Sulfate TDS
mg/l mg/l mg/l
NE NE NE
300.0 300.0 2540C
Dissolved Total Dissolved Total Dissolved Total Dissolved Total Dissolved Total Dissolved Total Total Dissolved Total Dissolved Total Dissolved Total Dissolved Total Dissolved Total Dissolved Total
NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA
NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA
NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA
NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA
NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA
NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA
NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA
NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA
NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA
NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA
NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA
NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA
NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA
<0.001 <0.001 2.91 2.91 0.059 0.082 <0.00005 <0.00005 <0.001 <0.001 <0.005 <0.005 4.9 2.01 2.03 <0.001 <0.001 5.76 5.76 11 73 <0.0002 <0.0002 <0.005 <0.005
<0.001 0.00108 0.825 0.955 0.018 0.044 <0.00005 <0.00005 <0.001 <0.001 <0.005 <0.005 1.4 0.988 1.12 <0.001 <0.001 2.58 2.58 1.4 39 <0.0002 <0.0002 <0.005 <0.005
<0.001 <0.001 0.843 0.928 0.019 0.036 <0.00005 <0.00005 <0.001 <0.001 <0.005 <0.005 1.5 1 1.1 <0.001 <0.001 2.63 2.62 1.8 42 <0.0002 <0.0002 0.019 <0.005
<0.001 <0.001 2.35 2.34 0.009 0.013 <0.00005 <0.00005 <0.001 <0.001 <0.005 <0.005 12 1.64 1.71 <0.001 <0.001 6.57 6.59 2 79 <0.0002 <0.0002 0.006 <0.005
<0.001 <0.001 2.17 2.18 <0.005 0.008 <0.00005 <0.00005 <0.001 <0.001 <0.005 <0.005 12 1.45 1.52 <0.001 <0.001 7.86 7.91 2.3 70 <0.0002 <0.0002 0.005 <0.005
<0.001 <0.001 2.43 2.42 0.043 0.044 <0.00005 <0.00005 <0.001 <0.001 <0.005 <0.005 2.5 1.47 1.47 <0.001 <0.001 4.69 4.67 1.7 63 <0.0002 <0.0002 0.008 0.006
NA <0.001 NA NA NA 0.069 NA <0.00005 NA 0.01 NA <0.005 NA NA NA NA 0.00302 NA NA 170 400 NA <0.00002 NA 0.008
Prepared by: BER/RBI Checked by: RG/BDW
Constituent Concentrations
Zinc
mg/l
0.05
200.7
Sodium
mg/l
NE
200.7
Thallium
mg/l
0.00047
200.8
Potassium
mg/l
NE
200.7
Selenium
mg/l
0.005
200.8
Molydenum
mg/l
2
200.8
Nickel
mg/l
0.088
200.7
Manganese
mg/l
NE
200.8
Mercury
mg/l
0.000012
245.1
Lead
mg/l
0.025
200.8
Magnesium
mg/l
NE
200.7
P:\Duke Energy Progress.1026\ALL NC SITES\DENR Letter Deliverables\GW Assessment Plans\Asheville\Revised December 2014\Tables\Revision Tables\Table 3, 4, and 5_121714_REV1 2 of 2
TABLE 5
SEEP ANALYTICAL RESULTS
ASHEVILLE STEAM ELECTRIC PLANT
DUKE ENERGY PROGRESS, INC., ASHEVILLE, NORTH CAROLINA
pH Temp.Specific
Conductance DO ORP Flow Turbidity Aluminum Antimony Arsenic Barium Boron Cadmium Calcium Chloride Chromium COD Copper Fluoride
SU °C µS/cm mg/l mV MGD NTUs mg/l mg/l mg/l mg/l mg/l mg/l mg/l mg/l mg/l mg/l mg/l mg/l
200.7 200.8 200.8 200.7 200.7 200.8 200.7 300 200.8 HACH 8000 200.8 300
Location
Sample
Collection
Date
Outfall 001 French Broad AVL WW 001.0310 3/10/2014 NA NA NA NA NA NA NA 1.51 0.0073 0.0571 0.366 4.49 <0.001 NA 130 0.012 NA <0.005 1.2
SEEP AVL SEEP 002.031014 3/10/2014 NA NA NA NA NA NA NA 0.3 <0.001 <0.001 0.161 0.403 <0.001 NA 64 <0.005 NA <0.005 <1
SEEP AVL STR 003.031014 3/10/2014 NA NA NA NA NA NA NA 0.264 <0.001 <0.001 0.17 1.25 <0.001 NA 90 <0.005 NA <0.005 <1
SEEP AVL SEEP 004.031014 3/10/2014 NA NA NA NA NA NA NA 3.99 <0.001 <0.001 0.256 1.99 <0.001 NA 72 <0.005 NA <0.005 <1
SEEP AVL STR 005.031014 3/10/2014 NA NA NA NA NA NA NA 0.131 <0.001 <0.001 0.161 1.08 <0.001 NA 100 <0.005 NA <0.005 <1
SEEP AVL STR 006.031014 3/10/2014 NA NA NA NA NA NA NA 0.13 <0.001 <0.001 0.076 0.335 <0.001 NA 99 <0.005 NA <0.005 <1
SEEP AVL STR 007.031014 3/10/2014 NA NA NA NA NA NA NA 0.531 <0.001 <0.001 0.082 2.01 <0.001 NA 300 <0.005 NA <0.005 <1
SEEP AVL WTLD 008.031014 3/10/2014 NA NA NA NA NA NA NA 0.092 <0.001 <0.001 0.084 1.53 <0.001 NA 69 <0.005 NA <0.005 <1
SEEP AVL SDO 009.031014 3/10/2014 NA NA NA NA NA NA NA 0.009 <0.001 <0.001 0.057 0.53 <0.001 NA 110 <0.005 NA <0.005 <1
SEEP AVL WTLD 010.031014 3/10/2014 NA NA NA NA NA NA NA 0.112 <0.001 <0.001 0.144 0.783 <0.001 NA 47 <0.005 NA <0.005 <1
SEEP AVL SEEP 011.031014 3/10/2014 NA NA NA NA NA NA NA 0.02 <0.001 0.00225 0.067 0.763 <0.001 NA 26 <0.005 NA <0.005 <1
SEEP AVL STR 012.031014 3/10/2014 NA NA NA NA NA NA NA 0.007 <0.001 <0.001 0.052 0.876 <0.001 NA 14 <0.005 NA <0.005 <1
SEEP AVL STR 013.031014 3/10/2014 NA NA NA NA NA NA NA 0.055 <0.001 <0.001 0.014 <0.05 <0.001 NA NA <0.005 NA <0.005 NA
SEEP AVL STR 014.031014 3/10/2014 NA NA NA NA NA NA NA 0.825 <0.001 <0.001 0.033 0.12 0.00193 NA NA 0.007 NA <0.005 NA
SEEP AVL STR 051.031014 3/10/2014 NA NA NA NA NA NA NA 0.144 <0.001 <0.001 0.162 1.09 <0.001 NA 89 <0.005 NA <0.005 <1
SEEP AVL STR052.031014 3/10/2014 NA NA NA NA NA NA NA 0.032 <0.001 <0.001 0.098 3.01 <0.001 NA 470 <0.005 NA <0.005 <1
SEEP AVL Pond 053.031014 3/10/2014 NA NA NA NA NA NA NA 0.026 <0.001 0.00173 0.057 0.478 <0.001 NA 140 <0.005 NA <0.005 <1
SEEP AVL STR 054.031014 3/10/2014 NA NA NA NA NA NA NA 0.02 <0.001 0.00172 0.049 1.39 <0.001 NA 110 <0.005 NA <0.005 <1
SEEP AVL WW 055.031014 3/10/2014 NA NA NA NA NA NA NA 0.012 <0.001 0.00105 0.043 1.46 <0.001 NA 110 <0.005 NA <0.005 <1
SEEP AVL STR 056.031014 3/10/2014 NA NA NA NA NA NA NA 0.026 <0.001 <0.001 0.069 1.19 <0.001 NA 75 <0.005 NA <0.005 <1
SEEP AVL STR 057.031014 3/10/2014 NA NA NA NA NA NA NA 0.136 <0.001 <0.001 0.031 0.064 <0.001 NA 9.6 <0.005 NA <0.005 <1
SEEP AVL WTLD 058.031014 3/10/2014 NA NA NA NA NA NA NA 1.08 <0.001 <0.001 0.073 0.148 <0.001 NA 22 <0.005 NA <0.005 <1
SEEP AVLWTLD 059.031014 3/10/2014 NA NA NA NA NA NA NA 0.068 <0.001 <0.001 0.03 0.352 <0.001 NA 11 <0.005 NA <0.005 <1
SEEP AVL STR 060.031014 3/10/2014 NA NA NA NA NA NA NA 0.102 <0.001 <0.001 0.036 0.323 <0.001 NA 12 <0.005 NA <0.005 <1
SEEP AVL STR 061.031014 3/10/2014 NA NA NA NA NA NA NA 0.059 <0.001 <0.001 0.054 0.795 <0.001 NA 15 <0.005 NA <0.005 <1
SEEP AVLWLTD 062.031014 3/10/2014 NA NA NA NA NA NA NA 0.02 <0.001 <0.001 0.055 0.786 <0.001 NA 17 <0.005 NA <0.005 <1
SEEP AVLSTR 063.031014 3/10/2014 NA NA NA NA NA NA NA 0.038 <0.001 <0.001 0.059 0.795 <0.001 NA 27 <0.005 NA <0.005 <1
SEEP AVL STR 064.031014 3/10/2014 NA NA NA NA NA NA NA 0.51 <0.001 <0.001 0.07 0.576 <0.001 NA 11 <0.005 NA <0.005 <1
SEEP AVL STR 065.031014 3/10/2014 NA NA NA NA NA NA NA 0.169 <0.001 <0.001 0.048 <0.05 <0.001 NA 42 <0.005 NA <0.005 <1
Outfall 001 Normal AVL WW069. 031114 3/11/2014 NA NA NA NA NA NA NA 1.45 0.00688 0.0532 0.328 4.2 <0.001 NA 130 0.011 NA <0.005 1.2
Outfall 005 AVL WW 072. 031114 3/11/2014 NA NA NA NA NA NA NA 0.046 <0.001 <0.001 0.107 57.5 <0.001 NA 2600 0.00117 NA <0.005 5.5
Duck Pond Inf AVL WW 076. 031114 3/11/2014 NA NA NA NA NA NA NA 2.28 0.00574 0.0531 0.37 1.76 <0.001 NA 13 0.0107 NA <0.005 <1
Outfall 002 AVL Hpond 068. 031114 3/11/2014 NA NA NA NA NA NA NA 0.056 <0.001 <0.001 0.013 <0.05 <0.001 NA 9.9 <0.001 NA <0.005 <1
SEEP AVL SDO 015.031114 3/11/2014 NA NA NA NA NA NA NA 0.374 <0.001 <0.001 0.023 <0.05 <0.001 NA 11 <0.005 NA <0.005 <1
SEEP AVL STR 016.031114 3/11/2014 NA NA NA NA NA NA NA 0.096 <0.001 <0.001 0.026 <0.05 <0.001 NA 15 <0.005 NA <0.005 <1
AVL TD 073. 031114 3/11/2014 NA NA NA NA NA NA NA 0.005 NA NA 0.086 0.681 NA NA 11 <0.005 NA <0.005 <1
AVL TD 071. 031114 3/11/2014 NA NA NA NA NA NA NA 0.01 <0.001 <0.001 0.043 1.34 <0.001 NA 120 <0.005 NA <0.005 <1
AVL TD 066. 031114 3/11/2014 NA NA NA NA NA NA NA 0.14 <0.001 <0.001 0.011 <0.05 <0.001 NA 6.8 <0.005 NA <0.005 <1
AVL SEEP 075. 031114 3/11/2014 NA NA NA NA NA NA NA 0.295 <0.001 <0.001 0.063 0.869 <0.001 NA 9.9 <0.005 NA <0.005 <1
AVL TD 074. 031114 3/11/2014 NA NA NA NA NA NA NA 0.019 <0.001 <0.001 0.062 0.82 <0.001 NA 11 <0.005 NA <0.005 <1
AVL TD 070. 031114 3/11/2014 NA NA NA NA NA NA NA 0.007 <0.001 0.00106 0.048 1.55 <0.001 NA 120 <0.005 NA <0.005 <1
AVL LK 067. 031114 3/11/2014 NA NA NA NA NA NA NA 0.144 <0.001 <0.001 0.013 <0.05 <0.001 NA 9.7 <0.005 NA <0.005 <1
AVL STR 017.031114 3/11/2014 NA NA NA NA NA NA NA 0.017 <0.001 <0.001 0.014 <0.05 <0.001 NA 9.2 <0.005 NA <0.005 <1
AVL STR 018.031114 3/11/2014 NA NA NA NA NA NA NA 0.114 <0.001 <0.001 0.023 0.135 <0.001 NA 8.8 <0.005 NA <0.005 <1
AVL SEEP 019.031114 3/11/2014 NA NA NA NA NA NA NA 0.124 <0.001 <0.001 0.041 0.899 <0.001 NA 11 <0.005 NA <0.005 <1
AVL SEEP 020.031114 3/11/2014 NA NA NA NA NA NA NA 0.021 <0.001 <0.001 0.06 0.611 <0.001 NA 13 <0.005 NA <0.005 <1
AVL SEEP 021.031114 3/11/2014 NA NA NA NA NA NA NA 0.02 <0.001 <0.001 0.053 0.836 <0.001 NA 53 <0.005 NA <0.005 <1
AVL SEEP 022.031114 3/11/2014 NA NA NA NA NA NA NA 0.021 <0.001 <0.001 0.07 0.519 <0.001 NA 32 <0.005 NA <0.005 <1
AVL STR 023.031114 3/11/2014 NA NA NA NA NA NA NA 0.056 <0.001 <0.001 0.055 0.888 <0.001 NA 13 <0.005 NA <0.005 <1
AVLSTR 024.031114 3/11/2014 NA NA NA NA NA NA NA 0.228 <0.001 <0.001 0.034 0.067 <0.001 NA 8.7 <0.005 NA <0.005 <1
2014007174**
2014007170**
2014007212**
2014007163**
2014007164**
2014007194**
2014007182**
2014007181**
2014007180**
2014007175**
2014007205**
2014007204**
2014007203**
2014007200**
2014007238**
2014007185**
2014007210**
2014007165**
2014007183**
2014007186**
2014007187**
2014007189**
2014007191**
2014007235**
2014007236**
2014007237**
Consitituent Concentrations
2014007184**
2014007199**
Analytical Parameter
Units
Analytical Method
Field Measurements
Sample ID
2014007239**
2014007188**
2014007162**
2014007201**
2014007202**
2014007171**
2014007172**
2014007173**
2014007178**
2014007179**
2014007176**
2014007177**
2014007209**
2014007207**
2014007206**
2014007211**
2014007166**
2014007190**
2014007208**
2014007240**
2014007242**
2014007241**
P:\Duke Energy Progress.1026\ALL NC SITES\DENR Letter Deliverables\GW Assessment Plans\Asheville\Revised December 2014\Tables\Revision Tables\Table 3, 4, and 5_121714_REV1 Page 1 of 4
TABLE 5
SEEP ANALYTICAL RESULTS
ASHEVILLE STEAM ELECTRIC PLANT
DUKE ENERGY PROGRESS, INC., ASHEVILLE, NORTH CAROLINA
Location
Sample
Collection
Date
Outfall 001 French Broad AVL WW 001.0310 3/10/2014
SEEP AVL SEEP 002.031014 3/10/2014
SEEP AVL STR 003.031014 3/10/2014
SEEP AVL SEEP 004.031014 3/10/2014
SEEP AVL STR 005.031014 3/10/2014
SEEP AVL STR 006.031014 3/10/2014
SEEP AVL STR 007.031014 3/10/2014
SEEP AVL WTLD 008.031014 3/10/2014
SEEP AVL SDO 009.031014 3/10/2014
SEEP AVL WTLD 010.031014 3/10/2014
SEEP AVL SEEP 011.031014 3/10/2014
SEEP AVL STR 012.031014 3/10/2014
SEEP AVL STR 013.031014 3/10/2014
SEEP AVL STR 014.031014 3/10/2014
SEEP AVL STR 051.031014 3/10/2014
SEEP AVL STR052.031014 3/10/2014
SEEP AVL Pond 053.031014 3/10/2014
SEEP AVL STR 054.031014 3/10/2014
SEEP AVL WW 055.031014 3/10/2014
SEEP AVL STR 056.031014 3/10/2014
SEEP AVL STR 057.031014 3/10/2014
SEEP AVL WTLD 058.031014 3/10/2014
SEEP AVLWTLD 059.031014 3/10/2014
SEEP AVL STR 060.031014 3/10/2014
SEEP AVL STR 061.031014 3/10/2014
SEEP AVLWLTD 062.031014 3/10/2014
SEEP AVLSTR 063.031014 3/10/2014
SEEP AVL STR 064.031014 3/10/2014
SEEP AVL STR 065.031014 3/10/2014
Outfall 001 Normal AVL WW069. 031114 3/11/2014
Outfall 005 AVL WW 072. 031114 3/11/2014
Duck Pond Inf AVL WW 076. 031114 3/11/2014
Outfall 002 AVL Hpond 068. 031114 3/11/2014
SEEP AVL SDO 015.031114 3/11/2014
SEEP AVL STR 016.031114 3/11/2014
AVL TD 073. 031114 3/11/2014
AVL TD 071. 031114 3/11/2014
AVL TD 066. 031114 3/11/2014
AVL SEEP 075. 031114 3/11/2014
AVL TD 074. 031114 3/11/2014
AVL TD 070. 031114 3/11/2014
AVL LK 067. 031114 3/11/2014
AVL STR 017.031114 3/11/2014
AVL STR 018.031114 3/11/2014
AVL SEEP 019.031114 3/11/2014
AVL SEEP 020.031114 3/11/2014
AVL SEEP 021.031114 3/11/2014
AVL SEEP 022.031114 3/11/2014
AVL STR 023.031114 3/11/2014
AVLSTR 024.031114 3/11/2014
2014007174**
2014007170**
2014007212**
2014007163**
2014007164**
2014007194**
2014007182**
2014007181**
2014007180**
2014007175**
2014007205**
2014007204**
2014007203**
2014007200**
2014007238**
2014007185**
2014007210**
2014007165**
2014007183**
2014007186**
2014007187**
2014007189**
2014007191**
2014007235**
2014007236**
2014007237**
2014007184**
2014007199**
Analytical Parameter
Units
Analytical Method
Sample ID
2014007239**
2014007188**
2014007162**
2014007201**
2014007202**
2014007171**
2014007172**
2014007173**
2014007178**
2014007179**
2014007176**
2014007177**
2014007209**
2014007207**
2014007206**
2014007211**
2014007166**
2014007190**
2014007208**
2014007240**
2014007242**
2014007241**
Hardness Iron Lead Magnesium Manganese Mercury Molybdenum Nickel Oil &
Grease Potassium Selenium Sodium Strontium Sulfate Thallium TDS TSS Zinc
mg/l (CaCO3)mg/l mg/l mg/l mg/l mg/l mg/l mg/l mg/l mg/L mg/l mg/l mg/l mg/l mg/l mg/l mg/l mg/l
200.7 200.7 200.8 200.7 200.7 245.1 200.8 200.8 1664B 200.7 200.8 200.7 200.8 300 200.8 SM2540C SM2540D 200.7
437 0.417 0.00125 NA 0.257 NA 0.168 0.00845 NA NA 0.0519 NA NA 220 0.00084 630 NA 0.0126
67.7 7.33 <0.001 NA 2.23 NA <0.001 <0.005 NA NA <0.001 NA NA 21 <0.0002 150 NA 0.009
188 0.508 <0.001 NA 0.312 NA <0.001 <0.005 NA NA 0.00505 NA NA 64 <0.0002 300 NA 0.011
170 4.04 0.00233 NA 0.728 NA <0.001 <0.005 NA NA 0.00387 NA NA 80 <0.0002 250 NA 0.026
202 0.561 <0.001 NA 0.261 NA <0.001 <0.005 NA NA 0.00586 NA NA 63 <0.0002 320 NA 0.007
168 0.626 <0.001 NA 0.214 NA <0.001 <0.005 NA NA <0.001 NA NA 38 <0.0002 290 NA <0.005
600 2.32 <0.001 NA 0.853 NA <0.001 0.006 NA NA <0.001 NA NA 180 <0.0002 890 NA 0.019
340 1.72 <0.001 NA 0.75 NA <0.001 <0.005 NA NA 0.00103 NA NA 180 <0.0002 450 NA 0.012
187 5.81 <0.001 NA 4.66 NA 0.00728 <0.005 NA NA <0.001 NA NA 84 <0.0002 380 NA 0.009
184 20.8 <0.001 NA 6.39 NA <0.001 0.005 NA NA 0.00139 NA NA 170 <0.0002 360 NA <0.005
118 2.8 <0.001 NA 1.31 NA <0.001 <0.005 NA NA <0.001 NA NA 120 <0.0002 240 NA <0.005
123 0.484 <0.001 NA 0.789 NA <0.001 <0.005 NA NA <0.001 NA NA 130 <0.0002 230 NA <0.005
21.6 0.445 <0.001 NA 0.172 NA <0.001 <0.005 NA NA <0.001 NA NA NA <0.0002 NA NA <0.005
83.8 2.02 <0.001 NA 0.593 NA <0.001 <0.005 NA NA <0.001 NA NA NA <0.0002 NA NA 0.012
170 0.432 <0.001 NA 0.363 NA <0.001 <0.005 NA NA 0.00472 NA NA 59 <0.0002 300 NA 0.012
872 0.096 <0.001 NA 0.045 NA <0.001 <0.005 NA NA <0.001 NA NA 230 <0.0002 1400 NA 0.005
284 0.512 <0.001 NA 0.173 NA 0.00696 <0.005 NA NA 0.0033 NA NA 68 <0.0002 450 NA 0.007
476 1.62 <0.001 NA 7.03 NA 0.0926 0.011 NA NA 0.00166 NA NA 310 <0.0002 710 NA 0.011
531 0.211 <0.001 NA 8.25 NA 0.12 0.013 NA NA 0.00202 NA NA 350 <0.0002 800 NA 0.012
255 4.76 <0.001 NA 1.78 NA <0.001 <0.005 NA NA <0.001 NA NA 160 <0.0002 410 NA <0.005
30.7 0.406 <0.001 NA 0.046 NA <0.001 <0.005 NA NA <0.001 NA NA 13 <0.0002 68 NA <0.005
23 0.846 <0.001 NA 0.202 NA <0.001 <0.005 NA NA <0.001 NA NA 39 <0.0002 90 NA 0.007
131 1.53 <0.001 NA 0.27 NA <0.001 <0.005 NA NA <0.001 NA NA 130 <0.0002 210 NA 0.01
108 0.676 <0.001 NA 0.302 NA <0.001 <0.005 NA NA <0.001 NA NA 110 <0.0002 200 NA 0.006
133 2.4 <0.001 NA 0.904 NA <0.001 <0.005 NA NA <0.001 NA NA 150 <0.0002 250 NA 0.006
135 1.32 <0.001 NA 1.02 NA <0.001 <0.005 NA NA <0.001 NA NA 150 <0.0002 260 NA 0.005
146 0.537 <0.001 NA 1.08 NA <0.001 <0.005 NA NA 0.0013 NA NA 160 <0.0002 290 NA <0.005
345 4.66 <0.001 NA 6.06 NA <0.001 <0.005 NA NA <0.001 NA NA 370 <0.0002 560 NA 0.008
73.7 0.23 <0.001 NA 0.011 NA <0.001 <0.005 NA NA <0.001 NA NA 13 <0.0002 160 NA 0.044
422 0.415 0.00117 NA 0.243 NA 0.156 0.00867 NA NA 0.0441 NA NA 220 0.00082 650 NA 0.0116
4530 0.012 <0.001 NA 1.22 NA 0.0657 0.0298 NA NA 0.141 NA NA 670 0.00025 5600 NA 0.00912
236 0.813 0.00195 NA 0.084 NA 0.135 0.00743 NA NA 0.0305 NA NA 180 0.00062 350 NA 0.01
14.8 0.082 <0.001 NA 0.008 NA <0.001 <0.001 NA NA <0.001 NA NA 6.1 <0.0002 35 NA 0.00179
40.1 1.15 <0.001 NA 0.237 NA <0.001 <0.005 NA NA <0.001 NA NA 7.9 <0.0002 74 NA 0.022
26.3 2.31 <0.001 NA 0.418 NA <0.001 <0.005 NA NA <0.001 NA NA 9.5 <0.0002 56 NA <0.005
124 0.041 NA NA 2.22 NA NA <0.005 NA NA NA NA NA 140 NA 332 NA 0.011
520 <0.010 <0.001 NA 7.73 NA 0.0908 0.009 NA NA 0.00116 NA NA 300 <0.0002 740 NA 0.011
16.2 0.701 <0.001 NA 0.319 NA <0.001 <0.005 NA NA <0.001 NA NA 4.5 <0.0002 28 NA 0.038
139 0.202 <0.001 NA 0.66 NA <0.001 <0.005 NA NA 0.00512 NA NA 180 0.00038 282 NA 0.019
101 0.026 <0.001 NA 3.54 NA <0.001 <0.005 NA NA <0.001 NA NA 110 <0.0002 195 NA 0.008
577 <0.010 <0.001 NA 8.68 NA 0.093 0.014 NA NA 0.00171 NA NA 340 <0.0002 791 NA 0.008
14.1 0.182 <0.001 NA 0.009 NA <0.001 <0.005 NA NA <0.001 NA NA 5.9 <0.0002 40 NA <0.005
13.9 0.024 <0.001 NA <0.005 NA <0.001 <0.005 NA NA <0.001 NA NA 5.9 <0.0002 24 NA 0.007
47 0.348 <0.001 NA 0.069 NA <0.001 <0.005 NA NA <0.001 NA NA 19 <0.0002 60 NA <0.005
168 1.21 <0.001 NA 0.604 NA <0.001 <0.005 NA NA 0.00448 NA NA 180 <0.0002 272 NA 0.009
149 0.237 <0.001 NA 0.324 NA <0.001 <0.005 NA NA 0.00206 NA NA 160 <0.0002 252 NA <0.005
169 0.138 <0.001 NA 0.035 NA 0.00975 <0.005 NA NA 0.0144 NA NA 150 <0.0002 333 NA <0.005
127 0.055 <0.001 NA 0.028 NA <0.001 <0.005 NA NA 0.00287 NA NA 140 <0.0002 247 NA 0.013
126 0.68 <0.001 NA 0.799 NA <0.001 <0.005 NA NA <0.001 NA NA 140 <0.0002 224 NA 0.008
31.7 0.602 <0.001 NA 0.056 NA <0.001 <0.005 NA NA <0.001 NA NA 12 <0.0002 54 NA <0.005
Consitituent Concentrations
P:\Duke Energy Progress.1026\ALL NC SITES\DENR Letter Deliverables\GW Assessment Plans\Asheville\Revised December 2014\Tables\Revision Tables\Table 3, 4, and 5_121714_REV1 Page 2 of 4
TABLE 5
SEEP ANALYTICAL RESULTS
ASHEVILLE STEAM ELECTRIC PLANT
DUKE ENERGY PROGRESS, INC., ASHEVILLE, NORTH CAROLINA
pH Temp.Specific
Conductance DO ORP Flow Turbidity Aluminum Antimony Arsenic Barium Boron Cadmium Calcium Chloride Chromium COD Copper Fluoride
SU °C µS/cm mg/l mV MGD NTUs mg/l mg/l mg/l mg/l mg/l mg/l mg/l mg/l mg/l mg/l mg/l mg/l
200.7 200.8 200.8 200.7 200.7 200.8 200.7 300 200.8 HACH 8000 200.8 300
Location
Sample
Collection
Date
Consitituent Concentrations
Analytical Parameter
Units
Analytical Method
Field Measurements
Sample ID
east of French Broad River; west of Stilling Pond NPDES 6/25/2014 5.9 22 425.8 5.06 108.5 0.00507 4.5 0.186 <0.001 <0.001 0.151 0.953 <0.001 37.9 M4 87 <0.001 <20 <0.001 <1
east of French Broad River; west of Stilling Pond NPDES 6/25/2014 5.7 25 224 5.3 75 0.00063 4 0.115 <0.001 <0.001 0.142 0.378 <0.001 9.5 54 <0.001 <20 <0.001 <1
east of French Broad River; west of I-26 6/25/2014 6.1 21 1393 5.91 94.3 0.00063 12 0.417 <0.001 <0.001 0.128 1.81 <0.001 167 340 <0.001 <20 <0.001 <1
downstream from footbridge; west of I-26 6/25/2014 6.9 21 990 6.78 -17.3 No Flow 3.8 0.321 <0.001 0.00138 0.051 1.34 <0.001 126 95 <0.001 <20 <0.001 <1
east of C-01 6/25/2014 6.2 24 629 5.31 25.7 0.04107 11 1.97 <0.001 <0.001 0.079 1.1 <0.001 70.6 47 <0.001 <20 0.00141 <1
east of French Broad River; west of I-26 6/25/2014 6.6 24 400 6.86 23.1 0.0517 6.3 0.139 <0.001 <0.001 0.07 0.698 <0.001 40.7 13 <0.001 <20 <0.001 <1
east of French Broad River; west of I-26 6/25/2014 5.9 20 426.9 5.92 46.6 0.12244 5.4 0.352 <0.001 0.00121 0.056 0.773 <0.001 36.9 M4 15 <0.001 <20 <0.001 <1
south of F-01 6/25/2014 6.3 21 270.9 2.33 76.1 0.00309 6.1 0.153 <0.001 <0.001 0.038 0.355 <0.001 27.6 9.5 <0.001 <20 <0.001 <1
Northeast of F-02; southeast of F-01 6/25/2014 6.4 21.3 371 4.99 10 0.12958 7.7 0.052 <0.001 <0.001 0.051 0.798 <0.001 34.8 13 <0.001 <20 <0.001 <1
tributary northwest of site; east of I-26; west of CL&P Drive 6/25/2014 7.1 21 211 7.38 15.8 0.02208 17 0.752 <0.001 <0.001 0.033 0.163 0.00319 20.9 6.4 0.00774 <20 0.00162 <1
ponded area near dry channel 6/25/2014 6.1 24 472 3.37 139.1 No Flow 24 0.982 0.00142 0.00969 0.074 0.383 <0.001 51 97 <0.001 20 0.00257 <1
tributary northwest of site; east of I-26; west of CL&P Drive 6/25/2014 7.0 24 142.4 7.31 19 0.0001 3.9 0.076 <0.001 <0.001 0.021 <0.05 <0.001 11 13 <0.001 <20 <0.001 <1
East Pipe 1964 Ash Pond 6/26/2014 6.3 18 1053 4.96 159.2 0.014616 0.34 0.014 <0.001 <0.001 0.035 1.22 <0.001 140 B2 M4 110 <0.001 <20 <0.001 <1
West Pipe 1964 Ash Pond 6/26/2014 6.4 17 1092 5.24 180.1 0.03968 0.35 0.011 <0.001 <0.001 0.04 1.41 <0.001 147 B2 120 <0.001 <20 <0.001 <1
Corrugated culvert drain from 1964 ash pond 6/26/2014 6.6 26 1205 6.26 118.4 0.00002 0.85 0.009 <0.001 <0.001 0.057 1.09 <0.001 157 B2 300 <0.001 <20 <0.001 <1
West weir; 1982 ash pond drain 6/26/2014 6.1 18 199 5.29 164 0.002251 0.62 0.011 <0.001 <0.001 0.093 0.781 <0.001 37.1 B2 12 <0.001 <20 <0.001 <1
East weir; 1982 ash pond drain 6/26/2014 5.2 17 313 4.9 378 0.012553 0.16 0.021 <0.001 <0.001 0.064 0.81 <0.001 26.7 B2 11 <0.001 <20 <0.001 <1
east of I-26; west of 64EO-1 & 64EO-2 6/26/2014 6.5 19 1165 5.87 90.3 0.07606 3.5 0.07 <0.001 0.00315 0.04 1.45 <0.001 148 B2 M4 100 <0.001 <20 <0.001 <1
upstream of French Broad River 6/26/2014 6.9 23 476 5.32 134.3 NM 12 0.95 <0.001 <0.001 0.015 <0.05 <0.001 2.42 B2 2.1 <0.001 <20 <0.001 <1
downstream of French Broad River 6/26/2014 6.7 22 34 6.2 136 NM 16 0.934 <0.001 <0.001 0.016 <0.05 <0.001 2.51 B2 2.1 <0.001 <20 <0.001 <1
downstream of 1982 ash basin 6/26/2014 6.2 22 363 3.68 53.4 0.08175 2.3 0.021 <0.001 0.0015 0.051 0.941 <0.001 30.9 B2 11 <0.001 <20 <0.001 <1
southwest tributary adjacent to 1982 ash basin 6/26/2014 3.9 23 382.7 5.02 405.8 0.000274 0.68 0.147 <0.001 <0.001 0.053 0.83 <0.001 40.9 B2 8.8 <0.001 <20 <0.001 <1
east of I-26; southwest of 1982 Ash Basin 6/26/2014 3.9 23 382.7 3.67 149 0.003317 0.68 0.011 <0.001 <0.001 0.034 0.923 <0.001 48.6 B2 11 0.00111 <20 <0.001 <1
upstream of I-26 colvert at southwestern property corner 6/26/2014 6.8 23 109 5.3 97.6 0.57559 10 0.437 <0.001 <0.001 0.028 0.052 <0.001 7.54 B2 6.1 <0.001 <20 <0.001 <1
Notes:
1.Analytical parameter abbreviations:
Temp. = Temperature
DO = Dissolved oxygen
ORP = Oxidation reduction potential
COD = Chemical oxygen demand
TDS = Total dissolved solids
TSS = Total suspended solids
2.Units:
˚C = Degrees Celcius
SU = Standard Units
µS/cm = microsiemens per centimeter
MGD = million of gallons per day
mg/L = milligrams per liter
ug/L = micrograms per liter
CaCO3 = calcium carbonate
3.NE = Not established
4.NF = No flow
5.NA = Not available
6.NM = Not measured
7.
*
**
64EO-2 *
64EO-3 *
M4 - The spike recovery value was unusable since the analyte concentration in the sample
was disproportionate to the spike level.
Analytical results with "<" preceding the result indicate that the parameter was not
detected at a concentration which attain or exceeds the laboratory reporting limit.
B2 - Target analyte was detected in blank(s) at a concentration greater than ½ the
reporting limit but less than the reporting limit.
P-01 *
K-02*
M-01 *
82EO-2 *
C-02*
FB-01 *
FB-02*
K-01 *
82EO-1 *
SD-01 *
SynTerra identified locations
Split sample data analyzed by Duke Lab of NCDENR identified locations
64EO-1 *
Ponded Water F *
E-01 *
F-01 *
F-02*
N-01 *
F-03*
D-01 *
C-01 *
B-01 *
A-02*
A-01 *
P:\Duke Energy Progress.1026\ALL NC SITES\DENR Letter Deliverables\GW Assessment Plans\Asheville\Revised December 2014\Tables\Revision Tables\Table 3, 4, and 5_121714_REV1 Page 3 of 4
TABLE 5
SEEP ANALYTICAL RESULTS
ASHEVILLE STEAM ELECTRIC PLANT
DUKE ENERGY PROGRESS, INC., ASHEVILLE, NORTH CAROLINA
Location
Sample
Collection
Date
Analytical Parameter
Units
Analytical Method
Sample ID
east of French Broad River; west of Stilling Pond NPDES 6/25/2014
east of French Broad River; west of Stilling Pond NPDES 6/25/2014
east of French Broad River; west of I-26 6/25/2014
downstream from footbridge; west of I-26 6/25/2014
east of C-01 6/25/2014
east of French Broad River; west of I-26 6/25/2014
east of French Broad River; west of I-26 6/25/2014
south of F-01 6/25/2014
Northeast of F-02; southeast of F-01 6/25/2014
tributary northwest of site; east of I-26; west of CL&P Drive 6/25/2014
ponded area near dry channel 6/25/2014
tributary northwest of site; east of I-26; west of CL&P Drive 6/25/2014
East Pipe 1964 Ash Pond 6/26/2014
West Pipe 1964 Ash Pond 6/26/2014
Corrugated culvert drain from 1964 ash pond 6/26/2014
West weir; 1982 ash pond drain 6/26/2014
East weir; 1982 ash pond drain 6/26/2014
east of I-26; west of 64EO-1 & 64EO-2 6/26/2014
upstream of French Broad River 6/26/2014
downstream of French Broad River 6/26/2014
downstream of 1982 ash basin 6/26/2014
southwest tributary adjacent to 1982 ash basin 6/26/2014
east of I-26; southwest of 1982 Ash Basin 6/26/2014
upstream of I-26 colvert at southwestern property corner 6/26/2014
Notes:
1.Analytical parameter abbreviations:
Temp. = Temperature
DO = Dissolved oxygen
ORP = Oxidation reduction potential
COD = Chemical oxygen demand
TDS = Total dissolved solids
TSS = Total suspended solids
2.Units:
˚C = Degrees Celcius
SU = Standard Units
µS/cm = microsiemens per centimeter
MGD = million of gallons per day
mg/L = milligrams per liter
ug/L = micrograms per liter
CaCO3 = calcium carbonate
3.NE = Not established
4.NF = No flow
5.NA = Not available
6.NM = Not measured
7.
*
**
64EO-2 *
64EO-3 *
M4 - The spike recovery value was unusable since the analyte concentration in the sample
was disproportionate to the spike level.
Analytical results with "<" preceding the result indicate that the parameter was not
detected at a concentration which attain or exceeds the laboratory reporting limit.
B2 - Target analyte was detected in blank(s) at a concentration greater than ½ the
reporting limit but less than the reporting limit.
P-01 *
K-02*
M-01 *
82EO-2 *
C-02*
FB-01 *
FB-02*
K-01 *
82EO-1 *
SD-01 *
SynTerra identified locations
Split sample data analyzed by Duke Lab of NCDENR identified locations
64EO-1 *
Ponded Water F *
E-01 *
F-01 *
F-02*
N-01 *
F-03*
D-01 *
C-01 *
B-01 *
A-02*
A-01 *
Hardness Iron Lead Magnesium Manganese Mercury Molybdenum Nickel Oil &
Grease Potassium Selenium Sodium Strontium Sulfate Thallium TDS TSS Zinc
mg/l (CaCO3)mg/l mg/l mg/l mg/l mg/l mg/l mg/l mg/l mg/L mg/l mg/l mg/l mg/l mg/l mg/l mg/l mg/l
200.7 200.7 200.8 200.7 200.7 245.1 200.8 200.8 1664B 200.7 200.8 200.7 200.8 300 200.8 SM2540C SM2540D 200.7
Consitituent Concentrations
157 0.668 <0.001 15.2 0.509 <0.00005 <0.001 <0.001 <5 NA 0.00363 NA NA 48 <0.0002 280 <5 0.007
52.6 3.74 <0.001 7.02 1.48 <0.00005 <0.001 <0.001 <5 NA <0.001 NA NA 11 <0.0002 150 11 0.008
594 0.985 <0.001 42.9 0.277 <0.00005 <0.001 0.00157 <5 NA <0.001 NA NA 130 <0.0002 980 8 0.006
462 1.63 <0.001 35.5 6.62 <0.00005 0.0817 0.0093 <5 NA 0.00195 NA NA 300 <0.0002 670 5 0.019
249 7.69 0.002 17.7 3.78 <0.00005 <0.001 0.00342 <5 NA <0.001 NA NA 210 <0.0002 420 15 0.043
149 1.43 <0.001 11.5 2.82 <0.00005 <0.001 <0.001 <5 NA 0.00164 NA NA 130 <0.0002 260 <5 0.006
145 5.99 <0.001 12.9 2.92 <0.00005 <0.001 0.00278 <5 NA <0.001 NA NA 140 <0.0002 270 7 0.016
107 2.08 <0.001 9.33 0.396 <0.00005 <0.001 <0.001 <5 NA <0.001 NA NA 79 <0.0002 190 <5 <0.005
141 5.23 <0.001 13.2 1.7 <0.00005 <0.001 <0.001 <5 NA <0.001 NA NA 130 <0.0002 250 11 <0.005
84.1 1.67 0.00111 7.75 1.34 <0.00005 <0.001 <0.001 <5 NA <0.001 NA NA 61 <0.0002 160 15 0.014
190 1.02 0.00102 15.2 0.296 <0.00005 0.013 0.00324 <5 NA 0.00983 NA NA 37 0.0003 470 22 0.013
42.1 0.66 <0.001 3.52 0.285 <0.00005 <0.001 <0.001 <5 NA <0.001 NA NA 8.2 <0.0002 85 <5 0.028
512 <0.010 <0.001 39.4 M4 6.7 <0.00005 0.0885 0.00755 <5 NA 0.00136 NA NA 290 <0.0002 720 <5 0.005
544 <0.010 <0.001 42.8 7.02 <0.00005 0.094 0.0113 <5 NA 0.00192 NA NA 330 <0.0002 770 <5 0.005
538 0.095 <0.001 35.3 6.51 <0.00005 <0.001 0.00316 <5 NA <0.001 NA NA 120 <0.0002 1100 <5 0.014
140 0.025 <0.001 11.6 2.67 <0.00005 <0.001 0.00168 <5 NA <0.001 NA NA 150 <0.0002 270 <5 <0.005
97.7 0.012 <0.001 7.54 3.7 <0.00005 <0.001 0.00177 <5 NA <0.001 NA NA 120 <0.0002 200 <5 <0.005
546 0.133 <0.001 42.7 M4 7.62 <0.00005 0.121 0.0125 <5 NA 0.00251 NA NA 350 <0.0002 790 <5 0.01
9.58 0.969 <0.001 0.859 0.039 <0.00005 <0.001 <0.001 <5 NA <0.001 NA NA 1.8 <0.0002 30 17 0.006
9.91 0.992 <0.001 0.887 0.045 <0.00005 <0.001 <0.001 <5 NA <0.001 NA NA 1.9 <0.0002 32 16 0.006
126 0.934 <0.001 12 1.58 <0.00005 <0.001 0.00116 <5 NA <0.001 NA NA 130 <0.0002 240 5 <0.005
130 0.039 <0.001 6.74 0.621 <0.00005 <0.001 0.00281 <5 NA 0.00479 NA NA 160 0.000567 260 <5 0.01
175 0.038 <0.001 13 0.151 <0.00005 <0.001 0.00339 <5 NA 0.00305 NA NA 170 <0.0002 300 <5 0.008
29.7 1.02 <0.001 2.65 0.062 <0.00005 <0.001 <0.001 <5 NA <0.001 NA NA 10 <0.0002 76 6 <0.005
Prepared By: RG/BER Checked By: JRH
P:\Duke Energy Progress.1026\ALL NC SITES\DENR Letter Deliverables\GW Assessment Plans\Asheville\Revised December 2014\Tables\Revision Tables\Table 3, 4, and 5_121714_REV1 Page 4 of 4
TABLE 6
ENVIRONMENTAL EXPLORATION AND SAMPLING PLAN
ASHEVILLE STEAM ELECTRIC PLANT
DUKE ENERGY PROGRESS, INC., ASHEVILLE, NORTH CAROLINA
Exploration
Area
Borin
g ID Quantity
Estimated DepthWell IDs Quantity
Estimated
Well
Depth
(ft bgs)
Screen
Length
(ft)
Well IDs Quantity
Estimated
Well
Depth
(ft bgs)
Screen
Length
(ft)
Well IDs Quantity
Estimated
Well
Depth
(ft bgs)
Screen
Length
(ft)
Well IDs Quantity
Estimated
Well
Depth
(ft bgs)
Screen
Length
(ft)
Sample
IDs
Quantity of
Locations
Quantity of
Samples
Sample
IDs
Quantity of
Locations
Quantity of
Samples
Sample
IDs
Quantity of
Locations
Quantity of
Samples Well IDs Quantity of
Locations
Quantity of
Samples
Ash Basin
AB-1,
AB-2,
AB-3,
AB-4,
AB-5,
AB-6,
AB-7,
AB-8,
AB-9,
and
AB-10
10
40,
90,
40,
90,
90,
90,
90,
90,
40,
and
40
ABMW-2,
ABMW-4,
ABMW-5,
ABMW-6,
ABMW-7,
ABMW-8
6 40 5 N/A
Additional
piezometer
s will be
placed if
encountere
d in field.
N/A N/A
Additional
piezometer
s will be
placed if
encountere
d in field.
0 N/A N/A
ABMW2BR,
ABMW-4BR,
ABMW-5BR,
ABMW-6BR,
ABMW-7BR,
ABMW-8BR
6 90 5 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
Beyond
Waste
Boundary
N/A 0 N/A N/A N/A N/A N/A
MW-5S,
MW-6S,
MW-8S,
MW-9S,
MW-12S,
MW-13S,
MW-14S,
MW-15S,
MW-16S,
MW-17S,
MW-18S,
MW-19S,
MW-20S,
MW-21S,
MW-22S,
MW-23S
16 25 10
MW-1D,
MW-2D,
MW-4D,
MW-5D,
MW-6D,
MW-8D,
MW-9D,
MW-11D,
MW-12D,
MW-13D,
MW-14D,
MW-15D,
MW-16D,
MW-17D,
MW-18D,
MW-19D,
MW-20D,
MW-21D,
MW-22D,
MW-23D
20 45 5
MW-1BR,
MW-2BR,
MW-3BR,
MW-4BR,
MW-5BR,
MW-6BR,
MW-7BR,
MW-8BR,
MW-9BR,
MW-11BR,
MW-12BR,
MW-13BR,
MW-14BR,
MW-15BR,
MW-16BR,
MW-17BR,
MW-18BR,
MW-19BR,
MW-20BR,
MW-21BR,
MW-22BR,
MW-23BR
22 100 5
A-01,
B-01,
C-01,
C-02
D-01,
E-01,
F-01,
F-02,
F-03,
K-01,
M-01,
P-01
12 12
FB-01,
FB-02,
SW-01
SW-02,
SW-03,
SW-04,
SW-05,
7 7
FB-01,
FB-02,
SW-01
SW-02,
SW-03,
SW-04
SW-05,
SW-06
A-01,
B-01,
C-01,
C-02
D-01,
E-01,
F-01,
F-02,
F-03,
K-01,
M-01,
P-01
20 20
CB-1, CB-2, CB-
3, CB-3R, CB-4,
CB-4B, CB-5, CB-
6, CB-7, CB-8,
APD-7, DP-1,
GW-2, GW-3,
GW-4, GW-5,
TD-1, PZ-16, PZ-
17S, PZ-17D, PZ-
19, PZ-22, PZ-
23, PZ-24, PZ-
26, MW-11.
AMW-1B, AMW-
2A, AMW-2B, P-
100, P-101, P-
102, P-103, P-
104, P-105
35 35
Background N/A 0 N/A MW-24S 1 25 10 MW-24S 1 25 10 MW-24D 1 45 5 MW-23BR 1 100 5 SW-06 1 1 SW-06 1 1 SW-06 1 1
CB-9, MW-10,
AMW-3A, AMW-
3B, GW-1
5 5
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 10 and 11.
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 in accordance with project specifications.
Existing Monitoring Wells
Saprolite Monitoring Wells
("S" Series)
20-25'
(Single Cased)
Soil Borings SedimentSurface Water
Bed Rock Monitoring Wells
("BR" Series)
>60'
(Double Cased)
Transition zone (PWR) Monitoring Wells
("D" Series)
40-45'
(Single Cased)
Seep
Ash Basin Monitoring Wells
20-25'
(Single Cased)
P:\Duke Energy Progress.1026\ALL NC SITES\DENR Letter Deliverables\GW Assessment Plans\Asheville\Revised December 2014\Tables\Revision Tables\Table 6-Exploration and Sampling Plan
TABLE 7
SOIL, SEDIMENT, AND ASH PARAMETERS AND ANALYTICAL METHODS
ASHEVILLE STEAM ELECTRIC PLANT
DUKE ENERGY PROGRESS, INC., ASHEVILLE, NORTH CAROLINA
INORGANIC COMPOUNDS UNITS METHOD
Aluminum mg/kg EPA 6010C
Antimony mg/kg EPA 6020A
Arsenic mg/kg EPA 6020A
Barium mg/kg EPA 6010C
Beryllium mg/kg EPA 6020A
Boron mg/kg EPA 6010C
Cadmium mg/kg EPA 6020A
Calcium mg/kg EPA 6010C
Chloride mg/kg EPA 9056A
Chromium mg/kg EPA 6010C
Cobalt mg/kg EPA 6020A
Copper mg/kg EPA 6010C
Iron mg/kg EPA 6010C
Lead mg/kg EPA 6020A
Magnesium mg/kg EPA 6010C
Manganese mg/kg EPA 6010C
Mercury mg/kg EPA Method 7470A/7471B
Molybdenum mg/kg EPA 6010C
Nickel mg/kg EPA 6010C
Nitrate as Nitrogen mg/kg EPA 9056A
pH SU EPA 9045D
Potassium mg/kg EPA 6010C
Selenium mg/kg EPA 6020A
Sodium mg/kg EPA 6010C
Strontium mg/kg EPA 6010C
Sulfate mg/kg EPA 9056A
Thallium (low level) (SPLP Extract only)mg/kg EPA 6020A
Vanadium mg/kg EPA 6020A
Zinc mg/kg EPA 6010C
Sediment Specific Samples
Cation exchange capacity meg/100g EPA 9081
Particle size distribution %
Percent solids %
Percent organic matter %EPA/600/R-02/069
Redox potential mV Faulkner et al. 1898
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 and soil samples will also be analyzed for leaching potential using SPLP Extraction
Method 1312 in conjunction with USEPA Methods 6010/6020.
P:\Duke Energy Progress.1026\ALL NC SITES\DENR Letter Deliverables\GW Assessment Plans\Asheville\Revised December
2014\Tables\Revision Tables\Table 7 Soil and Ash Parameters
TABLE 8
ASH PORE WATER, GROUNDWATER, SURFACE WATER, AND SEEP PARAMETERS
AND ANALYTICAL METHODS
ASHEVILLE STEAM ELECTRIC PLANT
DUKE ENERGY PROGRESS, INC., ASHEVILLE, NORTH CAROLINA
PARAMETER RL UNITS METHOD
pH NA SU Field Water Quality Meter
Specific Conductance NA µS/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
Aluminum 0.005 mg/L EPA 200.7 or 6010C
Antimony 0.001 mg/L EPA 200.8 or 6020A
Arsenic 0.001 mg/L EPA 200.8 or 6020A
Barium 0.005 mg/L EPA 200.7 or 6010C
Beryllium 0.001 mg/L EPA 200.8 or 6020A
Boron 0.05 mg/L EPA 200.7 or 6010C
Cadmium 0.001 mg/L EPA 200.8 or 6020A
Chromium 0.001 mg/L EPA 200.7 or 6010C
Cobalt 0.001 mg/L EPA 200.8 or 6020A
Copper 0.005 mg/L EPA 200.7 or 6010C
Iron 0.01 mg/L EPA 200.7 or 6010C
Lead 0.001 mg/L EPA 200.8 or 6020A
Manganese 0.005 mg/L EPA 200.7 or 6010C
Mercury (low level)0.000012 mg/L EPA 245.7 or 1631
Molybdenum 0.005 mg/L EPA 200.7 or 6010C
Nickel 0.005 mg/L EPA 200.7 or 6010C
Selenium 0.001 mg/L EPA 200.8 or 6020A
Strontium 0.005 mg/L EPA 200.7 or 6010C
Thallium (low level)0.0002 mg/L EPA 200.8 or 6020A
Vanadium (low level)0.0003 mg/L EPA 200.8 or 6020A
Zinc 0.005 mg/L EPA 200.7 or 6010C
Total Combined Radium 5 pCi/L EPA 903.0
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
Methane 0.1 mg/L RSK 175
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 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
Iron Speciation Vendor Specific mg/L IC-ICP-CRC-MS
Manganese Speciation Vendor Specific mg/L IC-ICP-CRC-MS
Notes:
INORGANICS
FIELD PARAMETERS
NA indicates not applicable.
ADDITIONAL CONSTITUENTS
1. Select constituents will be analyzed for total and dissolved concentrations.
2. RL is the laboratory analytical method reporting limit.
ANIONS/CATIONS
RADIONUCLIDES
P:\Duke Energy Progress.1026\ALL NC SITES\DENR Letter Deliverables\GW Assessment Plans\Asheville\Revised December
2014\Tables\Revision Tables\Table 8 Groundwater_Surface Water_Seep Parameters
APPENDIX A
NCDENR LETTER OF AUGUST 13, 2014
APPENDIX B
EXCERPTS FROM PRIOR ASSESSMENT
DOCUMENTATION
2014-12-242014-12-24T. PLATINGJ. CHASTAINPROJECT MANAGER:LAYOUT NAME:DRAWN BY:CHECKED BY:KATHY WEBBDATE:DATE:APPENDIX BBORON CONCENTRATION MAP12/24/2014 1:11 PM P:\Duke Energy Progress.1026\ALL NC SITES\DENR Letter Deliverables\GW Assessment Plans\Asheville\Revised December 2014\Figures\DE ASHEVILLE APPENDIX B (BORON CONC).dwgAPP B (SAMPLE LOC WITH BORON)600GRAPHIC SCALE(IN FEET)0300150300www.synterracorp.com148 River Street, Suite 220Greenville, South Carolina 29601864-421-9999ASHEVILLE PLANT200 CP & L DRIVEARDEN, NORTH CAROLINALEGENDBACKGROUND MONITORING WELL (SURVEYED)BORON CONCENTRATION IN ug/lCOMPLIANCE MONITORING WELL (SURVEYED)BORON CONCENTRATION IN ug/LMONITORING WELL OR PIEZOMETER (SURVEYED)BORON CONCENTRATION IN ug/LCB-9B=<50CB-8B=1700PZ-19B=1000WASTE BOUNDARY500 ft COMPLIANCE BOUNDARYDUKE ENERGY PROGRESS ASHEVILLE PLANTPROPERTY BOUNDARYPARCEL LINE (BUNCOMBE COUNTY GIS)CB-9B=<50CB-8B=1700PZ-26B=<50AMW-2BAMW-1BB=433įïï%=6.8PZ-17DB=967GW-2B=964AMW-3BB=<50įïï%=16.4CB-4BB=<50INTERSTATE 26NEW ROCKWOOD
RDABERDEEN DRDOUGLAS FIR AVEFISCH
E
R
M
I
L
L
R
D TO ASHEVILLEHOYT RDINTERSTATE 26TO HENDERSONVILLEPRETREATMENTBUILDINGSOFFICEMAINGATEGUARDHOUSEINTERSTATE RIGHT OF WAYINTERSTATE RIGHT OF WAYCP & L DRIVERAW WATERINTAKE POINTINTERSTATE 26TO ASHEVILLE1982 ASH BASINLAKEJULIANHOTPONDWATERINTAKEPOOLWATERINTAKEELECTRICALSUBSTATIONPOWERPLANTCOALPILENPDES OUTFALL 001FLOWFRENCH BROAD RIVERFLOWFRENCH BROAD RIVERFLOWLAKEJULIAN1964 ASH BASINNPDES OUTFALL 002LAKE COMAINTERSTATE 26TO HENDERSONVILLESEEP SAMPLE LOCATIONBORON CONCENTRATION IN ug/LF-02B=355DOMESTIC WELLBORON CONCENTRATION IN ug/LSURFACE WATERBORON CONCENTRATION IN ug/LCB-1B=<50CB-2B=240GW-1B=<50CB-7B=161CB-6B=837įïï% CB-3RB=805įïï% CB-5B=190įïï% PZ-24B=<50PZ-23B=287AMW-2AB=296įïï%=-5.4APZ-30GW-5B=1100CB-3B=895PZ-22B=1200įïï%=9.6GW-4B=915PZ-19B=1000PZ-16B=874MW-10B=<50įïï%=7.7MW-11B=<50B-7TD-1B=689GW-3B=1400APD-7B=132PZ-17SB=55DP-1B=1140AMW-3ACB-4B=567APD-1B=949STILL PIPEB=1660CB-3RB=805įïï%=0.8COMPLIANCE MONITORING WELL (SURVEYED)BORON ION CONCENTRATION IN ug/lįïï% 000 NIST SRM951)AMW-2AB=296įïï%=-5.4MONITORING WELL OR PIEZOMETER (SURVEYED)BORON ION CONCENTRATION IN ug/lįïï% 000 NIST SRM951)82EO-2B=810įïï%=5.2SEEP SAMPLE LOCATIONBORON ION CONCENTRATION IN ug/lįïï% 000 NIST SRM951)DOMESTIC WELLBORON ION CONCENTRATION IN ug/lįïï% 000 NIST SRM951)SURFACE WATERBORON ION CONCENTRATION IN ug/lįïï% 000 NIST SRM951)MAP SOURCES:1.2014 AERIAL PHOTOGRAPH OBTAINED FROM WSP FLOWN ON APRIL 17,2014.2.2012 AERIAL PHOTOGRAPH OBTAINED FROM THE NRCS GEOSPATIAL DATAGATEWAY AT http://datagateway.nrcs.usda.gov/3.DRAWING HAS BEEN SET WITH A PROJECTION OF NORTH CAROLINA STATEPLANE COORDINATE SYSTEM FIPS 3200 (NAD 83, NAVD88).4.PARCEL BOUNDARY WAS OBTAINED FROM BUNCOMBE COUNTY GIS DATAAT http://gis.buncombecounty.org/buncomap/Map_All.html5.COMPLIANCE MONITORING WELL LOCATIONS AND WASTE BOUNDARYFROM FCA OF NC, SURVEY DATED MARCH 2009. COMPLIANCE WELLSCB-3R, CB-9 AND SG-1 SURVEYED BY FCA OF NC, SURVEY DATED2012-11-28.6.ADDITIONAL MONITORING WELL AND PIEZOMETER LOCATIONS WEREBASED ON DATA PROVIDED BY DUKE ENERGY PROGRESS.SAMPLING:1.SAMPLES WERE COLLECTED BETWEEN FEBRUARY 2014 AND AUGUST2014 EXCEPT FOR SW-4 COLLECTED OCTOBER 8, 2012 AND CB-3COLLECTED JULY 16, 2012.STILL PIPEB=1660STILL PIPE SAMPLE LOCATIONBORON CONCENTRATION IN ug/LABANDONED PIEZOMETER (SURVEYED)BORON CONCENTRATION IN ug/LPZ-27B=2370PZ-27B=2370APPROXIMATE ASH BASIN LOCATIONSURFACE WATER FEATUREBORON CONCENTRATIONS GREATER THANTHE 2L GROUNDWATER STANDARD OF 700ug/lSURFACE WATER FLOW DIRECTION