NC0003417_HF Lee 60% Basis of Design Report Text Only_20170220

526 South Church Street
Charlotte, NC 28202
Mailing Address:
PO Box 1006
Mail Code EC13K
Charlotte, NC 28201-1006
980 373 2779
704 382 6240 fax February 20, 2017
Mr. David May
North Carolina Department of Environmental Quality
Washington Regional Office
943 Washington Square Mall
Washington, NC 27889
Subject: H.F. Lee Energy Complex
Interim Action Plan - Basis of Design Report - Second Submittal
Dear Mr. May:
Enclosed is the second submittal of the Interim Action Plan Basis of Design Report for the H.F. Lee
Energy Complex. This submittal incorporates the 60% design and supporting documents.
If you have any questions on the enclosed information, please contact me at ryan.czop@duke-
energy.com or at 980-373-2779.
Respectfully submitted,
Ryan Czop
Engineer I
Waste and Groundwater Programs
Attachment: H.F. Lee Energy Complex Basis of Design Report (60% Submittal)
Cc/enc: Mr. Steve Lanter, NCDEQ
1636 Mail Service Center
Raleigh, NC 27699 - 1636
ecc: Mr. Will Hart, NCDEQ
Mr. Kevin Kirkley, Duke Energy
Mr. Mike Graham, Duke Energy
Mr. Ed Sullivan, Duke Energy
Mr. Jeremy Pruett, Duke Energy
Mr. Don Gibbs, Duke Energy
Mr. Judd Mahan, SynTerra

William Lantz, NC PE 44301
Senior Project Engineer
Justin Mahan, NC LG 2026
Project Manager

BASIS OF DESIGN REPORT
(60% SUBMITTAL)
H.F. LEE ENERGY COMPLEX
1199 BLACK JACK CHURCH ROAD
GOLDSBORO, NORTH CAROLINA 27530

FEBRUARY 2017
PREPARED FOR
DUKE ENERGY PROGRESS, LLC.
410 S. WILMINGTON STREET/NC15
RALEIGH, NORTH CAROLINA 27601

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The Basis of Design Report (30% Submittal) for accelerated remediation at the H.F. Lee
Energy Complex was submitted to the North Carolina Department of Environmental
Quality (DEQ) on November 23, 2016. DEQ comments on the 30% Submittal were
forwarded to Duke Energy on December 21, 2016. The table below includes the DEQ
comments, a brief summary response and/or the section(s) of the current submittal
containing a detailed response.
DEQ Comment 1
Content for Appendix B through Appendix H is expected for the 60% BOD Report in
order to facilitate review of the proposed groundwater extraction system.
Response Summary Located Within Report: Appendix B through H
Appendix B through H are included in this submittal. Additional components such as
copies of final permits will be provided with a subsequent submittal.
DEQ Comment 2
Include a discussion on whether operation of dewatering well system will impact any
potential wetlands (or whether wetlands are in the area). If potential impacts are
determined, the plan should include piezometers to monitor water levels in adjacent
wetlands.
Response Summary Located Within Report: Section 3.7
A discussion of wetlands in and near the accelerated remediation area is provided.
DEQ Comment 3
Recovery wells projected to have a 300' radius of influence with 3' drawdown at the
well. Hydraulic Conductivity is 136 ft/day. Nine wells are proposed with 300' spacing.
Would more wells with closer spacing being pumped at a lower rate (with less
drawdown and radius of influence) achieve same goal of plume control/recover and
result in a lower probability of wetland degradation?
Response Summary Located Within Report: Section 4-1
A discussion of groundwater extraction well spacing is provided. The proposed spacing
provides a 100% overlap in coverage. Increased density of wells would result in
greater than 100% overlap and would not add any additional flexibility to operations. If
wetland impacts are identified from remediation efforts, pumping rates and drawdown
levels can be adjusted.
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DEQ Comment 4
Recovery well design indicates wells will be 25' - 40' deep with bottom 10' screened. If
so, top of screen will be well below top of surficial water table (~4' - 8' bis). Also, well
logs indicate upper stratigraphy is tighter fine sand/silty clayey sands whereas deeper
portions where screens would be located are coarser/gravelly sand. What is the
rationale for the proposed screened interval?
Response Summary Located Within Report: Section 4-1
Screen intervals are selected to maximize the flexibility for groundwater extraction from
the surficial hydrogeologic unit. Installation of screens at the bottom, rather than top,
of the surficial unit will help minimize fouling from oxidation. Oxidation and biofouling of
the well screens will occur if water levels expose the screen to air. The design and
minimal water level drawdown in each well will help keep the system operating at
optimum performance.
DEQ Comment 5
AQTESOLV Modelling comments for PTW-1. Why are there differences in the following
aquifer properties in the different model configurations?
o Step Drawdown (Attachment 2): Aquifer Model type is confined, saturated
thickness is 19.75', anisotropy is 1
o Pump Test (Attachment 3): Model type is unconfined, saturated thickness is 40'
anisotropy is 0.256
Response Summary Located Within Report: Additional discussion
of pilot test results are
provided in Section 2.3
and Appendix A
AQTESOLV does not include a solution for a step drawdown test in an unconfined unit.
Out of necessity, we used a confined solution for the step test. For the constant rate
test a solution for an unconfined unit was used.
Anisotropy is the ratio of vertical to horizontal conductivity and is often assigned a
value of 1 since there is usually insufficient data to make an alternate determination. It
is not a sensitive parameter (i.e., it doesn’t have a significant impact on the value of
aquifer parameters). As part of the sensitivity analysis an alternate value of 0.256 was
used, which did not have a significant effect on the results.
In regards to aquifer thickness, monitoring well installation observations suggest that
the surficial unit thickens from approximately 20 to 40 feet from north to south.
Location (well) specific surficial unit thicknesses were used in determination of hydraulic
conductivity values. Results from the step drawdown and pumping tests, 136 ft/day
and 142 ft/day were consistent.
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DEQ Comment 6
The "groundwater remediation system" will be the same "unit" as the wastewater
treatment system used to further treat water generated during the dewatering phase of
the active ash basin. There doesn't appear to be a part of the BOD report that will cover
the "treatment system design" and demonstrate that it will satisfy intended treatment
levels for the water that will ultimately be discharged out Outfall 001.
Response Summary Located Within Report: Section 8.2 and
Appendix H
The Draft NPDES Permit NC0003417 includes discharge criteria for groundwater
extraction. As the permitting process proceeds, additional detail for groundwater
treatment will be available. Discharged groundwater will be managed in order to
provide compliance with the regulatory criteria.
DEQ Comment 7
Revisions to the groundwater models should be provided to the Division to account for
deficiencies in the original submittals. It is recommended that a brief description be
provided of, at a minimum, the new model domain, new boundaries, and new boundary
conditions. This information may be provided to the Division under separate cover
(technical memorandum, for example) concurrently with (or prior to) the 100% BOD
report. This will allow the Division to provide input prior to publishing model results
within the final BOD report.
Response Summary Located Within Report: Sections 3.3 and 3.5;
Appendices C and D
Focused groundwater flow and transport and geochemical models are provided with this
submittal in order to provide a basis for DEQ approval of the accelerated remediation
approach. Site-wide models which would address a broader area are anticipated to be
provided at a later date.

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TABLE OF CONTENTS
(Gray highlights indicate work in progress)
SECTION PAGE
1.0 INTRODUCTION AND BACKGROUND .............................................................. 1-1
1.1 Project Background ................................................................................................... 1-1
1.1.1 Settlement Agreement ........................................................................................ 1-1
1.1.2 Interim Action Plan ............................................................................................. 1-2
1.1.3 Purpose of Basis of Design ................................................................................ 1-2
1.1.4 Scope and Objectives of the Interim Action .................................................... 1-3
1.2 Interim Action Alternative Evaluation .................................................................. 1-3
1.3 Report Organization ................................................................................................. 1-4
2.0 REFINED SITE CONCEPTUAL MODEL ................................................................. 2-1
2.1 Geology and Hydrogeology .................................................................................... 2-2
2.2 Summary of Baseline Site Conditions .................................................................... 2-3
2.3 Summary of Aquifer Characteristics ...................................................................... 2-3
3.0 INTERIM ACTION DESIGN CONSIDERATIONS .............................................. 3-1
3.1 Preliminary Design Criteria and Layout ............................................................... 3-1
3.2 Evaluation of Alternative Technologies ................................................................ 3-1
3.3 Groundwater Flow Modeling ................................................................................. 3-2
3.3.1 Groundwater Flow Model Conceptualization Design .................................. 3-2
3.3.2 Groundwater Flow Model Calibration ............................................................ 3-2
3.4 Groundwater Extraction System Design ............................................................... 3-3
3.4.1 Current Conditions ............................................................................................. 3-3
3.4.2 Post-Basin Closure Conditions .......................................................................... 3-3
3.5 Groundwater Fate and Transport Modeling ........................................................ 3-3
3.5.1 Groundwater Fate and Transport Model Calibration ................................... 3-3
3.5.2 Predictive Results ................................................................................................ 3-4
3.5.3 Implications of Remedy on Geochemical Conditions and Plume Stability 3-4
3.6 Groundwater Extraction System Design Limitations .......................................... 3-5
3.7 Wetland Areas ........................................................................................................... 3-5

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TABLE OF CONTENTS
(Gray highlights indicate work in progress)
SECTION PAGE
4.0 WELL DESIGN .............................................................................................................. 4-1
4.1 Overview of Extraction Well Network .................................................................. 4-1
4.2 Well Construction ..................................................................................................... 4-1
4.3 Groundwater Extraction Rates ................................................................................ 4-3
5.0 GROUNDWATER EXTRACTION SYSTEM PIPELINE AND PUMP STATION
DESIGN ........................................................................................................................... 5-1
5.1 Overall Pipeline Design Basis ................................................................................. 5-1
5.1.1 Well Pumps .......................................................................................................... 5-1
5.1.2 Well Discharge Piping ........................................................................................ 5-1
5.1.3 Well Head Configuration................................................................................... 5-2
5.2 Extraction Well Pipeline ........................................................................................... 5-2
5.2.1 Pipe Pressure ....................................................................................................... 5-2
5.2.2 Pipe Flow .............................................................................................................. 5-3
5.2.3 Pipe Insulation ..................................................................................................... 5-3
5.2.4 Pipe Expansion/Contraction .............................................................................. 5-4
5.2.5 Pipe Buoyancy/Anchoring ................................................................................. 5-4
6.0 ELECTRICAL AND INSTRUMENTATION DESIGN .......................................... 6-1
6.1 Piping and Instrumentation Diagram .................................................................... 6-1
6.2 Pump Controls .......................................................................................................... 6-1
6.3 Emergency System Shutdown ................................................................................ 6-1
7.0 DESIGN DOCUMENTS .............................................................................................. 7-1
7.1 Design Drawings ....................................................................................................... 7-1
7.2 Specifications ............................................................................................................. 7-1
8.0 GROUNDWATER EXTRACTION SYSTEM OPERATION ................................ 8-1
8.1 System Performance Metrics ................................................................................... 8-1
8.2 Permits ........................................................................................................................ 8-1
8.3 Institutional Controls ................................................................................................ 8-1
8.4 Contingency Plans .................................................................................................... 8-1
8.5 Construction and Monitoring Schedules ............................................................... 8-1
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LIST OF FIGURES
Figure 1-1 Site Location Map
Figure 1-2 Site Layout Map
Figure 1-3 Remediation System Layout
Figure 3-1 Wetland Areas

LIST OF TABLES
Table 2-1 Benchmark Analytical Data Summary
Table 4-1 Target Extraction Well Screen Intervals

LIST OF APPENDICES
Appendix A Pilot Test Report
Appendix B Focused Evaluation of Alternative Remedial Technologies
Appendix C Focused Fate and Transport Model Report
Appendix D Focused Geochemical Model Report
Appendix E Pipe and Pump Selection Package
Appendix F Design Drawings
Appendix G Technical Specifications
Appendix H Permits

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LIST OF ACRONYMS

2L NCDEQ/DWR Title 15, Subchapter 2L. Groundwater Quality
Standards
bgs Below Ground Surface
CAMA Coal Ash Management Act
CAP 1 Corrective Action Plan Part 1
CAP 2 Corrective Action Plan Part 2
Constituent Constituent of Interest
CSA Comprehensive Site Assessment
CSA SUP CSA Supplemental Report
DEP Duke Energy Progress, LLC.
DEQ North Carolina Department of Environment Quality
Eh Reduction Potential
fps Feet per Second
ft Feet
gpm Gallons per Minute
HDPE High-Density Polyethylene
HMI Human Machine Interface
Hp Horsepower
IAP Interim Action Plan
IMAC Interim Maximum Allowable Concentrations
MW Monitoring Well
NCAC North Carolina Administrative Code
NPDES National Pollutant Discharge Elimination System
O&M Operations and Maintenance
Plant H. F. Lee Energy Complex
psig Per Square Inch Gauge
ROI Radius of Influence
SCM Site Conceptual Model
USACE United States Army Corps of Engineers
USEPA United States Environmental Protection Agency
VFD Variable Frequency Drive
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1.0 INTRODUCTION AND BACKGROUND
Duke Energy Progress, LLC (Duke Energy) owns and operates the H.F. Lee Energy
Complex (H.F. Lee, Lee Plant or Site) located at 1199 Black Jack Church Road,
Goldsboro, North Carolina. The property encompasses approximately 2,100 acres,
including the ash basins (171-acre inactive ash basins and 143-acre active ash basin),
cooling pond and plant operations area. A Site Location Map is included as Figure 1-1.
The Neuse River (a main stem river) flows through the property.
The Lee Plant began operation as a coal-fired electricity-generating facility in 1951.
From 1967 through 1971 four oil-fueled combustion turbine units were added. In 2000,
five simple-cycle dual fuel (oil and natural gas) units were built. The three coal-fired
units were retired in September 2012, followed by the four oil-fueled combustion
turbine units in October 2012. The new combined-cycle plant was brought on line in
2012.
1.1 Project Background
In order to satisfy requirements of the North Carolina Coal Ash Management Act (NC
CAMA), a Comprehensive Site Assessment (CSA), Corrective Action Plan (CAP) Parts 1
and 2, Interim Action Plan (IAP) and the CSA Supplemental Report (CSA SUP) were
prepared and submitted to the North Carolina Department of Environmental Quality
(DEQ). The most recent document, the CSA SUP, was submitted to DEQ on September
15, 2016.
The CAP (Parts 1 and 2) was designed to describe means to restore groundwater quality
to the level of the standards, or as close as is economically and technologically feasible
in accordance with T15A NCAC 02L.0106. Exceedances of numerical values contained
in Subchapter 2L and Appendix 1 Subchapter 02L (IMACs) at or beyond the compliance
boundary were determined to be the basis for corrective action with the exception of
parameters for which naturally occurring background concentrations are greater than
the standards.
1.1.1 Settlement Agreement
A Settlement Agreement between DEQ and Duke Energy signed on September
29, 2015, requires accelerated remediation to be implemented at sites that
demonstrate off-site groundwater impacts. Historical and CSA assessment data
indicate the potential for off-site impact east of the active ash basin at H.F. Lee.
Figures 1-2 and 1-3 illustrate the general area to be addressed for accelerated
remediation. Arsenic and boron have been identified as constituents which
occur at levels above 2L and greater than proposed background concentrations.
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Arsenic and boron impact which has the potential to migrate beyond the
compliance boundary will be the focus of the accelerated remediation plan. In
late 2016, Duke Energy purchased additional property east of the active basin to
further prevent migration off site.
Duke Energy provided an Accelerated Remediation Summary to DEQ on
February 17, 2016 which supplemented and updated information included with
the CAP Part 2. In correspondence dated March 28, 2016, DEQ acknowledged
receipt of the Remediation Summary and requested additional information.
DEQ conditionally approved the IAP(s) in a letter dated July 22, 2016 with the
condition (among others) that a Basis of Design Report be submitted for review.
1.1.2 Interim Action Plan
The IAP, submitted to DEQ in April 2016, provided an update on planned
additional assessment and remedial activities at the site. Interim action activities
conducted in 2016 which pertain to the east side of the active ash basin are
summarized as follows:
Background monitoring wells AMW-16BC, AMW-17S and AMW-17BC
were installed north of the active basin to increase the available
background data set.
Monitoring wells AMW-18S and AMW-18BC were installed to further
delineate potential ash basin influence east of the active basin (Figure
1-2).
A pilot test was conducted in the area proposed for accelerated
remediation (Appendix A). The pilot test included the installation of a
six inch diameter extraction well (PTW-1) and five observation wells
(PTW-2 through PTW-6). Two step drawdown tests and one 36-hour
constant rate pumping test were completed in July and August 2016.
1.1.3 Purpose of Basis of Design
The purpose of this Basis of Design Report is to provide a system layout and
sizing of system components including wells, piping, pumps, and discharge
system. It also serves to provide control system capabilities and power
requirements. This report also includes evaluation of groundwater flow and
transport of constituents, potential changes to site geochemistry as a result of
remedial efforts and evaluation of remedial alternatives. Key elements include:
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Refined site conceptual model which incorporates aquifer test results
Groundwater extraction system design
Focused groundwater flow and constituent transport modeling with an
emphasis on boron mobility
Focused geochemical modeling to address constituent mobility and
potential geochemical changes related to remediation
1.1.4 Scope and Objectives of the Interim Action
Constituents associated with coal ash pore water migration have been identified
within groundwater in the surficial flow zone at the compliance boundary east of
the active ash basin. Arsenic and boron are the primary constituents greater than
2L in groundwater. Results from monitoring wells northeast of the active basin
have not indicated arsenic and boron concentrations greater than 2L. This
indicates that constituent migration is east from the active ash basin and then
south and southeast toward the Neuse River. This is consistent with radial
groundwater flow for short distances away from the basin.
Groundwater monitoring wells indicating constituent concentrations above 2L
adjacent to the active basin are on Duke Energy property. The primary objective
of the groundwater extraction system is to limit further migration of constituents
and accelerate the reduction of constituent concentrations in groundwater to
below 2L at and beyond the compliance boundary.
1.2 Interim Action Alternative Evaluation
The CAP Part 2 and IAP evaluated groundwater extraction by (1) a network of
conventional vertical wells and, (2) an interceptor trench, as part of the remedy for the
active ash basin. The IAP proposed completion of a groundwater extraction pilot test to
determine expected flow rates and an effective radius of influence for extraction wells.
To conduct this test, United States Army Corps of Engineers (USACE) permitting for
installation of the test wells was necessary because the well locations are in potential
wetland areas. Through the permitting effort, it became clear that disturbance of
wetlands could be a significant issue in implementing the proposed interim actions.
Ground surface disturbance was determined to be less with a conventional extraction
well network than with installation of an interceptor trench. As a result, groundwater
extraction along the eastern edge of the active basin is proposed to be accomplished
with a network of conventional vertical wells. This approach was evaluated in the CAP
and determined to be feasible and effective.
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In addition to less surface disturbance, this approach will also provide more operational
flexibility. With a network of wells, spatial and temporal variations in the response of
the aquifer can be addressed through operational cycling and pumping rate adjustment
to individual wells, or by adding wells.
Alternative remediation technologies were presented in Section 6 of the CAP Part 2
(SynTerra, February 2016) and Appendix B. The pilot test conducted at H.F. Lee in
August 2016 confirmed the feasibility of implementation of extraction wells east of the
active ash basin.
1.3 Report Organization
The 60% submittal provides additional detail for the groundwater extraction design to
conceptualize system components, performance, and initiate evaluation of site specific
considerations. Section 2 contains on overview of site specific conditions including a
refined site conceptual model, summary of the site geology and hydrogeology,
summary of baseline conditions, and findings from the aquifer pumping test which
determined potential extraction system yield and area of influence. Section 3 presents
system design considerations including evaluation of alternative remedial technologies,
flow modeling, geochemical modeling, fate and transport modeling, and potential
wetland impacts. Sections 4 through 8 contain details of the extraction well system
design and operation and will continue to be developed and incorporated into the
design package prior to the final (100%) submittal.
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2.0 REFINED SITE CONCEPTUAL MODEL
The site conceptual model (SCM) is an interpretation of processes and characteristics
associated with hydrogeologic conditions and constituent interactions at the Lee Plant
site. The purpose of the SCM is to evaluate areal distribution and flow pattern of
constituents with regard to site-specific geological/hydrogeological and geochemical
properties at the site relative to the source, potential receptors and natural control
mechanisms. The SCM was developed using data and analysis from the CSA
(SynTerra, August 2015) and was further refined in the Corrective Action Plan Part 2
(SynTerra, February 2016). This discussion incorporates additional assessment
conducted between June and August 2016.
Key components of the H.F. Lee SCM are as follows:
The ash basins, surficial deposits, the Black Creek and the Cape Fear deposits
make up distinct hydrogeologic layers at the H.F. Lee site. Unconsolidated
saprolite and/or metamorphic bedrock underlie the sedimentary deposits.
Where unconsolidated saprolitic material underlies or is laterally contiguous
with either Black Creek or Cape Fear deposits it is considered a component of
that hydrogeologic layer. Groundwater in the surficial deposits under the ash
basins flows horizontally to the east and south and discharges into the Neuse
River or Halfmile Branch.
Water within the active ash basin and inactive ash basin 1 is hydraulically higher
(upgradient) than the surrounding land surface. Pore water drains through the
underlying soil to the groundwater.
Groundwater flow is toward the Neuse River (south for the active basin, east to
southeast for the inactive basins). This flow direction is away from upgradient
receptors. The Neuse River is the hydraulic boundary for constituent migration.
Groundwater and seeps are the primary mechanisms for migration of ash-related
constituents to the environment. Both flow toward the Neuse River.
Boron and arsenic are constituents associated with the ash basins and generally
are not found at comparable levels in background wells.
Cobalt, iron, vanadium and manganese are ubiquitous in groundwater samples
including background locations. Provisional background values have been used
to interpret how much of each constituent is background or from basin influence.
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Results from sorption studies on site specific soils indicate that iron and
manganese leach from naturally occurring materials. While it is known that
these metals leach from coal ash, occurrences in background areas limit their use
as indicators of groundwater contamination.
The primary geochemical factors that affect groundwater quality in the surficial
aquifer in the vicinity of the active ash basin are variations in pH and redox
potential (Eh). In background areas upgradient from the active basin pH is
generally low (4.2 to 4.5) and Eh is high. In contrast, pH values are higher (6.0 to
6.5) and Eh values are lower in groundwater beneath and immediately
downgradient from the ash basin.
Flow rates observed during the August 2016 pumping test for the surficial
hydrogeologic unit at the east side of the active ash basin indicated higher
hydraulic conductivity (112 to 198 ft/day) than previously estimated based on
slug tests from assessment wells (geometric mean for surficial unit of 4.85 ft/day).
The duration of pumping tests is longer than slug tests and affects a larger
formation volume. Due to scale dependence, pumping tests often result in
greater estimates of hydraulic conductivity (Butler and Healey, 1998). The
difference in results illustrates the importance of pumping tests for extraction
system design purposes. Slug test results are useful data for comparison
purposes but may be heavily influenced by near-well conditions.
Field observations from well installations indicate the surficial deposits east of
the active basin are characterized by thick (15 feet or greater) layers of medium to
coarse grained sand which appear to be contiguous across the area.
Downward vertical migration of constituents is restricted due to the clay and silt
layers beneath the ash basins that act as confining layers over the deeper aquifers
in the area.
2.1 Geology and Hydrogeology
Assessment activities conducted as part of the CSA in 2015 indicate that the lithology
beneath the site generally consists of a layer of silty to clayey surficial deposits
underlain by interbedded clay and sand of the Cape Fear and Black Creek deposits.
The Cape Fear is present beneath surficial deposits in areas on the west side of the
active ash basin. The Black Creek deposits are present beneath the active basin and in
areas to the east. Field observations indicate that a confining clay layer at the top of the
Black Creek deposits is present under the active basin and to the east.
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Pertinent aspects of the hydrogeology east of the active basin are summarized as follow:
Boron and arsenic are present in the surficial hydrogeologic unit east of the
active basin at concentrations above 2L. Monitoring results from below the
underlying Black Creek confining clay do not indicate elevated boron and
arsenic concentrations.
Depth to groundwater varies from one to five feet in the area.
Surficial deposits in the area consist primarily of medium grained sand with
minor clay lenses. The surficial hydrogeologic unit thickens from the north (20
feet) to the south (40 feet) toward the Neuse River.
2.2 Summary of Baseline Site Conditions
Based on groundwater monitoring results from wells east of the active basin, arsenic
(AMW-18S, CMW-6 and CMW-6R) and boron (AMW-18S, CMW-6, CMW-6R and
CMW-5) are present at concentrations above 2L in the surficial aquifer. Constituent
concentrations at AMW-18S in July 2016 were greater than 2L standards for arsenic and
boron and were similar to June 2016 results from CMW-6R for those constituents.
Results from shallow monitoring wells to the north (AMW-17S and BGMW-10) and on
the northeastern side of the active basin (AMW-14S and AMW-15S) have not indicated
arsenic and boron exceedances. This is consistent with constituent migration towards
the CMW-6R and AMW-18S areas. Monitoring well CMW-6R is located at the
compliance boundary. Monitoring well AMW-18S is located southeast of CMW-6R, just
outside of the compliance boundary.
Preliminary groundwater fate and transport modeling included in the CAP Part 2
indicated that removing constituent mass from this area will accelerate reduction of
groundwater constituents at the compliance boundary.
Analytical results from background wells north of the active ash basin, as well as
downgradient wells east of the active ash basin are presented in Table 2-1. This data set
is intended as a benchmark range of constituent concentrations in the subject area prior
to installation of a groundwater extraction system.
2.3 Summary of Aquifer Characteristics
Aquifer testing east of the active basin consisted of two step-drawdown tests and a
pumping test in late July and early August 2016. Approximately 10,000 gallons of water
was extracted during the two step-drawdown tests. On August 2, 2016, a 36-hour
constant rate pumping test was initiated at pilot test well PTW-1. The volume of water
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extracted during the 36-hour pumping test was approximately 63,500 gallons. The
extracted groundwater was pumped into the active ash basin.
Results from step-drawdown tests and the pumping test indicate the following:
Average sustainable yields (over the course of the test) were at least 30 gallons
per minute.
The radius of influence is approximately 300 feet from the extraction well.
Hydraulic conductivity values ranged from 112 to 198 ft/day with an assumed
average aquifer thickness of about 20 feet.
Specific yield and hydraulic conductivity are constant throughout the target area,
confirming low heterogeneity of the unconfined aquifer flow system.
Hydraulic conductivity calculated from step-drawdown and pumping tests
exceeded predicted hydraulic conductivities from well development logs.
Using graphical calculation methods and AQTESOLV Pro.4.5, the geometric
mean of the transmissivity in the surficial unit is 2,970 ft2/day. This value is
representative of medium to coarse sand.
Aquifer data in the vicinity of PTW-1 indicate conditions at this location would
support viable extraction wells under current site conditions. There was no
measurable water level drawdown of the hydrogeologic unit below the Black
Creek clay unit from pumping the surficial aquifer system.
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3.0 INTERIM ACTION DESIGN CONSIDERATIONS
This section addresses the identification and evaluation of possible corrective measures
applicable to the restoration of groundwater quality in the area considered for
accelerated remediation, to the east of the active basin.
3.1 Preliminary Design Criteria and Layout
Groundwater extraction along the eastern edge of the active basin is proposed to be
accomplished with a network of conventional extraction wells. The objective is to limit
further migration of constituents and accelerate the reduction of constituent
concentrations in groundwater to below 2L at and beyond the compliance boundary.
Results from aquifer testing indicate that groundwater extraction is feasible given site
conditions.
The groundwater extraction system design is based on effective and efficient capture
and conveyance of groundwater for treatment and discharge.
Groundwater extraction was evaluated in the CAP Part 2 (SynTerra, February 2016) and
IAP as part of the remedy for the area east of the active ash basin. The IAP proposed
completion of aquifer testing to evaluate the feasibility of groundwater extraction
within this area. Results of the aquifer testing indicated groundwater extraction could
be a viable remedial alternative. Criteria for the design of groundwater extraction at the
Lee Plant include:
Installation of extraction wells with sufficient capacity to efficiently extract
groundwater and constituent mass from the surficial hydrogeologic flow system;
Well placement within the area of highest concentrations (east of the active ash
basin) as determined by extensive groundwater sampling and assessment; and
Adequate treatment of extracted groundwater to meet potential limits required
by selected discharge option.
Extracted groundwater is anticipated to be moved to the active ash basin and managed
for discharge to a permitted National Pollutant Discharge Elimination System (NPDES)
outfall, potentially with treatment prior to the outfall. A layout of the remediation
system is shown on Figure 1-3.
3.2 Evaluation of Alternative Technologies
Collection of groundwater can be accomplished with extraction wells or collection
trenches. For this facility, groundwater will be extracted primarily from the surficial
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groundwater zone.  Conventional vertical extraction wells are an effective method of 
groundwater capture and will provide much more operational flexibility and less 
ground disturbance than a trench.  With a series of wells, spatial and temporal 
variations in the response of the aquifer can be addressed through operational cycling 
and pumping rate adjustment to individual wells or by adding wells.  For the purpose 
of accelerated groundwater remediation in the area east of the active basin, this is the 
most viable approach for ease of design and implementation. 
A focused evaluation of alternative remedial technologies is provided in Appendix B. 
3.3 Groundwater Flow Modeling
An initial comprehensive Groundwater Flow and Transport Modeling Report was 
developed and submitted with the CAP Part 1 on November 2, 2015.  An updated Flow 
and Transport Model, focused on the area of accelerated remediation, is included as 
Appendix C. The updated model incorporates subsurface data from pilot test wells and 
additional assessment wells installed from June to August 2016. The two main 
components of the focused groundwater model are to determine sustainable extraction 
well flow rates, and simulation of the remediation effects on arsenic and boron extent.   
3.3.1 Groundwater Flow Model Conceptualization Design
Groundwater flow modeling was conducted to evaluate potential well yield for 
groundwater extraction. Two scenarios were modeled, with the first (Scenario 1) 
assuming the active ash basin remains in place and the second (Scenario 2) 
assuming dewatering and excavation of the active ash basin. The model 
simulations indicate that potential well yields are higher (44 gpm) in Scenario 1 
and lower (26 gpm) in Scenario 2.  
The remediation design planned extraction well pump rate of 30 gpm (270 gpm 
total for the groundwater extraction system) is based on actual pilot test results 
and falls within the potential range evaluated by the groundwater modeling. 
Planned pumping rates are further discussed in Section 4.0. 
3.3.2 Groundwater Flow Model Calibration
The updated Groundwater Flow Model was recalibrated using well and river 
elevation data up to August 2016.  Hydraulic conductivity and vertical 
anisotropy values were modified from the comprehensive site flow model to  

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values that are reflective of conditions in the area considered for accelerated
remediation.
3.4 Groundwater Extraction System Design
The groundwater extraction system design is based on effective and efficient capture
and conveyance of groundwater for treatment and discharge.
3.4.1 Current Conditions
The step-drawdown test and extended pumping test data were used to calculate
hydraulic conductivities, ranging from 112 to 198 feet per day (ft/day) with an
average aquifer thickness of approximately 20 feet for the surficial aquifer east of
the active basin.
Aquifer data in the vicinity of PTW-1 indicate conditions at this location could
support viable extraction wells under current site conditions. Radius of
Influence (ROI) was calculated to be at least 300 feet. Average sustainable yields
were at least 30 gallons per minute (gpm). The 30 gpm flow rate yielded a 3-foot
drawdown.
3.4.2 Post-Basin Closure Conditions
Source control measures are being addressed separately but are assumed to
occur in addition to the groundwater corrective action alternatives discussed in
this report. The closure scenario at H.F. Lee is anticipated to involve excavation
and beneficial reuse of materials. The hydraulic head currently associated with
the active basin is expected to be lowered in this closure scenario which will
lessen or remove the component of groundwater flow to the east of the basin.
3.5 Groundwater Fate and Transport Modeling
The Focused Flow and Transport Model Report focuses on the east side of the active ash
basin. Arsenic and boron are present in the surficial aquifer on the east side of the basin
at levels above 2L. The purpose of the model is to predict the effects of pumping from
groundwater extraction wells on the horizontal extent of the constituents arsenic and
boron.
The Focused Flow and Transport Model Report is included as Appendix C.
3.5.1 Groundwater Fate and Transport Model Calibration
The Focused Flow and Transport Model incorporates data collected since the
first model was completed and included with the CAP 1 (SynTerra, 2015). The
calibration of the flow component of the model is discussed in Section 3.3.2.
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3.5.2 Predictive Results
Two scenarios were modeled, with the first assuming the active ash basin
remains in place (Scenario 1) and the second assuming dewatering and removal
of the active ash basin (Scenario 2). Significant reduction of the boron extent was
achieved over 30 years of groundwater extraction under scenario 1. A similar
reduction in boron extent was achieved after 20 years under Scenario 2.
The starting concentrations for arsenic and boron used in the focused Flow and
Transport model are above 2L at and beyond the compliance boundary. The
model shows that extents for both constituents are affected by pumping at the
extraction wells. Removal of the basin provides more efficient decrease of boron
over time. Due to the less mobile characteristics of arsenic, neither scenario
demonstrates the same reductions in extent as that for boron. The effect of
variable pumping rates versus uniform pumping rates does not have a major
impact on constituent concentration reductions over time.
3.5.3 Implications of Remedy on Geochemical Conditions and
Plume Stability
Geochemical modeling was undertaken to help understand the mobility of
constituents and the influence of the active ash basin on downgradient areas. The
goals of the geochemical modeling effort were to 1) provide a qualitative
conceptual model of the behavior of several constituents at the H.F. Lee site with
a focus on arsenic and boron in the accelerated remediation area, and 2) provide
a qualitative assessment of the potential effects of accelerated remedial efforts at
the site. These modeling efforts were compiled in the Focused Geochemical
Report provided in Appendix D.
The geochemical modeling incorporated an examination of the behavior of key
parameters of interest from seven coal ash basin sites (referred to as the global
model), and then focused on conditions and constituent bahavior as exemplified
by data from wells along two flow transects selected for the active ash basin at
H.F. Lee. The two flow transects were chosen to investigate the active ash basin’s
influence on the subsurface environment along hydraulically signifcant flow
paths (Figure 1-1 in Appendix D). The geochemical modeling efforts indicate
that pH and redox potential (Eh) play a key role in constituent mobility (Powell,
2015; Appendix D). As a result, the primary emphasis of the geochemical
modeling was to understand the influences of pH and Eh on the aqueous
speciation, sorption, and solubility of arsenic and boron using the United States
Geologic Survey (USGS) geochemical modeling program PHREEQC.
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A groundwater extraction well system will result in enhanced pore water
removal which will increase the hydraulic gradient and bring in waters from
further up the flow path at a faster rate. Assuming the newly introduced water
equilibrates with the subsurface solids, and that the solids are the primary redox
and pH buffer, no change in the pH or redox potential is expected. Removal of
pore waters containing CCR constituents will induce a concentration gradient
causing desorption of sorbed constituents and lower the solid phase
concentration. One limitation in this discussion is that a re-equilibration is
assumed. Based on the relative consistency of measured pH and Eh values in
H.F. Lee site wells over time, the assumption of a rapid equilibration seems
appropriate. Therefore it is anticipated that the extraction well system will not
impact the pH and Eh of the pore waters and is unlikely to result in enhanced
mobilization of constituents. This can be monitored once the groundwater
extraction system is operational.
Additional detail and discussion of the geochemical modeling can be found in
the Focused Geochemical Modeling Report included as Appendix D.
3.6 Groundwater Extraction System Design Limitations
Discussion of groundwater extraction system design limitations will be included in the
final Basis of Design Report submittal.
3.7 Wetland Areas
Wetlands on the east side of the active ash basin were identified and delineated as part
of separate site assessment activities. Duke Energy has provided wetland delineation
results to the US Army Corps of Engineers (USACE), however a jurisdictional
determination has not yet been made and therefore, wetland boundaries on Figure 3-1
are preliminary.

Topographic elevations for areas around the active ash basin are relatively low and
range from approximately 80 ft above mean sea level (msl) north of the basin to 70 ft
msl south of the basin and near the Neuse River. Locations with standing or slowly
moving seasonal surface water occur from the uplands north of the ash basin to areas
near the river. This shallow surface water, generally less than 1.0 ft deep, is more
prevalent during periods of increased rainfall. Surface water flow is channelized in
some areas and more diffuse in others but generally moves to perimeter ditches near
the ash basin and then to the river. Observations at the site indicate that the wetlands
are identified near and along these areas of shallow surface water.

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Review of groundwater water levels collected from wells on the east side of the active
ash basin (CMW-6R, AMW-14S, AMW-15S, AMW-18S and BGMW-10) in August 2016
(CSA Supplement 1) and December 2015 (CAP Part 2) show that the water table ranges
from one to six feet below the ground surface. Water levels are generally higher in the
December timeframe. The lithologic profile for the area of accelerated remediation
shows that shallow soils are expected to be less conductive than deeper sands within
the surficial hydrogeologic unit. The boring logs (included in Appendix A) for PTW-01
through PTW-06 indicate that from ground surface to approximately 5 ft bgs the soil
consists of clay and clayey silt. This is in contrast to the 5 to 20 ft interval which consists
of medium to coarse sand.

The less conductive clay material in the shallow subsurface may allow for surficial
water flow from the uplands toward the river without significant mixing with
groundwater. However, there are likely to be some areas where there is communication
between surface and groundwater. For this reason, monitoring of soil moisture
conditions before and after operation of the groundwater extraction system is proposed.
For this purpose, eight Decagon GS-1 soil moisture probes (SMP-1 through SMP-8)
were installed near the active basin on November 16, 2016. The probes were installed at
a depth of one foot below ground surface in the locations shown on Figure 3-1. Each
soil moisture probe is installed within the boundary of the preliminary wetland
delineation. The soil moisture probes are intended to monitor volumetric soil moisture
content in wetland areas. A Decagon Em50 data logger was installed adjacent to the
probe at each location to record soil moisture data at 6 hour intervals. Data from the
probes will be used to evaluate the extent to which operating groundwater extraction
wells have the potential to affect the wetland areas. The groundwater extraction system
detailed in this report is designed with significant flexibility. One or more wells may be
brought offline and pumping rates can be adjusted. In the event that affects are
recognized to wetland areas, groundwater extraction rates can be modified.

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4.0 WELL DESIGN
The well system design is intended to provide drawdown and capture groundwater
flow to the east of the active basin.
4.1 Overview of Extraction Well Network
Based on this objective and results from the pumping test, design spacing between
extraction wells is 300 feet along the eastern edge of the basin. This spacing provides a
100% overlap in coverage, which will create drawdown and groundwater capture
across the target area and allow for flexibility to adjust drawdown levels to address site
conditions and system performance. The expected width of the plume at the base of the
basin is approximately 2,700 feet so nine wells are included. A site layout drawing is
included in Appendix F. At 30 gpm per well, the total flow rate for the proposed
extraction system would be 270 gpm. If at some point greater pumping rates and
drawdown levels are desirable, for planning purposes, a maximum design flow rate of
540 gpm is used. However, following basin closure, the system flow rate may decrease
due to the reduction of pore water head to the area.
The nine extraction wells will be located approximately adjacent to the existing
monitoring well access path to minimize disturbance of wetland areas during drilling
and installation and to provide access for operations and maintenance (O&M) of the
extraction system.
4.2 Well Construction
The extraction wells will be installed by a North Carolina licensed well driller in
accordance with North Carolina Administrative Code Title 15A, Subchapter 2C – Well
Construction Standards, Rule 108 Standards of Construction: Wells Other Than Water
Supply (15A NCAC 02C .0108). The wells are planned to be drilled using 12-inch
hollow stem auger drilling methods to allow for a 3-inch annular space around the 6-
inch casing and screen. The well casing will extend approximately one foot above
ground surface. The top of the sand pack (Gravel Pack #3) will extend to two feet above
the top of the well screen. Calculations for selection of the sand pack are provided in
Appendix G. The bentonite well seal will be at least one foot thick. Neat cement grout
with 5% bentonite will be placed to within three feet of the ground surface. Concrete
grout will be placed in the top three feet of the annular space. Due to difficult access in
some areas, well construction methods and specifications may be modified for site
specific conditions. All materials and installations will be in accordance with 15A
NCAC 02C. A well construction drawing is included in Appendix F.
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The wells will be drilled and installed to approximate depths between 25 and 40 feet,
corresponding to the shallow aquifer thickness, to enable recovery through the entire
shallow aquifer water column. The depth of each well will correspond to the shallow
aquifer thickness at that location. The exact depths will be determined based on
observations in the field during drilling. The expected depths, based on previous
drilling data, are provided in Table 4-1. The wells will not penetrate the underlying
clay layer.
The extraction wells will be 6-inch diameter wells with Schedule 40 PVC casings. At a
maximum depth of 40 feet, the worst case scenario collapse pressure will be 17.3 psi.
𝑃𝑃𝑃𝑃𝑃𝑃𝑃𝑃𝑃𝑃𝑃𝑃𝑃𝑃𝑃𝑃 (𝑝𝑝𝑃𝑃𝑝𝑝)=𝐷𝐷𝑃𝑃𝑝𝑝𝐷𝐷ℎ 𝑜𝑜𝑜𝑜 𝐶𝐶𝐶𝐶𝑃𝑃𝑝𝑝𝐶𝐶𝐶𝐶 (𝑜𝑜𝑃𝑃𝑃𝑃𝐷𝐷) × 𝑊𝑊𝐶𝐶𝐷𝐷𝑃𝑃𝑃𝑃 𝑊𝑊𝑃𝑃𝑝𝑝𝐶𝐶ℎ𝐷𝐷 (𝑙𝑙𝑙𝑙𝑃𝑃 𝑝𝑝𝑃𝑃𝑃𝑃 𝑐𝑐𝑃𝑃𝑙𝑙𝑝𝑝𝑐𝑐 𝑜𝑜𝑜𝑜𝑜𝑜𝐷𝐷) 𝑃𝑃𝑃𝑃𝑃𝑃𝑃𝑃𝑃𝑃𝑃𝑃𝑃𝑃𝑃𝑃 (𝑝𝑝𝑃𝑃𝑝𝑝)=40 𝑜𝑜𝑃𝑃𝑃𝑃𝐷𝐷 × 62.4 𝑙𝑙𝑙𝑙𝑃𝑃𝑜𝑜𝐷𝐷3 × 1 𝑜𝑜𝐷𝐷2144 𝑝𝑝𝐶𝐶2 =17.3 𝑝𝑝𝑃𝑃𝑝𝑝

The collapse pressure for 6-inch Schedule 40 PVC is 77 psi. Six-inch diameter PVC
casing installations are allowed to depths of 130 feet in accordance with 15A NCAC
02C.
The well screens will be installed near the bottom of the permeable formation to
provide for maximum flexibility in varying drawdown while still facilitating
groundwater capture throughout the water column. The submerged screen placement
will also reduce premature oxidation of iron during extraction which could cause
extraction and pumping system fouling and loss of efficiency. Wound wire screens will
be used to reduce loss of efficiency over time and to facilitate rehabilitation if necessary.
The well screens will be 0.010-inch (10-slot) Johnson Screen® Free-Flow® 304 stainless
steel wound wedge (or comparable) wire screens. These screens have a collapse
pressure of 87 psi.
The well screens will be 10 feet long which will provide for a minimum flow capacity of
108 gpm which is significantly greater than the maximum design flow of 60 gpm.
𝐶𝐶𝐶𝐶𝑝𝑝𝐶𝐶𝑐𝑐𝑝𝑝𝐷𝐷𝑎𝑎 (𝐶𝐶𝑝𝑝𝑔𝑔)=𝑂𝑂𝑝𝑝𝑃𝑃𝐶𝐶 𝐴𝐴𝑃𝑃𝑃𝑃𝐶𝐶 × 0.31 @ 0.1 𝑜𝑜𝐷𝐷/𝑃𝑃𝑃𝑃𝑐𝑐 × 𝑆𝑆𝑐𝑐𝑃𝑃𝑃𝑃𝑃𝑃𝐶𝐶 𝐿𝐿𝑃𝑃𝐶𝐶𝐶𝐶𝐷𝐷ℎ (𝑜𝑜𝑃𝑃𝑃𝑃𝐷𝐷) 𝑄𝑄=35 × 0.31 × 10 =108.5 𝐶𝐶𝑝𝑝𝑔𝑔

Technical specifications for the well screens are provided in Appendix G.

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4.3 Groundwater Extraction Rates
Results of the pilot test activities in July and August 2016 indicate hydraulic
conductivity values which range from 112 to 198 ft/day with an assumed aquifer
thickness of about 20 feet for the surficial aquifer east of the active basin. Radius of
influence (ROI) was calculated to be at least 300 feet. Average sustainable yields were
at least 30 gallons per minute (gpm). The 30 gpm flow rate yielded a 3-foot drawdown.
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5.0 GROUNDWATER EXTRACTION SYSTEM PIPELINE AND
PUMP STATION DESIGN
5.1 Overall Pipeline Design Basis
The anticipated flow rate for the system is 270 gpm. The pipeline design basis is 540
gpm to allow for increased pumping rates if that becomes necessary. The piping system
will be constructed aboveground with insulated high density polyethylene (HDPE).
5.1.1 Well Pumps
The extraction wells will be equipped with a Grundfos 62S75-14 (or equal)
submersible electric pumps. Each pump will be equipped with variable
frequency drive (VFD) motor control and electrical and thermal motor
protection. Pump specifications are provided in Appendix E.
The pumps provide 285 feet of nominal head, operate on 230 or 460 volt 3-phase
power and have a 7.5 horsepower (Hp) motor. The pump diameter is four inches
with a 2-inch discharge. At 30 gpm, the pump provides 375 feet of head and
operates at 55% efficiency. At 60 gpm, the pump provides 305 feet of head and
operates at 70% efficiency. The minimum 305 feet of head is sufficient to provide
the necessary flow rates for the system.
The expected head requirement assumes 45 feet from the well water column, 115
feet for piping losses, and an estimated 85 feet for elevation differences and
treatment system headworks losses for a total of 245 feet (Appendix E).
This pump provides the greatest efficiency over the design flow rate range. Use
of a VFD will provide the capability to operate the pump at lower flow rates, if
necessary, while not significantly sacrificing efficiency or subjecting the pump to
unnecessary working pressure. The control system will include water level and
flow monitoring and feedback to the VFD and will allow for efficient, timely and
effective operation of the pumps.
5.1.2 Well Discharge Piping
It is anticipated that the well pumps will discharge through a 2-inch diameter
discharge pipe to the surface. The pipe will be secured in the center of the well
with Simmons (or equal) top guides.
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5.1.3 Well Head Configuration
Well boxes will be finished above grade and insulated to simplify O&M. Well
box piping and fittings will be 304 stainless steel to reduce risk of damage due to
O&M. The piping will transition to HDPE fusion-welded pipe outside of the well
box.
The well seal will be Simmons Model 316 (or equal) cast solid plate, 4-bolt seal
with threaded openings for the pump power cable, level monitor and well vent.
The piping will be fitted with a Simmons Model 516SS (or equal) check valve and
an air/vacuum relief valve.
Flow monitoring at the well head will be accomplished with a Sparling Tigermag
EP FM656 (or equal) electromagnetic flow meter with direct read and
transmitter.
Well water level will be monitored with a Solinist Levelogger (or equal)
transducer. This feature will allow level control of the pumping system.
The piping will be fitted with a one-half inch sampling port ball valve.
The well head piping train will include a ball valve for isolation of the well head
from the header and pipe unions for maintenance access.
The well head will be enclosed within a Virtual Polymer Compounds (or equal)
6-foot by 3-foot by 30-inch high insulated fiberglass aboveground vault with full
top access and locking cover. The vault will be attached to a poured-in-place
concrete foundation. Well head equipment specifications and drawings are
included in Appendices E and F, respectively.
5.2 Extraction Well Pipeline
The extraction well collection piping will connect all of the well discharges to the
treatment system. It will be constructed of polyurethane pre-insulated DR-11 PE4710
HDPE.
5.2.1 Pipe Pressure
The maximum pressure of the system will be less than 175 psi which is based on
the maximum pressure the pump can produce. Manufacturers’ pressure rating
for DR-11 PE4710 HDPE pipe is 200 psi. DR-11 pipe also meets long term
pressure performance criteria. Pipe performance data and calculations are
provided in Appendix G.
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5.2.2 Pipe Flow
Flow velocities for the extraction well and header piping were estimated using
the Hazen Williams formula.
Piping from the well boxes to the header will be 2-inch diameter. At the
expected well line operating flow rate of 30 gpm, the water velocity in the pipe
will be 3.32 fps and the head loss will be 0.025 ft/ft. At the design flow rate of 60
gpm the velocity will be 6.65 fps and the head loss will be 0.089 ft/ft.
The 4-inch sections of the header piping will carry up to 90 gpm at expected
operating conditions and 180 gpm at maximum design flow rates. At 90 gpm, the
water velocity in the pipe will be 2.79 fps and the head loss will be 0.009 ft/ft. At
the design flow rate of 180 gpm the velocity will be 5.58 fps and the head loss
will be 0.031 ft/ft. For the 4-inch header section immediately downstream of
PTW-1 flow velocity will be between 1.86 fps and 3.72 fps at 60 gpm and 120
gpm, respectively. Corresponding head loss values are 0.004 ft/ft and 0.015 ft/ft.
The 6-inch sections of the header piping will carry between 90 gpm and 270 gpm
under normal operating conditions and 180 gpm and 540 gpm under design
conditions. This results in a flow velocity range of 1.29 fps to 7.71 fps, and head
loss values from 0.001 ft/ft and 0.036 ft/ft.
These fluid velocities and head losses are within acceptable ranges given the
fluid and piping material characteristics. Installation of the pipe will be
completed with heat fused joints and insulating collars will be installed over the
joints after welding and pressure testing. Flow and head loss formulas and
calculations are provided in Appendix E.
5.2.3 Pipe Insulation
To prevent freezing, the header and well extraction piping will be factory-
insulated with 1-1/2 inches thick polyurethane foam and polyurethane polymer
coating. Temperature loss over the length of the header piping under average
conditions is estimated to be 0.03 oF. This assumes a groundwater extraction
temperature of 60.8 oF and the historical lowest monthly average low ambient air
temperature of 34 oF.
The temperature drop using the more extreme temperature conditions and
assuming only one well is running at 30 gpm is 0.89 oF. This is also low heat loss.
Freezing should not occur under these conditions. Calculations are presented in
Appendix E.
Basis of Design Report – (60% Submittal) February 2017
H.F. Lee Energy Complex SynTerra
Page 5-4
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5.2.4 Pipe Expansion/Contraction
HDPE pipe has a thermal expansion coefficient of 67.0 × 10−6 in/in ℉. Using the
extreme ambient temperatures of 105 oF and -1 oF, the linear dimension changes
can be calculated, as shown here, to be 8.5 inches per 100 feet. Given that the pipe
is insulated and, under normal conditions will carry water at temperatures in the
middle of this range, this is a very conservative approach. ∆𝑇𝑇=105 − −1 =106 ℉
∆𝐿𝐿=100 𝑜𝑜𝐷𝐷 × 12 𝑝𝑝𝐶𝐶𝑜𝑜𝐷𝐷× 67.0 × 10−6 in℉ in × 106 ℉.=8.5 𝑝𝑝𝐶𝐶

The longest 2-inch piping section of 300 feet would result in a dimension change
of 16.2 inches. With a 20-foot length of pipe between this section and the well, the
angle of the well pipes movement would be approximately four percent. This is
well within the flexibility range of the hdpe pipe. The longest section of 4-inch
header piping is 1100 feet and would experience about 8 feet of dimension
change along its length. The endpoints of this section do not have the ability to
significantly float. However, the pipe can float laterally along its course. A
maximum deflection of approximately x feet could occur under extreme
conditions and will be accounted for during piping layout and installation. The
linear deflection along the 6-inch piping sections would be less than 4 inches and
can be accommodated by float and flex in the pipe.
5.2.5 Pipe Buoyancy/Anchoring
To protect the piping from floating due to buoyancy during flood events, the
piping will be anchored with percussion driven or drilled helical anchors
installed 5 to 10 feet deep, spaced approximately 50 feet apart, and adjacent to
connection points between the header pipe and individual well discharge pipes
as shown in the drawings
The buoyancy force will be equal to the weight of the volume of water displaced
by the piping minus the weight of the pipe material. The 6-inch pipe has a 9.75-
inch OD and weighs 6.01 lbs/foot.

Basis of Design Report – (60% Submittal) February 2017
H.F. Lee Energy Complex SynTerra
Page 5-5
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Buoyant Force = Water Weight – Pipe Weight 𝑃𝑃𝑝𝑝𝑝𝑝𝑃𝑃 𝑉𝑉𝑜𝑜𝑙𝑙𝑃𝑃𝑔𝑔𝑃𝑃=𝜋𝜋𝑃𝑃2𝐿𝐿= 𝜋𝜋�9.75 𝑝𝑝𝐶𝐶2 �2 × 50 𝑜𝑜𝐷𝐷 × 1144 𝑜𝑜𝐷𝐷2𝑝𝑝𝐶𝐶2 =25.9 𝑜𝑜𝐷𝐷3
𝑊𝑊𝐶𝐶𝐷𝐷𝑃𝑃𝑃𝑃 𝑊𝑊𝑃𝑃𝑝𝑝𝐶𝐶ℎ𝐷𝐷= 25.9 𝑜𝑜𝐷𝐷3 × 62.43 𝑙𝑙𝑙𝑙𝑃𝑃𝑜𝑜𝐷𝐷3 =1618 𝑙𝑙𝑙𝑙𝑃𝑃
𝑃𝑃𝑝𝑝𝑝𝑝𝑃𝑃 𝑊𝑊𝑃𝑃𝑝𝑝𝐶𝐶ℎ𝐷𝐷= 50 𝑜𝑜𝐷𝐷 × 6.01 𝑙𝑙𝑙𝑙𝑃𝑃𝑜𝑜𝐷𝐷=301 𝑙𝑙𝑙𝑙𝑃𝑃 𝐵𝐵𝑃𝑃𝑜𝑜𝑎𝑎𝐶𝐶𝐶𝐶𝐷𝐷 𝐹𝐹𝑜𝑜𝑃𝑃𝑐𝑐𝑃𝑃= 1618 𝑙𝑙𝑙𝑙𝑃𝑃− 301 𝑙𝑙𝑙𝑙𝑃𝑃=1317 𝑙𝑙𝑙𝑙𝑃𝑃 𝑜𝑜𝑜𝑜𝑃𝑃 50 𝑜𝑜𝑃𝑃𝑃𝑃𝐷𝐷 𝑜𝑜𝑜𝑜 𝑝𝑝𝑝𝑝𝑝𝑝𝑃𝑃

The anchors will be installed to at least a factor of safety of two, or in excess of
2,600 lbs at each location.
Basis of Design Report – (60% Submittal) February 2017
H.F. Lee Energy Complex SynTerra
Page 6-1
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6.0 ELECTRICAL AND INSTRUMENTATION DESIGN
It is anticipated that three-phase, 460-Volt, 200-Amp electrical service will be provided
to the system from a power drop located near the system outfall. The control panel for
the system will be located at the top of the basin berm near the location of the piping
system termination point as shown in the Site Plan (Appendix F). Power to the well
pumps, through the VFDs, as well as the pumping system controls will be provided
from this panel. The final location of the system components will depend upon, and be
coordinated with, basin closure activities.
6.1 Piping and Instrumentation Diagram
The Piping and Instrumentation Diagram (P&ID) will be completed as part of the final
design package.
6.2 Pump Controls
The pumps will be controlled with individual Grundfos CUE (or equal) VFDs which
adjust the power frequency to vary the motor speed to control the pumping rate. The
pumping rate can be adjusted manually or based on set points for flow rate or water
level in the well from flow or level sensor signals. The VFDs allow for soft starts of the
motor and allow the motors to operate efficiently by only drawing the necessary
amperage to provide the desired pumping rate. It is assumed that control of the system
will be accomplished through a Human Machine Interface (HMI) screen for ease of
operation.
6.3 Emergency System Shutdown
The pump motors have internal shutdown systems if the motors start to draw excessive
power indicative of pump problems. The motors also have internal shutdown systems
for motor overheating. In addition to these safeguards, high pressure conditions or
other treatment system malfunctions will also trigger complete system shutdown.
These safeguards will be programmed into the pumping control system once the
treatment system design is completed.
The control system will also be equipped with an auto-dialer to notify operations staff
immediately of a system shutdown condition.
Basis of Design Report – (60% Submittal) February 2017
H.F. Lee Energy Complex SynTerra
Page 7-1
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7.0 DESIGN DOCUMENTS
This 60% design package includes site layout drawings and details for the piping, wells
and well head configurations. Additional details and all specifications will be provided
and finalized for 100% design package.
7.1 Design Drawings
The complete design package will include site layout plans and profiles, process flow
diagrams, P&ID, construction details, electrical and control drawings, and indices and
notes. Completed design drawings are provided in Appendix F.
7.2 Specifications
Partial equipment, materials and construction specifications are incorporated into this
60% design. Complete specifications will be included in the final design package.
Supporting equipment performance data, calculations, and significant equipment and
materials cut-sheets will also be included. The P&ID will be completed as part of the
final design package. Completed specifications are included in Appendix E and
Appendix G.
Basis of Design Report – (60% Submittal) February 2017
H.F. Lee Energy Complex SynTerra
Page 8-1
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8.0 GROUNDWATER EXTRACTION SYSTEM OPERATION
The groundwater extraction system will be operated to address the objectives of this
accelerated remediation effort. The system is designed to handle significantly lower or
higher pumping rates in order to respond to varying conditions.
8.1 System Performance Metrics
Existing monitoring wells on the east side of the active ash basin will be sampled to
monitor constituent concentrations and measured for groundwater parameters such as
DO, pH and Eh. The surficial unit monitoring wells include CMW-5, CMW-6, CMW-6R,
BGMW-10, AMW-14S, AMW-15S, and AMW-18S. The deeper, Black Creek unit wells at
these locations (DMW-2, CTMW-1, AMW-6RBC, AMW-14BC and AMW-15BC) will
also be monitored for potential change in conditions. The existing pilot test observation
wells (PTW-02 through PTW-06) will be used as piezometers and gauged for water
levels during monitoring events.
Additional system performance metrics will be provided in the 100% design report to
incorporate predictions from the focused flow and transport and geochemical models
provided herein.
8.2 Permits

The Draft NPDES Permit NC0003417 includes discharge criteria for groundwater
extraction (Appendix H). Extracted groundwater will be discharged to the active basin
(Figure 1-3) and managed in order to provide compliance with the regulatory criteria.

Additional permits will be required for erosion and sediment control, groundwater
extraction well installation and work in wetlands.
8.3 Institutional Controls
8.4 Contingency Plans
8.5 Construction and Monitoring Schedules

Basis of Design Report – (60% Submittal) February 2017
H.F. Lee Energy Complex SynTerra
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Figures

SOURCE: v j ! �/ p
USGS TOPOGRAPHIC MAP OBTAINED FROM THE USGS STORE AT / �-
http://store v/b2c_usgs/b2c/start/%%%28xcm=r3standardpitrex_prd%%%29/.do
OFF SITE ACCESS
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FIGURE 1-1
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cREENseoao H.F. LEE ENERGY COMPLEX
•RALEIGH 1199 BLACK JACK CHURCH ROAD
l p) 'GREE"""`E GOLDSBORO, NORTH CAROLINA
a "! a ynTen SOUTHWEST AND NORTHWEST GOLDSBORO, NC
H.F. LEE ENERGY COMPLEX QUADRANGLES
148 RIVER STREET, SUITE 220 WILMINGTON rWN BY: J. CHASTAIN DATE: 02/15/2017
GREENVILLE, SOUTH CAROLINA GRAPHIC SCALE
PHONE [phone] JECT MANAGER: JUDD MAHAN CONTOUR INTERVAL: 5 FEET 1000 0 1000 2000
PHONEwww.syn 64-4 1-99 m OUT: FIG 1-1(SITE LOCATION MAP) MAP DATE: 2013 1-
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La y o fLand Are a
NOTES:
AERIAL PHOTOGRAPHY OBTAINED FROM NRCS VIA USDAGEOSPATIAL DATA GATEWAY, DATED 10/18/2014.
DRAWING HAS BEEN SET WITH A PROJECTION OF NORTH CAROLINASTATE PLANE COORDINATE SYSTEM FIPS 3200 (NAD83/2011).
FIGURE 1 -2SITE L AYOUT MAPH.F. LE E E NERGY COM PL EX - ACT IVEGOLDSBORO, NORTH CAROLINADRAWN BY: A. FEIGLPROJECT MANAGER: J. MAHA NCHECKED BY: C. PONCE
DATE: 02/14/2017
148 RIVER STREET, S UITE 220GREENVILLE, S OUTH C AROLINA 29601PHONE [phone]www.synterracorp.com
P:\Duke Energy Progress.1026\00 GIS BASE DATA\HF Lee\Map_Docs \AppendixB\Fig01_02_SiteLayout_Ac tive.mx d
450 0 450 900225
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148 RIVER STREET, SUITE 220
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DRAWN BY NAG CHASTAIN DATE 2/15/2017
PROJECT FIG EM AN
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LAYOUT: FIG 13 (REM SVSTEM LAYOUT)
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FIGURE 1-3
REMEDIATION SYSTEM LAYOUT
H. F. LEE ENERGY COMPLEX
1199 BLACKJACK CHURCH ROAD
GOLDSBORO, NORTH CAROLINA
• PROPOSED EXTRACTION WELL

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La y o fLand Are a
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NOTES:
WETLANDS AND STREAMS WERE DELINEATED BY AMEC FOSTERWHEELER OF CHARLOTTE, N.C. ON JUNE 1, 2014.
AERIAL PHOTOGRAPHY OBTA INED FROM NRCS VIA USDAGEOSPATIAL DATA GATEWAY, DATED 10/18/2014.
DRAWING HAS BEEN SET WITH A PROJECTION OF NORTH CAROLINASTATE PLANE COORDINATE SYSTEM FIPS 3200 (NAD83/2011).
FIGURE 3-1WETLAND AREASH.F. L EE E NE RGY COMP LE X - ACTIV EGOLDSBORO, NORTH CAROL INADRAWN BY: A. FEIGLPROJECT MANAGER: J. MAHANCHECKED BY: C. PONCE
DATE: 02/01/2017
14 8 RIVER STREET, SUITE 22 0GREENVILLE, SOUTH CAROL INA 296 01PHONE [phone]www.synterracorp.com
P:\Duke Energy Progress.1026\00 G IS BASE DATA\HF Lee\Map_Docs\AppendixB\F ig03_01_WetlandAreas _Ac tive.mx d
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GENERAL IZ ED GROUNDWAT ER FLOW CONTOUR
SOIL MOISTURE PROBES@A
Basis of Design Report – (60% Submittal) February 2017
H.F. Lee Energy Complex SynTerra
P:\Duke Energy Progress.1026\04.LEE PLANT\22.Basis of Design Report\Design Rpt (60)\HF Lee 60% Basis of Design Report Feb 2017.docx
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BG
M
W
-
1
0

D
U
P

1
0
/
0
4
/
2
0
1
6
5.
3
4.
0
1

2
0

1
4
3

0
.
1
4

2
3
2

4
3
7

8
.
7
2

N
M

1
1
.
8

N
A

N
A

2
3
6

N
A

N
A

<
1

N
A

N
A

<
1

N
A

N
A

1
0
5

N
A

N
A

<
1

1
1
.
8

N
A

N
A

<
5
0

N
A

N
A

<
1
CC
R
-
1
0
0
S

0
7
/
0
6
/
2
0
1
6
4.
8
26
.
4
0

2
3

1
7
9

5
.
6
0

2
9
4

4
9
9

7
.
5
3

N
M

<
5

N
A

N
A

N
A

N
A

N
A

<
1

N
A

N
A

<
1

N
A

N
A

5
1
1

N
A

N
A

<
1

N
A

N
A

N
A

<
5
0

N
A

N
A

<
1
CC
R
-
1
0
0
S

C
A
M
A

0
7
/
2
0
/
2
0
1
6
4.
6
26
.
3
2

2
0

1
6
9

5
.
8
9

4
4
6

6
5
1

8
.
5
3

N
M

<
5

2
2
5

N
A

3
2
0

<
1

N
A

<
1

<
1

N
A

<
1

5
1
2

N
A

5
2
8

<
1

N
A

<
1

<
5

<
5
0

N
A

<
5
0

<
1

N
A

<
1
CC
R
-
1
0
0
S

0
8
/
3
0
/
2
0
1
6
4.
7
26
.
7
3

2
0

1
6
5

6
.
0
5

2
6
2

4
6
7

9
.
6
7

N
M

<
5

N
A

N
A

N
A

N
A

N
A

<
1

N
A

N
A

<
1

N
A

N
A

5
6
5

N
A

N
A

<
1

N
A

N
A

N
A

<
5
0

N
A

N
A

<
1
CC
R
-
1
0
0
S

C
A
M
A

1
0
/
0
6
/
2
0
1
6
4.
4
26
.
7
2

1
8

1
6
7

6
.
3
3

3
5
4

5
5
9

9
.
0
4

0

<
5

2
5
0

N
A

2
8
2

<
1

N
A

<
1

<
1

N
A

<
1

5
7
6

N
A

5
4
3

<
1

N
A

<
1

<
5

<
5
0

N
A

<
5
0

<
1

N
A

<
1
CC
R
-
1
0
0
S

1
1
/
1
7
/
2
0
1
6
4.
5
25
.
9
5

1
7

1
7
1

6
.
8
2

2
3
8

4
4
3

1
.
6
1

N
M

<
2
0

N
A

N
A

N
A

N
A

N
A

<
1

N
A

N
A

<
1

N
A

N
A

5
3
9

N
A

N
A

<
1

N
A

N
A

N
A

<
5
0

N
A

N
A

<
1
CC
R
-
1
0
0
S

1
2
/
1
5
/
2
0
1
6
4.
6
26
.
2
5

1
6

1
7
4

6
.
2
0

2
2
3

4
2
8

2
.
3
3

N
M

<
5

N
A

N
A

N
A

N
A

N
A

<
1

N
A

N
A

<
1

N
A

N
A

6
0
0

N
A

N
A

<
1

N
A

N
A

N
A

<
5
0

N
A

N
A

<
1
CC
R
-
1
0
0
S

C
A
M
A

1
2
/
1
5
/
2
0
1
6
4.
6
26
.
2
5

1
6

1
7
4

6
.
2
0

2
2
3

4
2
8

2
.
3
3

N
M

<
5

2
4
5

N
A

2
2
9

<
1

N
A

<
1

<
1

N
A

<
1

5
7
9

N
A

5
6
4

<
1

N
A

1
.
1
9

<
5

<
5
0

N
A

<
5
0

<
1

N
A

<
1
NC
2
L

S
t
a
n
d
a
r
d
Re
p
o
r
t
i
n
g

U
n
i
t
s
An
a
l
y
t
i
c
a
l

P
a
r
a
m
e
t
e
r
Bicarbonate Alkalinity
Fi
e
l
d

P
a
r
a
m
e
t
e
r
s
Al
k
a
l
i
n
i
t
y
Fe
r
r
o
u
s

Ir
o
n
Tu
r
b
i
d
i
t
y
Eh
Ox
i
d
a
t
i
o
n

Re
d
u
c
t
i
o
n

Po
t
e
n
t
i
a
l
Di
s
s
o
l
v
e
d

Ox
y
g
e
n
Sp
e
c
i
f
i
c

Co
n
d
u
c
t
a
n
c
e
Te
m
p
e
r
a
t
u
r
e
Wa
t
e
r

Le
v
e
l
pH
Analytical Results
P:
\
D
u
k
e

E
n
e
r
g
y

P
r
o
g
r
e
s
s
.
1
0
2
6
\
0
4
.
L
E
E

P
L
A
N
T
\
2
2
.
B
a
s
i
s

o
f

D
e
s
i
g
n

R
e
p
o
r
t
\
D
e
s
i
g
n

R
p
t

(
6
0
)
\
T
a
b
l
e
s
\
T
a
b
l
e

2
-
1

B
a
s
e
l
i
n
e

S
i
t
e

C
o
n
d
i
t
i
o
n
s
.
x
ls
x
Page 1 of 12
TA
B
L
E

2
-
1
BA
S
E
L
I
N
E

S
I
T
E

C
O
N
D
I
T
I
O
N
S

-

A
R
E
A

C
O
N
S
I
D
E
R
E
D

F
O
R

A
C
C
E
L
E
R
A
T
E
D

R
E
M
E
D
I
A
T
I
O
N
H.
F
.

L
E
E

E
N
E
R
G
Y

C
O
M
P
L
E
X
DU
K
E

E
N
E
R
G
Y

P
R
O
G
R
E
S
S
,

L
L
C
,

G
O
L
D
S
B
O
R
O
,

N
C
Al
u
m
i
n
u
m

A
l
u
m
i
n
u
m

A
l
u
m
i
n
u
m

A
n
t
i
m
o
n
y

A
n
t
i
m
o
n
y

A
n
t
i
m
o
n
y

A
r
s
e
n
i
c

A
r
s
e
n
i
c

A
r
s
e
n
i
c

B
a
r
i
u
m

B
a
r
i
u
m

B
a
r
i
u
m

B
e
r
y
l
l
i
u
m

B
e
r
y
l
l
i
u
m

B
e
r
y
l
l
i
u
m

B
o
r
o
n

B
o
r
o
n

B
o
r
on

C
a
d
m
i
u
m

C
a
d
m
i
u
m

C
a
d
m
i
u
m
DI
S

(
D
I
S

0
.
1
u
)

T
O
T

D
I
S

(
D
I
S

0
.
1
u
)

T
O
T

D
I
S

(
D
I
S

0
.
1
u
)

T
O
T

D
I
S

(
D
I
S

0
.
1
u
)

T
O
T

D
I
S

(
D
I
S

0
.
1
u
)

T
O
T

D
I
S

(
D
I
S

0
.
1
u
)

T
O
T

D
I
S

(
D
I
S

0
.
1
u
)

T
O
T
S.
U
.

f
t

D
e
g

C

u
m
h
o
s
/
c
m

m
g
/
L

m
V

m
V

N
T
U
s

m
g
/
L

m
g
/
L

u
g
/
L

u
g
/
L

u
g
/
L

u
g
/
L

u
g
/
L

u
g
/
L

u
g
/
L

u
g
/
L

u
g
/
L

u
g
/
L

u
g
/
L

u
g
/
L

u
g
/
L

u
g
/
L

u
g
/
L

m
g
/
L

u
g
/
L

u
g
/
L

u
g
/
L

u
g
/
L

u
g
/
L

u
g
/
L
Re
p
o
r
t
i
n
g

U
n
i
t
s
An
a
l
y
t
i
c
a
l

P
a
r
a
m
e
t
e
r
Bicarbonate Alkalinity
Al
k
a
l
i
n
i
t
y
Fe
r
r
o
u
s

Ir
o
n
Tu
r
b
i
d
i
t
y
Eh
Ox
i
d
a
t
i
o
n

Re
d
u
c
t
i
o
n

Po
t
e
n
t
i
a
l
Di
s
s
o
l
v
e
d

Ox
y
g
e
n
Sp
e
c
i
f
i
c

Co
n
d
u
c
t
a
n
c
e
Te
m
p
e
r
a
t
u
r
e
Wa
t
e
r

Le
v
e
l
pH
CM
W
-
0
5

1
2
/
1
3
/
2
0
1
0

6
.
6

1
2
.
3
0

1
6

4
1
8

N
M

N
M

N
M

8
.
2

N
M

N
A

N
A

N
A

N
A

N
A

N
A

<
0
.
5

N
A

N
A

<
5

N
A

N
A

9
6

N
A

N
A

N
A

N
A

N
A

N
A
3090 NA

N
A

<
0
.
0
8
CM
W
-
0
5

0
3
/
0
3
/
2
0
1
1
6.
5
10
.
7
6

1
4

5
0
8

0
.
8
1

1
4
2

3
4
7

0
.
7
8

N
M

N
A

N
A

N
A

N
A

N
A

N
A

<
0
.
5

N
A

N
A

<
5

N
A

N
A

6
7
.
5

b

N
A

N
A

N
A

N
A

N
A

N
A
2520 NA

N
A

<
0
.
0
8
CM
W
-
0
5

0
6
/
0
8
/
2
0
1
1
6.
4
12
.
5
1

2
1

4
9
7

0
.
9
3

-
8
7

1
1
8

1
.
9

N
M

N
A

N
A

N
A

N
A

N
A

N
A

<
0
.
5

N
A

N
A

<
5

N
A

N
A

1
0
4

N
A

N
A

N
A

N
A

N
A

N
A
3110 NA

N
A

<
0
.
0
8
CM
W
-
0
5

1
0
/
0
5
/
2
0
1
1
6.
3
12
.
7
6

2
1

5
8
7

0
.
4
7

-
7
4

1
3
1

6
.
1
5

N
M

N
A

N
A

N
A

N
A

N
A

N
A

<
0
.
5

N
A

N
A

<
5

N
A

N
A

1
3
1

N
A

N
A

N
A

N
A

N
A

N
A
3710 NA

N
A

<
0
.
0
8
CM
W
-
0
5

0
3
/
1
5
/
2
0
1
2
6.
3
11
.
6
2

1
6

4
8
6

1
.
6
0

-
8
3

1
2
3

1
.
9
4

N
M

N
A

N
A

N
A

N
A

N
A

N
A

<
0
.
5

N
A

N
A

<
5

N
A

N
A

9
2
.
7

N
A

N
A

N
A

N
A

N
A

N
A
3140 NA

N
A

<
0
.
0
8
CM
W
-
0
5

0
6
/
1
3
/
2
0
1
2
6.
3
12
.
6
9

2
0

5
4
4

1
.
2
2

-
6
2

1
4
3

9
.
8

N
M

N
A

N
A

N
A

N
A

N
A

N
A

<
0
.
5

N
A

N
A

<
5

N
A

N
A

1
0
4

N
A

N
A

N
A

N
A

N
A

N
A
3180 NA

N
A

<
0
.
0
8
CM
W
-
0
5

1
0
/
1
7
/
2
0
1
2

6
.
8

1
2
.
7
2

2
0

6
6
5

0
.
7
0

-
4

2
0
1

4
.
1
4

N
M

N
A

N
A

N
A

N
A

N
A

N
A

<
0
.
5

N
A

N
A

<
5

N
A

N
A

1
1
2

N
A

N
A

N
A

N
A

N
A

N
A
3940 NA

N
A

<
0
.
0
8
CM
W
-
0
5

0
3
/
0
7
/
2
0
1
3
6.
0
8.
4
5

1
2

4
1
3

3
.
6
8

1
1
3

3
1
8

7
.
1
9

N
M

N
A

N
A

N
A

N
A

N
A

N
A

<
1

N
A

N
A

1
.
1
2

N
A

N
A

4
9

N
A

N
A

N
A

N
A

N
A

N
A
2140 NA

N
A

<
1
CM
W
-
0
5

0
6
/
0
5
/
2
0
1
3
5.
9
12
.
4
1

1
6

5
0
4

0
.
7
6

1
4
0

3
4
5

4
.
4
5

N
M

N
A

N
A

N
A

N
A

N
A

N
A

<
1

N
A

N
A

1
.
3
4

N
A

N
A

8
7

N
A

N
A

N
A

N
A

N
A

N
A
3060 NA

N
A

<
1
CM
W
-
0
5

1
0
/
1
1
/
2
0
1
3

6
.
5

1
2
.
0
0

1
9

6
1
9

0
.
5
1

7
0

2
7
5

7
.
6
2

N
M

N
A

N
A

N
A

N
A

N
A

N
A

<
1

N
A

N
A

3
.
1
5

N
A

N
A

1
1
2

N
A

N
A

N
A

N
A

N
A

N
A
3560 NA

N
A

1
.
1
5
CM
W
-
0
5

0
3
/
1
0
/
2
0
1
4
6.
1
3.
4
5

1
4

2
6
5

4
.
0
5

1
5
1

3
5
6

9
.
8
9

N
M

N
A

N
A

N
A

N
A

N
A

N
A

<
1

N
A

N
A

2
.
7
7

N
A

N
A

4
7

N
A

N
A

N
A

N
A

N
A

N
A
1120 NA

N
A

<
1
CM
W
-
0
5

D
U
P

0
3
/
1
0
/
2
0
1
4
6.
1
3.
4
5

1
4

2
6
5

4
.
0
5

1
5
1

3
5
6

9
.
8
9

N
M

N
A

N
A

N
A

N
A

N
A

N
A

<
1

N
A

N
A

2
.
6
3

N
A

N
A

4
8

N
A

N
A

N
A

N
A

N
A

N
A
1140 NA

N
A

<
1
CM
W
-
0
5

0
6
/
1
1
/
2
0
1
4
6.
3
11
.
2
3

1
9

3
1
1

0
.
3
6

1
0
8

3
1
3

5
.
1

N
M

N
A

N
A

N
A

N
A

N
A

N
A

<
1

N
A

N
A

1
.
3
5

N
A

N
A

6
3

N
A

N
A

N
A

N
A

N
A

N
A
1770 NA

N
A

<
1
CM
W
-
0
5

1
0
/
1
7
/
2
0
1
4

6
.
7

7
.
1
6

1
9

4
5
6

0
.
1
1

1
0

2
1
5

8
.
4
7

N
M

N
A

N
A

N
A

N
A

N
A

N
A

<
1

N
A

N
A

2
.
0
5

N
A

N
A

8
9

N
A

N
A

N
A

N
A

N
A

N
A
2710 NA

N
A

<
1
CM
W
-
0
5

D
U
P

1
0
/
1
7
/
2
0
1
4

6
.
7

7
.
1
6

1
9

4
5
6

0
.
1
1

1
0

2
1
5

8
.
4
7

N
M

N
A

N
A

N
A

N
A

N
A

N
A

<
1

N
A

N
A

2
.
0
2

N
A

N
A

8
9

N
A

N
A

N
A

N
A

N
A

N
A
2780 NA

N
A

<
1
CM
W
-
0
5

0
3
/
0
3
/
2
0
1
5
6.
2
3.
1
7

8

2
1
2

4
.
3
2

2
2
7

4
3
2

1
7
.
1

N
M

N
A

N
A

N
A

N
A

N
A

N
A

<
1

N
A

N
A

2
.
3
1

N
A

N
A

5
3

N
A

N
A

N
A

N
A

N
A

N
A
773 NA

N
A

<
1
CM
W
-
0
5

0
6
/
0
8
/
2
0
1
5
5.
9
18
.
9
9

1
9

2
8
0

0
.
7
2

1
3
5

3
4
0

8
.
7
8

<
0
.
5

8
5
.
4

N
A

N
A

1
7
1

N
A

N
A

<
1

N
A

N
A

1
.
0
1

N
A

N
A

7
0

N
A

N
A

<
1

8
5
.
4

N
A

N
A
1380 NA

N
A

<
1
CM
W
-
0
5

1
0
/
0
6
/
2
0
1
5
5.
8
4.
6
2

2
0

2
3
2

2
.
7
0

1
8
0

3
8
5

2
6
.
9

N
M

2
4
.
8

N
A

N
A

1
0
5
0

N
A

N
A

<
1

N
A

N
A

1
.
7
5

N
A

N
A

5
4

N
A

N
A

<
1

2
4
.
8

N
A

N
A

6
9
4

N
A

N
A

<
1
CM
W
-
0
5

D
U
P

1
0
/
0
6
/
2
0
1
5
5.
8
4.
6
2

2
0

2
3
2

2
.
7
0

1
8
0

3
8
5

2
6
.
9

N
M

2
6

N
A

N
A

1
2
2
0

N
A

N
A

<
1

N
A

N
A

1
.
6
9

N
A

N
A

5
4

N
A

N
A

<
1

2
6

N
A

N
A

6
9
3

N
A

N
A

<
1
CM
W
-
0
5

1
2
/
0
5
/
2
0
1
5
6.
0
7.
8
4

1
6

4
4
0

0
.
3
0

1
0
0

3
0
5

1
.
8
5

0

9
9
.
6

<
1
0
0

N
A

<
1
0
0

<
2
.
5

N
A

<
0
.
5

<
2
.
5

N
A

0
.
8
2

1
1
0

N
A

1
2
0

<
1

N
A

<
0
.
2

9
9
.
6

2
1
0
0

N
A
2000 <0.4

N
A

<
0
.
0
8
CM
W
-
0
5

0
2
/
0
1
/
2
0
1
6

6
.
7

6
.
7
1

1
5

5
8
2

0
.
4
2

8
4

1
9
9

5
.
6
1

2
8
8
.
6

1
6
1

<
5

N
A

2
3

<
1

N
A

<
1

<
1

N
A

1
.
1
2

1
1
7

N
A

1
2
4

<
1

N
A

<
1

1
6
1

2
4
5
0

N
A
2510 <1

N
A

<
1
CM
W
-
0
5

0
3
/
0
3
/
2
0
1
6

7
.
5

3
.
8
8

1
5

5
8
0

0
.
2
1

-
2
8

1
7
7

1
.
4

0
.
5

1
7
9

N
A

N
A

2
6

N
A

N
A

<
1

N
A

N
A

<
1

N
A

N
A

1
0
2

N
A

N
A

<
1

1
7
9

N
A

N
A
2660 NA

N
A

<
1
CM
W
-
0
5

D
U
P

0
3
/
0
3
/
2
0
1
6

7
.
5

3
.
8
8

1
5

5
8
0

0
.
2
1

-
2
8

1
7
7

1
.
4

0
.
5

1
6
4

N
A

N
A

3
1

N
A

N
A

<
1

N
A

N
A

<
1

N
A

N
A

1
0
2

N
A

N
A

<
1

1
6
4

N
A

N
A
2670 NA

N
A

<
1
CM
W
-
0
5

0
6
/
0
6
/
2
0
1
6

6
.
5

1
0
.
2
2

2
0

5
2
1

1
.
1
3

5
2

2
5
7

8
.
6
1

N
M

1
9
0

N
A

N
A

8
6

N
A

N
A

<
1

N
A

N
A

1
.
6
3

N
A

N
A

1
0
4

N
A

N
A

<
1

1
9
0

N
A

N
A
2840 NA

N
A

<
1
CM
W
-
0
5

1
0
/
0
5
/
2
0
1
6

6
.
5

8
.
7
4

2
2

5
7
0

0
.
3
5

2
4
7

4
5
2

8
.
1
3

N
M

2
1
9

M
1

N
A

N
A

2
9

N
A

N
A

<
1

N
A

N
A

1
.
1

N
A

N
A

1
1
3

N
A

N
A

<
1

2
1
9

N
A

N
A
2680 NA

N
A

<
1
CM
W
-
0
5

C
A
M
A

1
0
/
0
5
/
2
0
1
6

6
.
5

8
.
7
4

2
2

5
7
0

0
.
3
5

2
4
7

4
5
2

8
.
1
3

0

2
1
7

<
5

N
A

1
9

<
1

N
A

<
1

<
1

N
A

1
.
0
1

1
0
3

N
A

1
0
7

<
1

N
A

<
1

2
1
7

2
5
2
0

N
A
2530 <1

N
A

<
1
CM
W
-
0
6

1
2
/
1
4
/
2
0
1
0

6
.
9

4
.
6
7

1
4

5
6
0

N
M

N
M

N
M

1
.
4
8

N
M

N
A

N
A

N
A

N
A

N
A

N
A

<
0
.
5

N
A

N
A
28
4
NA

N
A

1
6
9

N
A

N
A

N
A

N
A

N
A

N
A
4320 NA

N
A

<
0
.
0
8
CM
W
-
0
6

0
3
/
0
3
/
2
0
1
1

6
.
7

4
.
6
2

1
4

8
0
8

0
.
3
5

-
1
1
1

9
4

8
.
9
4

N
M

N
A

N
A

N
A

N
A

N
A

N
A

<
0
.
5

N
A

N
A
53
3
NA

N
A

1
8
7

N
A

N
A

N
A

N
A

N
A

N
A
4630 NA

N
A

<
0
.
0
8
CM
W
-
0
6

0
6
/
0
8
/
2
0
1
1

6
.
7

5
.
7
3

2
1

8
0
7

0
.
3
2

-
1
4
7

5
8

0
.
9
2

N
M

N
A

N
A

N
A

N
A

N
A

N
A

<
0
.
5

N
A

N
A
66
5
NA

N
A

2
0
8

N
A

N
A

N
A

N
A

N
A

N
A
4940 NA

N
A

<
0
.
0
8
CM
W
-
0
6

D
U
P

0
6
/
0
8
/
2
0
1
1

6
.
7

5
.
7
3

2
1

8
0
7

0
.
3
2

-
1
4
7

5
8

0
.
9
2

N
M

N
A

N
A

N
A

N
A

N
A

N
A

<
0
.
5

N
A

N
A
67
0
NA

N
A

2
0
9

N
A

N
A

N
A

N
A

N
A

N
A
4930 NA

N
A

<
0
.
0
8
CM
W
-
0
6

1
0
/
0
5
/
2
0
1
1

6
.
7

5
.
1
5

2
0

7
8
0

0
.
2
7

-
1
8
9

1
6

0
.
8

N
M

N
A

N
A

N
A

N
A

N
A

N
A

<
0
.
5

N
A

N
A
63
3
NA

N
A

1
9
0

N
A

N
A

N
A

N
A

N
A

N
A
4660 NA

N
A

<
0
.
0
8
CM
W
-
0
6

0
3
/
1
4
/
2
0
1
2

6
.
7

4
.
5
8

1
7

7
0
8

0
.
2
8

-
1
7
5

3
0

5
.
0
4

N
M

N
A

N
A

N
A

N
A

N
A

N
A

<
0
.
5

N
A

N
A
64
0
NA

N
A

2
1
4

N
A

N
A

N
A

N
A

N
A

N
A
4460 NA

N
A

<
0
.
0
8
CM
W
-
0
6

0
6
/
1
3
/
2
0
1
2

6
.
7

5
.
3
3

1
9

8
3
1

0
.
8
3

-
1
5
5

5
0

1
.
3
4

N
M

N
A

N
A

N
A

N
A

N
A

N
A

<
0
.
5

N
A

N
A
59
2
NA

N
A

2
0
9

N
A

N
A

N
A

N
A

N
A

N
A
4250 NA

N
A

<
0
.
0
8
CM
W
-
0
6

0
9
/
2
5
/
2
0
1
5

6
.
7

6
.
6
3

2
0

8
7
6

0
.
2
0

-
1
0
9

9
6

8
.
8
3

N
M

N
A

2
1

2
2

6
8
0

<
1

<
1

<
1

1
9
1

1
8
1
20
3
25
8

2
6
0

2
6
9

<
1

<
1

<
1

N
A

3
4
7
0

3
5
2
0
3620 <1

<
1

<
1
CM
W
-
0
6

C
C
R

0
7
/
1
4
/
2
0
1
6

6
.
6

5
.
5
3

2
3

8
9
7

0
.
3
2

S

-
3
7

1
6
8

9
.
6
8

N
M

4
0
0

N
A

N
A

N
A

N
A

N
A

<
1

N
A

N
A
18
5
NA

N
A

2
6
9

N
A

N
A

<
1

N
A

N
A

N
A
3380 NA

N
A

<
1
CM
W
-
0
6

C
C
R

0
8
/
3
1
/
2
0
1
6

6
.
8

6
.
2
9

2
2

9
0
1

0
.
4
7

-
2
0
2

3

1
.
4
8

N
M

4
3
0

N
A

N
A

N
A

N
A

N
A

<
1

N
A

N
A
18
1
NA

N
A

2
7
0

N
A

N
A

<
1

N
A

N
A

N
A
3300 NA

N
A

<
1
CM
W
-
0
6

C
C
R

1
1
/
1
8
/
2
0
1
6

6
.
7

5
.
5
6

1
8

9
1
2

0
.
3
9

-
8
3

1
2
2

6
.
3
4

N
M

4
2
0

N
A

N
A

N
A

N
A

N
A

<
1

N
A

N
A
19
3
NA

N
A

3
5
3

N
A

N
A

<
1

N
A

N
A

N
A
3180 NA

N
A

<
1
CM
W
-
0
6

C
C
R

1
2
/
2
1
/
2
0
1
6

6
.
8

5
.
3
9

1
6

8
3
5

0
.
1
9

-
3
5

1
7
0

6
.
3
1

N
M

4
3
0

N
A

N
A

N
A

N
A

N
A

<
1

N
A

N
A
19
4
NA

N
A

4
1
5

N
A

N
A

<
1

N
A

N
A

N
A
3330 NA

N
A

<
1
CM
W
-
0
6
R

1
0
/
1
8
/
2
0
1
2
6.
4
5.
9
8

1
6

6
4
7

1
.
5
9

-
8
9

1
1
6

4
.
7
6

N
M

N
A

N
A

N
A

N
A

N
A

N
A

<
0
.
5

N
A

N
A
30
.
2
NA

N
A

2
3
0

N
A

N
A

N
A

N
A

N
A

N
A
3480 NA

N
A

<
0
.
0
8
CM
W
-
0
6
R

0
3
/
0
7
/
2
0
1
3
5.
7
4.
7
6

1
1

2
9
1

0
.
3
0

-
4
7

1
5
8

6
.
0
8

N
M

N
A

N
A

N
A

N
A

N
A

N
A

<
1

N
A

N
A
10
.
2
NA

N
A

1
3
1

N
A

N
A

N
A

N
A

N
A

N
A
1360 NA

N
A

<
1
CM
W
-
0
6
R

D
U
P

0
3
/
0
7
/
2
0
1
3
5.
7
4.
7
6

1
1

2
9
1

0
.
3
0

-
4
7

1
5
8

6
.
0
8

N
M

N
A

N
A

N
A

N
A

N
A

N
A

<
1

N
A

N
A
10
.
9
NA

N
A

1
3
6

N
A

N
A

N
A

N
A

N
A

N
A
1420 NA

N
A

<
1
CM
W
-
0
6
R

0
6
/
0
5
/
2
0
1
3
6.
4
6.
2
0

1
6

7
0
7

0
.
3
3

-
2
2

1
8
3

1
.
2
9

N
M

N
A

N
A

N
A

N
A

N
A

N
A

<
1

N
A

N
A
52
.
4
NA

N
A

2
1
9

N
A

N
A

N
A

N
A

N
A

N
A
3440 NA

N
A

<
1
CM
W
-
0
6
R

1
0
/
1
1
/
2
0
1
3

6
.
5

6
.
1
9

1
8

6
6
8

0
.
3
2

-
4
6

1
5
9

3
.
2
2

N
M

N
A

N
A

N
A

N
A

N
A

N
A

<
1

N
A

N
A
51
.
3
NA

N
A

2
2
3

N
A

N
A

N
A

N
A

N
A

N
A
3400 NA

N
A

<
1
CM
W
-
0
6
R

0
3
/
1
0
/
2
0
1
4
5.
5
4.
2
5

1
2

1
8
8

0
.
2
5

3
0

2
3
5

5
.
1
6

N
M

N
A

N
A

N
A

N
A

N
A

N
A

<
1

N
A

N
A

3
.
0
9

N
A

N
A

7
4

N
A

N
A

N
A

N
A

N
A

N
A

4
5
2

N
A

N
A

<
1
CM
W
-
0
6
R

0
6
/
1
1
/
2
0
1
4
6.
3
5.
9
9

1
7

6
0
8

0
.
3
0

-
5
3

1
5
2

2
.
7

N
M

N
A

N
A

N
A

N
A

N
A

N
A

<
1

N
A

N
A
36
NA

N
A

2
0
2

N
A

N
A

N
A

N
A

N
A

N
A
3160 NA

N
A

<
1
CM
W
-
0
6
R

D
U
P

0
6
/
1
1
/
2
0
1
4
6.
3
5.
9
9

1
7

6
0
8

0
.
3
0

-
5
3

1
5
2

2
.
7

N
M

N
A

N
A

N
A

N
A

N
A

N
A

<
1

N
A

N
A
34
.
5
NA

N
A

2
0
1

N
A

N
A

N
A

N
A

N
A

N
A
3110 NA

N
A

<
1
CM
W
-
0
6
R

1
0
/
1
7
/
2
0
1
4
6.
4
5.
4
9

1
8

5
7
8

0
.
2
0

-
3
0

1
7
5

6
.
5
7

N
M

N
A

N
A

N
A

N
A

N
A

N
A

<
1

N
A

N
A
46
.
1
NA

N
A

2
1
0

N
A

N
A

N
A

N
A

N
A

N
A
3000 NA

N
A

<
1
CM
W
-
0
6
R

0
3
/
0
3
/
2
0
1
5
5.
8
4.
2
5

9

2
0
3

0
.
1
4

-
2

2
0
3

2
0
.
2

N
M

N
A

N
A

N
A

N
A

N
A

N
A

<
1

N
A

N
A

6
.
9
5

N
A

N
A

6
7

N
A

N
A

N
A

N
A

N
A

N
A

4
9
4

N
A

N
A

<
1
CM
W
-
0
6
R

D
U
P

0
3
/
0
3
/
2
0
1
5
5.
8
4.
2
5

9

2
0
3

0
.
1
4

-
2

2
0
3

2
0
.
2

N
M

N
A

N
A

N
A

N
A

N
A

N
A

<
1

N
A

N
A

7
.
1
1

N
A

N
A

6
7

N
A

N
A

N
A

N
A

N
A

N
A

4
9
4

N
A

N
A

<
1
CM
W
-
0
6
R

0
6
/
0
9
/
2
0
1
5

7
.
4

6
.
1
2

1
7

5
8
4

0
.
3
8

-
7
8

1
2
7

4
.
9

6
.
5

1
4
8

N
A

N
A

2
7
8

N
A

N
A

<
1

N
A

N
A
32
.
4
NA

N
A

1
9
5

N
A

N
A

<
1

1
4
8

N
A

N
A
2800 NA

N
A

<
1
CM
W
-
0
6
R

1
0
/
0
6
/
2
0
1
5
5.
5
5.
2
2

2
0

2
9
6

0
.
2
3

3
1

2
3
6

9
.
6
8

N
M

1
2
.
2

N
A

N
A

5
6
7

N
A

N
A

<
1

N
A

N
A

6
.
1

N
A

N
A

1
2
7

N
A

N
A

<
1

1
2
.
2

N
A

N
A
848 NA

N
A

<
1
CM
W
-
0
6
R

1
2
/
0
5
/
2
0
1
5
5.
6
4.
9
4

1
6

2
3
5

0
.
1
4

-
1

2
0
4

9
.
1
1

1

2
8
.
4

<
1
0
0

N
A

3
3
0

<
0
.
5

N
A

<
0
.
5

4
.
3

N
A

4
.
6

1
1
0

N
A

1
1
0

<
0
.
2

N
A

<
0
.
2

2
8
.
4

8
6
0

N
A
840 <0.08

N
A

<
0
.
0
8
CM
W
-
0
6
R

0
1
/
1
2
/
2
0
1
6
5.
6
4.
7
0

1
5

1
2
7

0
.
2
0

-
4
5

1
6
0

7
.
4

5
.
5

1
4
.
6

8
3

N
A

9
7
5

<
1

N
A

<
1

2
.
2
8

N
A

2
.
9
1

8
3

N
A

9
1

<
1

N
A

<
1

1
4
.
6

5
0
3

N
A

5
1
7

<
1

N
A

<
1
CM
W
-
0
6
R

0
3
/
0
3
/
2
0
1
6
6.
4
4.
7
8

1
2

1
9
1

0
.
2
5

2
7

2
3
2

3
.
4

3

5
.
6

N
A

N
A

4
0
6

N
A

N
A

<
1

N
A

N
A

1
.
5
5

N
A

N
A

1
0
0

N
A

N
A

<
1

5
.
6

N
A

N
A

5
8
0

N
A

N
A

<
1
CM
W
-
0
6
R

0
6
/
0
6
/
2
0
1
6
6.
4
5.
9
2

1
8

5
5
2

0
.
2
2

-
9
2

1
1
3

0
.
3
6

N
M

1
4
1

N
A

N
A

4
0

N
A

N
A

<
1

N
A

N
A
34
NA

N
A

1
8
2

N
A

N
A

<
1

1
4
1

N
A

N
A
2600 NA

N
A

<
1
CM
W
-
0
6
R

D
U
P

0
6
/
0
6
/
2
0
1
6
6.
4
5.
9
2

1
8

5
5
2

0
.
2
2

-
9
2

1
1
3

0
.
3
6

N
M

1
4
3

N
A

N
A

4
6

N
A

N
A

<
1

N
A

N
A
33
.
8
NA

N
A

1
8
6

N
A

N
A

<
1

1
4
3

N
A

N
A
2650 NA

N
A

<
1
CM
W
-
0
6
R

1
0
/
0
4
/
2
0
1
6
6.
2
5.
7
2

2
0

4
4
4

0
.
2
7

7
7

2
8
2

7
.
3
9

N
M

1
0
2

N
A

N
A

2
6
2

N
A

N
A

<
1

N
A

N
A
31
.
9
NA

N
A

1
5
6

N
A

N
A

<
1

1
0
2

N
A

N
A
1980 NA

N
A

<
1
CM
W
-
0
6
R

C
A
M
A

1
0
/
0
4
/
2
0
1
6
6.
2
5.
7
2

2
0

4
4
4

0
.
2
7

7
7

2
8
2

7
.
3
9

5

9
9

4
2

N
A

4
1
8

<
1

N
A

<
1

3
2

N
A
35
14
9

N
A

1
5
6

<
1

N
A

<
1

9
9

1
9
2
0

N
A
2010 <1

N
A

<
1
CT
M
W
-
0
1

1
2
/
1
3
/
2
0
1
0
6.
4
2.
4
1

1
3

1
0
4

N
M

N
M

N
M

1
.
2

N
M

N
A

N
A

N
A

N
A

N
A

N
A

<
0
.
5

N
A

N
A

<
5

N
A

N
A

3
1
.
1

N
A

N
A

N
A

N
A

N
A

N
A

1
2
9

N
A

N
A

<
0
.
0
8
CT
M
W
-
0
1

0
3
/
0
3
/
2
0
1
1
6.
4
2.
2
3

1
4

1
5
4

5
.
1
0

1
2
2

3
2
7

4

N
M

N
A

N
A

N
A

N
A

N
A

N
A

<
0
.
5

N
A

N
A

<
5

N
A

N
A

2
6
.
7

b

N
A

N
A

N
A

N
A

N
A

N
A

1
4
2

N
A

N
A

<
0
.
0
8
CT
M
W
-
0
1

0
6
/
0
8
/
2
0
1
1
6.
2
2.
8
5

2
1

1
6
5

1
.
2
9

-
8
9

1
1
7

7
.
9
4

N
M

N
A

N
A

N
A

N
A

N
A

N
A

<
0
.
5

N
A

N
A

<
5

N
A

N
A

3
4
.
3

N
A

N
A

N
A

N
A

N
A

N
A

1
3
3

N
A

N
A

<
0
.
0
8
CT
M
W
-
0
1

1
0
/
0
5
/
2
0
1
1
6.
2
2.
9
4

2
0

1
7
3

0
.
3
6

-
5
1

1
5
4

3
.
1
2

N
M

N
A

N
A

N
A

N
A

N
A

N
A

<
0
.
5

N
A

N
A

<
5

N
A

N
A

3
6

N
A

N
A

N
A

N
A

N
A

N
A

1
7
0

N
A

N
A

<
0
.
0
8
CT
M
W
-
0
1

0
3
/
1
5
/
2
0
1
2
6.
3
2.
5
0

1
8

1
8
6

2
.
5
0

-
8
7

1
1
8

9
.
3
3

N
M

N
A

N
A

N
A

N
A

N
A

N
A

<
0
.
5

N
A

N
A

<
5

N
A

N
A

3
4
.
6

N
A

N
A

N
A

N
A

N
A

N
A

1
3
9

N
A

N
A

<
0
.
0
8
CT
M
W
-
0
1

0
6
/
1
3
/
2
0
1
2
6.
1
2.
7
7

2
1

1
9
0

1
.
3
4

-
1
1
1

9
4

9
.
3
2

N
M

N
A

N
A

N
A

N
A

N
A

N
A

<
0
.
5

N
A

N
A

<
5

N
A

N
A

3
6
.
1

N
A

N
A

N
A

N
A

N
A

N
A

1
3
5

N
A

N
A

<
0
.
0
8
CT
M
W
-
0
1

1
0
/
1
7
/
2
0
1
2
6.
2
2.
8
5

1
9

1
9
2

0
.
6
3

-
1

2
0
5

6
.
1
9

N
M

N
A

N
A

N
A

N
A

N
A

N
A

<
0
.
5

N
A

N
A

<
5

N
A

N
A

3
7

N
A

N
A

N
A

N
A

N
A

N
A

1
3
6

N
A

N
A

<
0
.
0
8
CT
M
W
-
0
1

D
U
P

1
0
/
1
7
/
2
0
1
2
6.
2
2.
8
5

1
9

1
9
2

0
.
6
3

-
1

2
0
5

6
.
1
9

N
M

N
A

N
A

N
A

N
A

N
A

N
A

<
0
.
5

N
A

N
A

<
5

N
A

N
A

3
7
.
4

N
A

N
A

N
A

N
A

N
A

N
A

1
3
7

N
A

N
A

<
0
.
0
8
CT
M
W
-
0
1

0
3
/
0
7
/
2
0
1
3
6.
2
1.
6
5

1
3

1
8
9

0
.
6
1

8

2
1
3

9
.
6
2

N
M

N
A

N
A

N
A

N
A

N
A

N
A

<
1

N
A

N
A

<
1

N
A

N
A

3
5

N
A

N
A

N
A

N
A

N
A

N
A

1
1
9

N
A

N
A

<
1
CT
M
W
-
0
1

0
6
/
0
5
/
2
0
1
3
6.
1
3.
4
4

1
9

2
0
1

0
.
2
6

3
6

2
4
1

4
0
.
6

N
M

N
A

N
A

N
A

N
A

N
A

N
A

<
1

N
A

N
A

<
1

N
A

N
A

4
2

N
A

N
A

N
A

N
A

N
A

N
A

1
3
3

N
A

N
A

<
1
CT
M
W
-
0
1

1
0
/
1
1
/
2
0
1
3
6.
2
3.
9
2

1
9

1
9
8

0
.
3
8

2
9

2
3
4

6
.
9
8

N
M

N
A

N
A

N
A

N
A

N
A

N
A

<
1

N
A

N
A

<
1

N
A

N
A

4
3

N
A

N
A

N
A

N
A

N
A

N
A

1
2
9

N
A

N
A

<
1
CT
M
W
-
0
1

0
3
/
1
0
/
2
0
1
4
6.
2
0.
4
1

1
8

2
0
2

1
.
4
8

1
2
2

3
2
7

5
.
8
3

N
M

N
A

N
A

N
A

N
A

N
A

N
A

<
1

N
A

N
A

<
1

N
A

N
A

3
9

N
A

N
A

N
A

N
A

N
A

N
A

1
3
3

N
A

N
A

<
1
CT
M
W
-
0
1

0
6
/
1
1
/
2
0
1
4
6.
2
3.
0
9

2
2

2
0
1

0
.
2
5

9

2
1
4

9
.
7

N
M

N
A

N
A

N
A

N
A

N
A

N
A

<
1

N
A

N
A

<
1

N
A

N
A

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Page 2 of 12
TA
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2
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Prepared by: BER Checked by: TCP
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Page 3 of 12
TA
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2

0
.
9
5

N
A

0
.
8
6

3
.
4

N
A

<
1

N
A

9
2
0

N
A
11
0
0
0.
1

N
A

<
0
.
1

N
A

2
.
4
6

3
9

N
A

4
0

<
0
.
2

N
A

<
0
.
2

1
0
.
5

<
0
.
5

N
A

<
0
.
5
AM
W
-
1
5
S

0
1
/
1
2
/
2
0
1
6

6
.
3
4

<
5

1
4

<
0
.
0
3

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1

N
A

<
1

1
.
1
1

N
A
1.
0
9
<1

N
A

<
1

N
A

7
7
7

N
A
83
6
<1

N
A

<
1

N
A

2
.
7
2

4
4

N
A

4
7

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0
.
0
5

N
A

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0
.
0
5

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1
0

<
1

N
A

<
1
AM
W
-
1
5
S

1
2
/
1
6
/
2
0
1
6

6
.
8
1

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5

1
7
0.
2
1
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N
A

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1

1
.
1
8

N
A
1.
1
5
<1

N
A

<
1

N
A

9
4
3

N
A
89
7
<1

N
A

<
1

N
A

2
.
9
7

5
7

N
A
53 <0.05

N
A

<
0
.
0
5

<
1
0

<
1

N
A

<
1
AM
W
-
1
7
B
C

0
8
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1
0
/
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1
6

2
7
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1

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5

2
3
0.
1
6
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N
A

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1

1
.
1
6

N
A
1.
1
1
<1

N
A

1
.
1
7

N
A

1
5

N
A
50
7
<1

N
A

<
1

N
A

7
.
4
1

5
2

N
A
52 <0.05

N
A

<
0
.
0
5

<
1
0

1
.
2
6

N
A

1
.
0
4
AM
W
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1
7
B
C

1
0
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0
7
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2
0
1
6

3
2

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5

2
3

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0
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1
5

D
3

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1

N
A

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1

1
.
0
2

N
A
1.
0
9
<1

N
A

<
1

N
A

1
4
2

N
A
31
3
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N
A

<
1

N
A

8
.
8
1

5
9

N
A
59 <0.05

N
A

<
0
.
0
5

<
1
0

1
.
3
7

N
A

1
.
3
7
AM
W
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1
7
B
C

1
1
/
2
1
/
2
0
1
6

2
2
.
8

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5

1
8
3.
1
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N
A

2
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1
2

1
.
2

N
A
2.
6
2
<1

N
A

4
.
1
7

N
A

<
1
0

N
A
45
6
0
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N
A

1
.
0
4

N
A

6
.
2
9

6
7

N
A
68 <0.05

N
A

<
0
.
0
5

<
1
0

N
2

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1

N
A

<
1
AM
W
-
1
7
S

C
C
R

0
7
/
0
7
/
2
0
1
6

5
.
1
2

N
A

8
.
5

N
A

N
A

N
A

<
1

N
A

N
A
3.
0
8
NA

N
A

N
A

<
0
.
1

N
A

N
A

N
A

N
A

N
A

<
1

<
5

2
.
6
8

N
A

N
A

N
A

N
A

N
A

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0
.
0
5

N
A

N
A

N
A

<
1
AM
W
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1
7
S

C
C
R

D
U
P

0
7
/
0
7
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2
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1
6

5
.
1
2

N
A

8
.
5

N
A

N
A

N
A

<
1

N
A

N
A
3.
1
6
NA

N
A

N
A

<
0
.
1

N
A

N
A

N
A

N
A

N
A

<
1

<
5

2
.
6
7

N
A

N
A

N
A

N
A

N
A

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0
.
0
5

N
A

N
A

N
A

<
1
AM
W
-
1
7
S

0
7
/
2
8
/
2
0
1
6

5
.
2
2

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5

1
1

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0
.
0
3

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N
A

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1

2
.
3
8

N
A
2.
2
1
1.
4
8

N
A

1
.
3
3

N
A

1
6

N
A

4
9

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1

N
A

<
1

N
A

2
.
7
3

3
9

N
A

3
8

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0
.
0
5

N
A

<
0
.
0
5

<
1
0

<
1

N
A

<
1
AM
W
-
1
7
S

C
C
R

0
8
/
2
9
/
2
0
1
6

4
.
7

B
2

N
A

9
.
4

N
A

N
A

N
A

<
1

N
A

N
A
1.
7
2
NA

N
A

N
A

<
0
.
1

N
A

N
A

N
A

N
A

N
A

<
1

<
5

2
.
5
7

N
A

N
A

N
A

N
A

N
A

<
0
.
0
5

N
A

N
A

N
A

<
1
AM
W
-
1
7
S

1
0
/
0
7
/
2
0
1
6

4
.
5
8

<
5

1
2

<
0
.
0
3

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1

N
A

<
1

2
.
1
7

N
A
2.
0
1
<1

N
A

<
1

N
A

1
7

N
A

4
3

<
1

N
A

<
1

N
A

2
.
4

3
8

N
A

3
8

<
0
.
0
5

N
A

<
0
.
0
5

<
1
0

<
1

N
A

<
1
AM
W
-
1
7
S

C
C
R

1
1
/
2
1
/
2
0
1
6

4
.
7
6

B
2

N
A

1
5

N
A

N
A

N
A

<
1

N
A

N
A
1.
9
1
NA

N
A

N
A

<
0
.
1

N
A

N
A

N
A

N
A

N
A

<
1

<
5

2
.
3
9

N
A

N
A

N
A

N
A

N
A

<
0
.
0
5

N
A

N
A

N
A

<
1
AM
W
-
1
7
S

C
C
R

1
2
/
2
1
/
2
0
1
6

4
.
1
6

N
A

1
1

N
A

N
A

N
A

<
1

N
A

N
A
1.
4
7
NA

N
A

N
A

<
0
.
1

N
A

N
A

N
A

N
A

N
A

<
1

<
5

2
.
2

N
A

N
A

N
A

N
A

N
A

<
0
.
0
5

N
A

N
A

N
A

<
1
AM
W
-
1
7
S

C
C
R

D
U
P

1
2
/
2
1
/
2
0
1
6

4
.
3

N
A

1
1

N
A

N
A

N
A

<
1

N
A

N
A
1.
5
1
NA

N
A

N
A

<
0
.
1

N
A

N
A

N
A

N
A

N
A

<
1

<
5

2
.
2
6

N
A

N
A

N
A

N
A

N
A

<
0
.
0
5

N
A

N
A

N
A

<
1
AM
W
-
1
8
S

0
7
/
2
8
/
2
0
1
6

2
8
.
7

<
5

2
9
1.
7

M
6
<1

N
A

<
1

6
.
8
9

N
A
7.
1
4
<1

N
A

3
.
1
4

N
A

1
4
3
0
0

N
A
14
7
0
0
<1

N
A

<
1

N
A

9
.
8

3
4
5

N
A
337 <0.05

N
A

<
0
.
0
5

2
0
4

1
5
.
6

N
A

1
5
.
9
AM
W
-
1
8
S

1
0
/
0
6
/
2
0
1
6

3
3
.
3

<
5

2
8

<
0
.
6

D
3

<
1

N
A

<
1

6
.
9
6

N
A
7.
6
7
<1

N
A

<
1

N
A

1
5
6
0
0

N
A
14
8
0
0
<1

N
A

<
1

N
A

1
1
.
1

3
8
0

N
A
360 <0.05

N
A

<
0
.
0
5

1
8
8

1
9
.
1

N
A

2
0
.
8
BG
M
W
-
1
0

1
0
/
1
8
/
2
0
1
2

N
A

N
A

1
0
.
2

N
A

N
A

N
A

<
5

N
A

N
A

N
A

N
A

N
A

<
5

N
A

N
A

N
A
65
0
0
NA

N
A

<
5

N
A

N
A

N
A

N
A
75.6 NA

N
A

<
0
.
2

N
A

N
A

N
A

N
A
BG
M
W
-
1
0

0
3
/
0
7
/
2
0
1
3

N
A

N
A

1
1

N
A

N
A

N
A

<
5

N
A

N
A

N
A

N
A

N
A

<
5

N
A

N
A

N
A
60
5
0
NA

N
A

<
1

N
A

N
A

N
A

N
A
83 NA

N
A

<
0
.
0
5

N
A

N
A

N
A

N
A
BG
M
W
-
1
0

0
6
/
0
5
/
2
0
1
3

N
A

N
A

9
.
9

N
A

N
A

N
A

<
5

N
A

N
A

N
A

N
A

N
A

<
5

N
A

N
A

N
A
13
5
0
0
NA

N
A

<
1

N
A

N
A

N
A

N
A
94 NA

N
A

<
0
.
0
5

N
A

N
A

N
A

N
A
BG
M
W
-
1
0

1
0
/
1
0
/
2
0
1
3

N
A

N
A

1
0

N
A

N
A

N
A

<
5

N
A

N
A

N
A

N
A

N
A

<
5

N
A

N
A

N
A
75
6
0
NA

N
A

<
1

N
A

N
A

N
A

N
A
87 NA

N
A

<
0
.
0
5

N
A

N
A

N
A

N
A
BG
M
W
-
1
0

0
3
/
1
0
/
2
0
1
4

N
A

N
A

2
8

N
A

N
A

N
A

<
5

N
A

N
A

N
A

N
A

N
A

<
5

N
A

N
A

N
A
46
5
NA

N
A

<
1

N
A

N
A

N
A

N
A
75 NA

N
A

<
0
.
0
5

N
A

N
A

N
A

N
A
BG
M
W
-
1
0

0
6
/
1
1
/
2
0
1
4

N
A

N
A

2
0

N
A

N
A

N
A

<
5

N
A

N
A

N
A

N
A

N
A

<
5

N
A

N
A

N
A
91
7
NA

N
A

<
1

N
A

N
A

N
A

N
A
72 NA

N
A

<
0
.
0
5

N
A

N
A

N
A

N
A
BG
M
W
-
1
0

1
0
/
1
7
/
2
0
1
4

N
A

N
A

1
4

N
A

N
A

N
A

<
5

N
A

N
A

N
A

N
A

N
A

<
5

N
A

N
A

N
A
12
8
0
NA

N
A

<
1

N
A

N
A

N
A

N
A

4
8

N
A

N
A

<
0
.
0
5

N
A

N
A

N
A

N
A
BG
M
W
-
1
0

0
3
/
0
3
/
2
0
1
5

N
A

N
A

1
6

N
A

N
A

N
A

<
5

N
A

N
A

N
A

N
A

N
A

<
5

N
A

N
A

N
A
36
6
NA

N
A

<
1

N
A

N
A

N
A

N
A

4
8

N
A

N
A

<
0
.
0
5

N
A

N
A

N
A

N
A
BG
M
W
-
1
0

0
6
/
0
8
/
2
0
1
5

5
.
4
9

<
5

1
7

N
A

N
A

N
A

<
5

N
A

N
A
1.
1
1
NA

N
A

<
5

N
A

N
A

N
A
85
7
NA

N
A

<
1

N
A

2
.
5

N
A

N
A
57 NA

N
A

<
0
.
0
5

N
A

N
A

N
A

<
1
BG
M
W
-
1
0

1
0
/
0
6
/
2
0
1
5

4
.
7
2

B
2

<
5

1
6

N
A

N
A

N
A

<
5

N
A

N
A
2.
0
7
NA

N
A

<
5

N
A

N
A

N
A
44
5
0
NA

N
A

<
1

N
A

2
.
5
2

N
A

N
A
68 NA

N
A

<
0
.
0
5

N
A

N
A

N
A

<
1
BG
M
W
-
1
0

1
2
/
0
4
/
2
0
1
5

4
.
1
6

<
5

1
6

<
0
.
0
3

<
1

N
A

<
1

1
.
9
9

N
A
1.
4
9
<1

N
A

<
1

N
A

1
9
0
0

N
A
14
0
0
<1

N
A

<
1

N
A

2
.
1
4

8
3

N
A
78 <0.05

N
A

<
0
.
0
5

<
1
0

C
L

<
1

N
A

<
1
BG
M
W
-
1
0

0
1
/
1
2
/
2
0
1
6

5
.
5
2

<
5

2
3

<
0
.
0
3

<
1

N
A

<
1

1
.
4

N
A
1.
2
9
<1

N
A

<
1

N
A

6
8
0

N
A
16
6
0
<1

N
A

<
1

N
A

2
.
5
7

7
9

N
A
81 <0.05

N
A

<
0
.
0
5

<
1
0

<
1

N
A

<
1
BG
M
W
-
1
0

0
3
/
0
3
/
2
0
1
6

7
.
2
2

<
5

3
9

N
A

N
A

N
A

<
5

N
A

N
A
1.
5
3
NA

N
A

<
5

N
A

N
A

N
A
72
6
NA

N
A

<
1

N
A

3
.
5
1

N
A

N
A
72 NA

N
A

<
0
.
0
5

N
A

N
A

N
A

<
1
BG
M
W
-
1
0

0
6
/
0
6
/
2
0
1
6

5
.
6
6

<
5

1
7

N
A

N
A

N
A

<
5

N
A

N
A
1.
3
2
NA

N
A

<
5

N
A

N
A

N
A
59
4
NA

N
A

<
1

N
A

2
.
5
8

N
A

N
A
66 NA

N
A

<
0
.
0
5

N
A

N
A

N
A

<
1
BG
M
W
-
1
0

1
0
/
0
4
/
2
0
1
6

5
.
3
8

<
5

1
7

B
2

N
A

N
A

N
A

<
5

N
A

N
A
1.
7
NA

N
A

<
5

N
A

N
A

N
A
27
4
0
NA

N
A

<
1

N
A

2
.
8
1

N
A

N
A
71 NA

N
A

<
0
.
0
5

N
A

N
A

N
A

<
1
BG
M
W
-
1
0

C
A
M
A

1
0
/
0
4
/
2
0
1
6

5
.
4
4

<
5

1
7

<
0
.
6

D
3

<
1

N
A

<
1

1
.
7
2

N
A
1.
7
8
<1

N
A

<
1

N
A

2
2
9
0

N
A
26
5
0
<1

N
A

<
1

N
A

2
.
8
6

6
4

N
A
70 <0.05

N
A

<
0
.
0
5

1
0
.
8

<
1

N
A

<
1
BG
M
W
-
1
0

D
U
P

1
0
/
0
4
/
2
0
1
6

5
.
5
9

<
5

1
7

B
2

N
A

N
A

N
A

<
5

N
A

N
A
1.
7
5
NA

N
A

<
5

N
A

N
A

N
A
45
0
0
NA

N
A

<
1

N
A

2
.
9
2

N
A

N
A
70 NA

N
A

<
0
.
0
5

N
A

N
A

N
A

<
1
CC
R
-
1
0
0
S

0
7
/
0
6
/
2
0
1
6

1
0
.
6

N
A

1
6

N
A

N
A

N
A

<
1

N
A

N
A
6.
1
5
NA

N
A

N
A

<
0
.
1

N
A

N
A

N
A

N
A

N
A

2
.
4
7

<
5

5
.
3

N
A

N
A

N
A

N
A

N
A

<
0
.
0
5

N
A

N
A

N
A

<
1
CC
R
-
1
0
0
S

C
A
M
A

0
7
/
2
0
/
2
0
1
6

1
0
.
9

<
5

1
7

<
0
.
0
3

<
1

N
A

<
1

5
.
7
1

N
A
5.
6
4
12
.
2

N
A

3
.
5
2

N
A

<
1
0

N
A

7
0

3
.
4
7

N
A

2
.
6
1

N
A

5
.
5
7

1
1
7

N
A
119 <0.05

N
A

<
0
.
0
5

<
1
0

L
3

<
1

N
A

<
1
CC
R
-
1
0
0
S

0
8
/
3
0
/
2
0
1
6

1
0
.
9

B
2

N
A

1
6

N
A

N
A

N
A

<
1

N
A

N
A
6.
3
NA

N
A

N
A

<
0
.
1

N
A

N
A

N
A

N
A

N
A

3
.
7
6

<
5

5
.
5

N
A

N
A

N
A

N
A

N
A

<
0
.
0
5

N
A

N
A

N
A

<
1
CC
R
-
1
0
0
S

C
A
M
A

1
0
/
0
6
/
2
0
1
6

1
0
.
7

<
5

1
5

<
0
.
0
3

<
1

N
A

<
1

5
.
8
6

N
A
5.
9
8
3.
2
5

N
A

3
.
6
3

N
A

<
1
0

N
A

5
6

3
.
5
3

N
A

3
.
7

N
A

5
.
4
9

1
2
6

N
A
119 <0.05

N
A

<
0
.
0
5

<
1
0

<
1

N
A

<
1
CC
R
-
1
0
0
S

1
1
/
1
7
/
2
0
1
6

1
0
.
3

N
A

1
5

N
A

N
A

N
A

<
1

N
A

N
A
6.
2
8
NA

N
A

N
A

<
0
.
5

N
A

N
A

N
A

N
A

N
A

4
.
3
9

<
5

5
.
2
8

N
A

N
A

N
A

N
A

N
A

<
0
.
0
5

N
A

N
A

N
A

<
1
CC
R
-
1
0
0
S

1
2
/
1
5
/
2
0
1
6

1
1
.
4

B
1

N
A

1
6

N
A

N
A

N
A

<
1

N
A

N
A
6.
0
1
NA

N
A

N
A

<
0
.
1

N
A

N
A

N
A

N
A

N
A

4
.
2
7

<
5

5
.
8
1

N
A

N
A

N
A

N
A

N
A

<
0
.
0
5

N
A

N
A

N
A

<
1
CC
R
-
1
0
0
S

C
A
M
A

1
2
/
1
5
/
2
0
1
6

1
0
.
9

<
5

1
5

0
.
0
2
7

<
1

N
A

<
1

6
.
0
1

N
A
6.
2
2
3.
7
2

N
A

3
.
7
9

N
A

<
1
0

N
A

2
0

4
.
1
3

N
A

4
.
1
6

N
A

5
.
5
5

1
2
4

N
A
119 <0.05

N
A

<
0
.
0
5

<
1
0

C
L

<
1

N
A

<
1
Li
t
h
i
u
m
Fl
u
o
r
i
d
e
Ca
r
b
o
n
a
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e

Al
k
a
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i
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An
a
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t
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P
a
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Re
p
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U
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s
NC
2
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S
t
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a
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An
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R
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Ch
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Methane
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\
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(
6
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2
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B
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S
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C
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.
x
ls
x
Page 4 of 12
TA
B
L
E

2
-
1
BA
S
E
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S
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C
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Mercury

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M
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m
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m
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u
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Ca
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b
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Al
k
a
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An
a
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P
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p
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U
n
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Ch
l
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i
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e
Methane
CM
W
-
0
5

1
2
/
1
3
/
2
0
1
0

N
A

N
A

3
3
.
8

N
A

N
A

N
A

<
5

N
A

N
A

N
A

N
A

N
A

<
5

N
A

N
A

N
A
11
4
0
NA

N
A

<
5

N
A

N
A

N
A

N
A
64.4 NA

N
A

<
0
.
2

N
A

N
A

N
A

N
A
CM
W
-
0
5

0
3
/
0
3
/
2
0
1
1

N
A

N
A

2
9
.
4

b

N
A

N
A

N
A

<
5

N
A

N
A

N
A

N
A

N
A

<
5

N
A

N
A

N
A

9
0
.
6

N
A

N
A

<
5

N
A

N
A

N
A

N
A
86.9 NA

N
A

<
0
.
2

N
A

N
A

N
A

N
A
CM
W
-
0
5

0
6
/
0
8
/
2
0
1
1

N
A

N
A

2
9
.
9

N
A

N
A

N
A

<
5

N
A

N
A

N
A

N
A

N
A

<
5

N
A

N
A

N
A
34
2
NA

N
A

<
5

N
A

N
A

N
A

N
A

3
9

N
A

N
A

<
0
.
2

N
A

N
A

N
A

N
A
CM
W
-
0
5

1
0
/
0
5
/
2
0
1
1

N
A

N
A

3
1
.
6

N
A

N
A

N
A

<
5

N
A

N
A

N
A

N
A

N
A

<
5

N
A

N
A

N
A
56
9
NA

N
A

<
5

N
A

N
A

N
A

N
A
163 NA

N
A

<
0
.
2

N
A

N
A

N
A

N
A
CM
W
-
0
5

0
3
/
1
5
/
2
0
1
2

N
A

N
A

3
8

N
A

N
A

N
A

<
5

N
A

N
A

N
A

N
A

N
A

<
5

N
A

N
A

N
A

1
9
1

N
A

N
A

<
5

N
A

N
A

N
A

N
A
50.5 NA

N
A

<
0
.
2

N
A

N
A

N
A

N
A
CM
W
-
0
5

0
6
/
1
3
/
2
0
1
2

N
A

N
A

3
0
.
6

N
A

N
A

N
A

<
5

N
A

N
A

N
A

N
A

N
A

<
5

N
A

N
A

N
A
70
7
NA

N
A

<
5

N
A

N
A

N
A

N
A

3
5
.
2

N
A

N
A

<
0
.
2

N
A

N
A

N
A

N
A
CM
W
-
0
5

1
0
/
1
7
/
2
0
1
2

N
A

N
A

3
5
.
8

N
A

N
A

N
A

<
5

N
A

N
A

N
A

N
A

N
A

<
5

N
A

N
A

N
A
32
7
NA

N
A

<
5

N
A

N
A

N
A

N
A
79.3 NA

N
A

<
0
.
2

N
A

N
A

N
A

N
A
CM
W
-
0
5

0
3
/
0
7
/
2
0
1
3

N
A

N
A

3
0

N
A

N
A

N
A

<
5

N
A

N
A

N
A

N
A

N
A

<
5

N
A

N
A

N
A
33
6
NA

N
A

<
1

N
A

N
A

N
A

N
A

1
5

N
A

N
A

<
0
.
0
5

N
A

N
A

N
A

N
A
CM
W
-
0
5

0
6
/
0
5
/
2
0
1
3

N
A

N
A

3
1

N
A

N
A

N
A

<
5

N
A

N
A

N
A

N
A

N
A

<
5

N
A

N
A

N
A
31
7
NA

N
A

<
1

N
A

N
A

N
A

N
A

3
8

N
A

N
A

<
0
.
0
5

N
A

N
A

N
A

N
A
CM
W
-
0
5

1
0
/
1
1
/
2
0
1
3

N
A

N
A

3
2

N
A

N
A

N
A

<
5

N
A

N
A

N
A

N
A

N
A

<
5

N
A

N
A

N
A
23
5
0
NA

N
A

<
1

N
A

N
A

N
A

N
A
59 NA

N
A

<
0
.
0
5

N
A

N
A

N
A

N
A
CM
W
-
0
5

0
3
/
1
0
/
2
0
1
4

N
A

N
A

1
9

N
A

N
A

N
A

<
5

N
A

N
A

N
A

N
A

N
A

<
5

N
A

N
A

N
A
65
1
NA

N
A

<
1

N
A

N
A

N
A

N
A

1
1

N
A

N
A

<
0
.
0
5

N
A

N
A

N
A

N
A
CM
W
-
0
5

D
U
P

0
3
/
1
0
/
2
0
1
4

N
A

N
A

2
0

N
A

N
A

N
A

<
5

N
A

N
A

N
A

N
A

N
A

<
5

N
A

N
A

N
A
58
9
NA

N
A

<
1

N
A

N
A

N
A

N
A

1
1

N
A

N
A

<
0
.
0
5

N
A

N
A

N
A

N
A
CM
W
-
0
5

0
6
/
1
1
/
2
0
1
4

N
A

N
A

2
0

N
A

N
A

N
A

<
5

N
A

N
A

N
A

N
A

N
A

<
5

N
A

N
A

N
A
35
4
NA

N
A

<
1

N
A

N
A

N
A

N
A

3
5

N
A

N
A

<
0
.
0
5

N
A

N
A

N
A

N
A
CM
W
-
0
5

1
0
/
1
7
/
2
0
1
4

N
A

N
A

2
5

N
A

N
A

N
A

<
5

N
A

N
A

N
A

N
A

N
A

<
5

N
A

N
A

N
A
12
2
0
NA

N
A

<
1

N
A

N
A

N
A

N
A
80 NA

N
A

<
0
.
0
5

N
A

N
A

N
A

N
A
CM
W
-
0
5

D
U
P

1
0
/
1
7
/
2
0
1
4

N
A

N
A

2
6

N
A

N
A

N
A

<
5

N
A

N
A

N
A

N
A

N
A

<
5

N
A

N
A

N
A
11
0
0
NA

N
A

<
1

N
A

N
A

N
A

N
A
81 NA

N
A

<
0
.
0
5

N
A

N
A

N
A

N
A
CM
W
-
0
5

0
3
/
0
3
/
2
0
1
5

N
A

N
A

1
5

N
A

N
A

N
A

<
5

N
A

N
A

N
A

N
A

N
A

5

N
A

N
A

N
A
61
9
NA

N
A

<
1

N
A

N
A

N
A

N
A

8

N
A

N
A

<
0
.
0
5

N
A

N
A

N
A

N
A
CM
W
-
0
5

0
6
/
0
8
/
2
0
1
5

3
0
.
5

<
5

1
8

N
A

N
A

N
A

<
5

N
A

N
A

<
1

N
A

N
A

<
5

N
A

N
A

N
A
38
3
NA

N
A

<
1

N
A

6
.
4

N
A

N
A

1
8

N
A

N
A

<
0
.
0
5

N
A

N
A

N
A

4
6
.
2
CM
W
-
0
5

1
0
/
0
6
/
2
0
1
5

1
8
.
7

B
2

<
5

1
5

N
A

N
A

N
A

<
5

N
A

N
A

<
1

N
A

N
A

<
5

N
A

N
A

N
A
89
7
NA

N
A

1
.
2
1

N
A

4
.
7
9

N
A

N
A

2
1

N
A

N
A

<
0
.
0
5

N
A

N
A

N
A

7
.
3
6
CM
W
-
0
5

D
U
P

1
0
/
0
6
/
2
0
1
5

1
8
.
7

B
2

<
5

1
5

N
A

N
A

N
A

<
5

N
A

N
A

<
1

N
A

N
A

<
5

N
A

N
A

N
A
94
4
NA

N
A

1
.
0
8

N
A

4
.
8
1

N
A

N
A

2
1

N
A

N
A

<
0
.
0
5

N
A

N
A

N
A

7
.
4
2
CM
W
-
0
5

1
2
/
0
5
/
2
0
1
5

4
6
.
8

<
5

2
1
.
3

<
0
.
0
3

<
2
.
5

N
A

<
0
.
5

<
2
.
5

N
A

<
0
.
5

<
5

N
A

<
1

N
A

<
5
0

N
A

1
7
0

<
0
.
5

N
A

<
0
.
1

N
A

1
0
.
7

5
0

N
A

5
0

<
0
.
2

N
A

<
0
.
2

2
2
.
4

3
3
.
6

N
A

4
2
CM
W
-
0
5

0
2
/
0
1
/
2
0
1
6

6
3
.
3

<
5

2
6
0.
0
9
2
<1

N
A

<
1

<
1

N
A

1

<
1

N
A

<
1

N
A

9
3

N
A
37
2
<1

N
A

<
1

N
A

1
4

1
2
7

N
A
131 <0.05

N
A

<
0
.
0
5

3
0
.
7

6
1
.
9

N
A

6
5
.
9
CM
W
-
0
5

0
3
/
0
3
/
2
0
1
6

6
8
.
1

<
5

3
0

N
A

N
A

N
A

<
5

N
A

N
A

<
1

N
A

N
A

<
5

N
A

N
A

N
A
66
0
NA

N
A

<
1

N
A

1
5

N
A

N
A
126 NA

N
A

<
0
.
0
5

N
A

N
A

N
A

7
4
CM
W
-
0
5

D
U
P

0
3
/
0
3
/
2
0
1
6

6
8
.
8

<
5

3
0

N
A

N
A

N
A

<
5

N
A

N
A

<
1

N
A

N
A

<
5

N
A

N
A

N
A
67
9
NA

N
A

<
1

N
A

1
5

N
A

N
A
127 NA

N
A

<
0
.
0
5

N
A

N
A

N
A

7
1
.
5
CM
W
-
0
5

0
6
/
0
6
/
2
0
1
6

5
9
.
5

<
5

2
8

N
A

N
A

N
A

6

N
A

N
A

<
1

N
A

N
A

<
5

N
A

N
A

N
A
34
8
0
NA

N
A

<
1

N
A

1
4
.
1

N
A

N
A
127 NA

N
A

<
0
.
0
5

N
A

N
A

N
A

2
8
.
7
CM
W
-
0
5

1
0
/
0
5
/
2
0
1
6

6
9
.
6

B
2

<
5

2
3

N
A

N
A

N
A

<
5

N
A

N
A

<
1

N
A

N
A

<
5

N
A

N
A

N
A
96
5
NA

N
A

<
1

N
A

1
5
.
3

N
A

N
A
107 NA

N
A

<
0
.
0
5

N
A

N
A

N
A

4
8
.
1
CM
W
-
0
5

C
A
M
A

1
0
/
0
5
/
2
0
1
6

6
6
.
5

<
5

2
3

<
0
.
0
3

<
1

N
A

<
1

<
1

N
A

<
1

<
1

N
A

1
.
2
1

N
A

1
1
6

N
A
46
6
<1

N
A

<
1

N
A

1
4
.
5

9
6

N
A
101 <0.05

N
A

<
0
.
0
5

9
0
1

4
5
.
7

N
A

4
8
.
4
CM
W
-
0
6

1
2
/
1
4
/
2
0
1
0

N
A

N
A

3
6
.
3

N
A

N
A

N
A

<
5

N
A

N
A

N
A

N
A

N
A

<
5

N
A

N
A

N
A
35
1
0
NA

N
A

<
5

N
A

N
A

N
A

N
A
508 NA

N
A

<
0
.
2

N
A

N
A

N
A

N
A
CM
W
-
0
6

0
3
/
0
3
/
2
0
1
1

N
A

N
A

3
3
.
4

b

N
A

N
A

N
A

<
5

N
A

N
A

N
A

N
A

N
A

<
5

N
A

N
A

N
A
51
9
0
NA

N
A

<
5

N
A

N
A

N
A

N
A
650 NA

N
A

<
0
.
2

N
A

N
A

N
A

N
A
CM
W
-
0
6

0
6
/
0
8
/
2
0
1
1

N
A

N
A

3
2
.
6

N
A

N
A

N
A

<
5

N
A

N
A

N
A

N
A

N
A

<
5

N
A

N
A

N
A
45
3
0
NA

N
A

<
5

N
A

N
A

N
A

N
A
768 NA

N
A

<
0
.
2

N
A

N
A

N
A

N
A
CM
W
-
0
6

D
U
P

0
6
/
0
8
/
2
0
1
1

N
A

N
A

3
1
.
7

N
A

N
A

N
A

<
5

N
A

N
A

N
A

N
A

N
A

<
5

N
A

N
A

N
A
45
5
0
NA

N
A

<
5

N
A

N
A

N
A

N
A
763 NA

N
A

<
0
.
2

N
A

N
A

N
A

N
A
CM
W
-
0
6

1
0
/
0
5
/
2
0
1
1

N
A

N
A

3
0
.
6

N
A

N
A

N
A

<
5

N
A

N
A

N
A

N
A

N
A

<
5

N
A

N
A

N
A
45
0
0
NA

N
A

<
5

N
A

N
A

N
A

N
A
746 NA

N
A

<
0
.
2

N
A

N
A

N
A

N
A
CM
W
-
0
6

0
3
/
1
4
/
2
0
1
2

N
A

N
A

3
1
.
1

N
A

N
A

N
A

<
5

N
A

N
A

N
A

N
A

N
A

<
5

N
A

N
A

N
A
62
3
0
NA

N
A

<
5

N
A

N
A

N
A

N
A
896 NA

N
A

<
0
.
2

N
A

N
A

N
A

N
A
CM
W
-
0
6

0
6
/
1
3
/
2
0
1
2

N
A

N
A

3
2
.
5

N
A

N
A

N
A

<
5

N
A

N
A

N
A

N
A

N
A

<
5

N
A

N
A

N
A
67
9
0
NA

N
A

<
5

N
A

N
A

N
A

N
A
936 NA

N
A

<
0
.
2

N
A

N
A

N
A

N
A
CM
W
-
0
6

0
9
/
2
5
/
2
0
1
5

1
0
6

N
A

N
A

N
A

<
1

<
1

<
1

<
1

<
1

<
1

<
1

<
1

2
.
0
4

N
A

1
3
5
0
0

1
3
2
0
0
14
8
0
0
<1

<
1

<
1

N
A

2
2
.
5

8
8
4

8
9
7
893 <0.05

<
0
.
0
5

<
0
.
0
5

N
A

5
.
1
6

5
.
6
8

1
2
.
7
CM
W
-
0
6

C
C
R

0
7
/
1
4
/
2
0
1
6

1
1
5

B
2

N
A

3
5

N
A

N
A

N
A

<
1

N
A

N
A

<
1

N
A

N
A

N
A

0
.
6
1

N
A

N
A

N
A

N
A

N
A

<
1

1
9
3

2
2
.
3

N
A

N
A

N
A

N
A

N
A

<
0
.
0
5

N
A

N
A

N
A

2
.
8
8
CM
W
-
0
6

C
C
R

0
8
/
3
1
/
2
0
1
6

1
1
1

B
2

N
A

3
3

N
A

N
A

N
A

4
.
4
4

N
A

N
A

<
1

N
A

N
A

N
A

0
.
6
3

N
A

N
A

N
A

N
A

N
A

<
1

1
8
8

2
2
.
3

N
A

N
A

N
A

N
A

N
A

<
0
.
0
5

N
A

N
A

N
A

1
.
6
2
CM
W
-
0
6

C
C
R

1
1
/
1
8
/
2
0
1
6

1
1
1

N
A

3
3

N
A

N
A

N
A

<
1

N
A

N
A

<
1

N
A

N
A

N
A

0
.
6
1

N
A

N
A

N
A

N
A

N
A

<
1

1
8
1

2
2
.
4

N
A

N
A

N
A

N
A

N
A

<
0
.
0
5

M
2

N
A

N
A

N
A

5
.
8
CM
W
-
0
6

C
C
R

1
2
/
2
1
/
2
0
1
6

1
1
3

N
A

3
5

N
A

N
A

N
A

<
1

N
A

N
A

<
1

N
A

N
A

N
A

0
.
6
2

N
A

N
A

N
A

N
A

N
A

<
1

1
9
0

2
2
.
4

N
A

N
A

N
A

N
A

N
A

<
0
.
0
5

M
2

N
A

N
A

N
A

1
0
.
7
CM
W
-
0
6
R

1
0
/
1
8
/
2
0
1
2

N
A

N
A

3
2

N
A

N
A

N
A

<
5

N
A

N
A

N
A

N
A

N
A

<
5

N
A

N
A

N
A
11
0
0
0
NA

N
A

<
5

N
A

N
A

N
A

N
A
455 NA

N
A

<
0
.
2

N
A

N
A

N
A

N
A
CM
W
-
0
6
R

0
3
/
0
7
/
2
0
1
3

N
A

N
A

2
1

N
A

N
A

N
A

<
5

N
A

N
A

N
A

N
A

N
A

<
5

N
A

N
A

N
A
11
2
0
0
NA

N
A

<
1

N
A

N
A

N
A

N
A
183 NA

N
A

<
0
.
0
5

N
A

N
A

N
A

N
A
CM
W
-
0
6
R

D
U
P

0
3
/
0
7
/
2
0
1
3

N
A

N
A

2
1

N
A

N
A

N
A

<
5

N
A

N
A

N
A

N
A

N
A

<
5

N
A

N
A

N
A
11
7
0
0
NA

N
A

<
1

N
A

N
A

N
A

N
A
193 NA

N
A

<
0
.
0
5

N
A

N
A

N
A

N
A
CM
W
-
0
6
R

0
6
/
0
5
/
2
0
1
3

N
A

N
A

2
9

N
A

N
A

N
A

<
5

N
A

N
A

N
A

N
A

N
A

<
5

N
A

N
A

N
A
12
9
0
0
NA

N
A

<
1

N
A

N
A

N
A

N
A
536 NA

N
A

<
0
.
0
5

N
A

N
A

N
A

N
A
CM
W
-
0
6
R

1
0
/
1
1
/
2
0
1
3

N
A

N
A

2
9

N
A

N
A

N
A

<
5

N
A

N
A

N
A

N
A

N
A

<
5

N
A

N
A

N
A
12
8
0
0
NA

N
A

<
1

N
A

N
A

N
A

N
A
519 NA

N
A

<
0
.
0
5

N
A

N
A

N
A

N
A
CM
W
-
0
6
R

0
3
/
1
0
/
2
0
1
4

N
A

N
A

1
5

N
A

N
A

N
A

<
5

N
A

N
A

N
A

N
A

N
A

<
5

N
A

N
A

N
A
66
6
0
NA

N
A

<
1

N
A

N
A

N
A

N
A
124 NA

N
A

<
0
.
0
5

N
A

N
A

N
A

N
A
CM
W
-
0
6
R

0
6
/
1
1
/
2
0
1
4

N
A

N
A

3
0

N
A

N
A

N
A

<
5

N
A

N
A

N
A

N
A

N
A

<
5

N
A

N
A

N
A
13
4
0
0
NA

N
A

<
1

N
A

N
A

N
A

N
A
482 NA

N
A

<
0
.
0
5

N
A

N
A

N
A

N
A
CM
W
-
0
6
R

D
U
P

0
6
/
1
1
/
2
0
1
4

N
A

N
A

3
1

N
A

N
A

N
A

<
5

N
A

N
A

N
A

N
A

N
A

<
5

N
A

N
A

N
A
13
3
0
0
NA

N
A

<
1

N
A

N
A

N
A

N
A
475 NA

N
A

<
0
.
0
5

N
A

N
A

N
A

N
A
CM
W
-
0
6
R

1
0
/
1
7
/
2
0
1
4

N
A

N
A

3
1

N
A

N
A

N
A

<
5

N
A

N
A

N
A

N
A

N
A

<
5

N
A

N
A

N
A
13
6
0
0
NA

N
A

<
1

N
A

N
A

N
A

N
A
495 NA

N
A

<
0
.
0
5

N
A

N
A

N
A

N
A
CM
W
-
0
6
R

0
3
/
0
3
/
2
0
1
5

N
A

N
A

1
4

N
A

N
A

N
A

<
5

N
A

N
A

N
A

N
A

N
A

<
5

N
A

N
A

N
A
74
2
0
NA

N
A

<
1

N
A

N
A

N
A

N
A
134 NA

N
A

<
0
.
0
5

N
A

N
A

N
A

N
A
CM
W
-
0
6
R

D
U
P

0
3
/
0
3
/
2
0
1
5

N
A

N
A

1
4

N
A

N
A

N
A

<
5

N
A

N
A

N
A

N
A

N
A

<
5

N
A

N
A

N
A
73
6
0
NA

N
A

<
1

N
A

N
A

N
A

N
A
133 NA

N
A

<
0
.
0
5

N
A

N
A

N
A

N
A
CM
W
-
0
6
R

0
6
/
0
9
/
2
0
1
5

5
7
.
9

<
5

3
1

N
A

N
A

N
A

<
5

N
A

N
A
3.
6
4
NA

N
A

<
5

N
A

N
A

N
A
13
0
0
0
NA

N
A

<
1

N
A

1
4
.
5

N
A

N
A
443 NA

N
A

<
0
.
0
5

N
A

N
A

N
A

5
6
.
6
CM
W
-
0
6
R

1
0
/
0
6
/
2
0
1
5

2
4
.
1

B
2

<
5

1
6

N
A

N
A

N
A

<
5

N
A

N
A
7.
8
2
NA

N
A

<
5

N
A

N
A

N
A
96
8
0
NA

N
A

<
1

N
A

6
.
1
1

N
A

N
A
240 NA

N
A

<
0
.
0
5

N
A

N
A

N
A

5
.
5
7
CM
W
-
0
6
R

1
2
/
0
5
/
2
0
1
5

1
2
.
7

<
5

1
6
.
7

<
0
.
0
3

1
.
1

N
A

1
.
2

4
.
4

N
A
4.
2
<1

N
A

<
1

N
A

9
0
0
0

N
A
96
0
0
0.
2
9

N
A

0
.
1
4

N
A

4
.
2
9

1
6
0

N
A
160 <0.2

N
A

<
0
.
2

1
6
4

4

N
A

4
.
6
CM
W
-
0
6
R

0
1
/
1
2
/
2
0
1
6

1
1
.
5

<
5

1
5

<
0
.
0
3

1
.
5
7

N
A

2
.
3
5

4
.
8
9

N
A
5.
0
4
<1

N
A

<
1

N
A

7
1
8
0

N
A
75
8
0
<1

N
A

<
1

N
A

3
.
5
5

1
3
1

N
A
135 <0.05

N
A

<
0
.
0
5

4
3
.
5

1
.
6
3

N
A

2
.
3
1
CM
W
-
0
6
R

0
3
/
0
3
/
2
0
1
6

9
.
3
3

<
5

1
7

N
A

N
A

N
A

<
5

N
A

N
A
4.
6
8
NA

N
A

<
5

N
A

N
A

N
A
82
9
0
NA

N
A

<
1

N
A

3
.
4
9

N
A

N
A
135 NA

N
A

<
0
.
0
5

N
A

N
A

N
A

1
.
0
1
CM
W
-
0
6
R

0
6
/
0
6
/
2
0
1
6

5
0
.
8

<
5

3
3

N
A

N
A

N
A

<
5

N
A

N
A
3.
0
8
NA

N
A

<
5

N
A

N
A

N
A
11
1
0
0
NA

N
A

<
1

N
A

1
2
.
8

N
A

N
A
416 NA

N
A

<
0
.
0
5

N
A

N
A

N
A

5
2
.
4
CM
W
-
0
6
R

D
U
P

0
6
/
0
6
/
2
0
1
6

5
1
.
6

<
5

3
3

N
A

N
A

N
A

<
5

N
A

N
A
2.
9
7
NA

N
A

<
5

N
A

N
A

N
A
11
4
0
0
NA

N
A

<
1

N
A

1
3
.
1

N
A

N
A
422 NA

N
A

<
0
.
0
5

N
A

N
A

N
A

5
3
CM
W
-
0
6
R

1
0
/
0
4
/
2
0
1
6

3
4
.
8

M
4

<
5

2
8

B
2

N
A

N
A

N
A

<
5

N
A

N
A
2.
8
6
NA

N
A

<
5

N
A

N
A

N
A
97
5
0
NA

N
A

<
1

N
A

9
.
3
8

N
A

N
A
302 NA

N
A

<
0
.
0
5

N
A

N
A

N
A

3
8
.
5
CM
W
-
0
6
R

C
A
M
A

1
0
/
0
4
/
2
0
1
6

3
5
.
4

<
5

2
8

<
0
.
6

D
3

<
1

N
A

<
1

2
.
7
1

N
A
3.
0
8
<1

N
A

<
1

N
A

9
4
5
0

N
A
98
0
0
<1

N
A

<
1

N
A

9
.
4
8

2
9
5

N
A
309 <0.05

N
A

<
0
.
0
5

1
8
6

3
8

N
A

4
4
.
2
CT
M
W
-
0
1

1
2
/
1
3
/
2
0
1
0

N
A

N
A

9

N
A

N
A

N
A

<
5

N
A

N
A

N
A

N
A

N
A

<
5

N
A

N
A

N
A
15
6
0
NA

N
A

<
5

N
A

N
A

N
A

N
A
86.1 NA

N
A

<
0
.
2

N
A

N
A

N
A

N
A
CT
M
W
-
0
1

0
3
/
0
3
/
2
0
1
1

N
A

N
A

8
.
4

b

N
A

N
A

N
A

<
5

N
A

N
A

N
A

N
A

N
A

<
5

N
A

N
A

N
A

1
4
5

N
A

N
A

<
5

N
A

N
A

N
A

N
A

6
.
9

N
A

N
A

<
0
.
2

N
A

N
A

N
A

N
A
CT
M
W
-
0
1

0
6
/
0
8
/
2
0
1
1

N
A

N
A

8
.
9

N
A

N
A

N
A

<
5

N
A

N
A

N
A

N
A

N
A

<
5

N
A

N
A

N
A
22
3
0
NA

N
A

<
5

N
A

N
A

N
A

N
A
100 NA

N
A

0
.
2
6

N
A

N
A

N
A

N
A
CT
M
W
-
0
1

1
0
/
0
5
/
2
0
1
1

N
A

N
A

9

N
A

N
A

N
A

<
5

N
A

N
A

N
A

N
A

N
A

<
5

N
A

N
A

N
A
36
2
0
NA

N
A

<
5

N
A

N
A

N
A

N
A
102 NA

N
A

<
0
.
2

N
A

N
A

N
A

N
A
CT
M
W
-
0
1

0
3
/
1
5
/
2
0
1
2

N
A

N
A

1
0
.
4

N
A

N
A

N
A

<
5

N
A

N
A

N
A

N
A

N
A

<
5

N
A

N
A

N
A
21
7
0
NA

N
A

<
5

N
A

N
A

N
A

N
A
86.6 NA

N
A

<
0
.
2

N
A

N
A

N
A

N
A
CT
M
W
-
0
1

0
6
/
1
3
/
2
0
1
2

N
A

N
A

1
1

N
A

N
A

N
A

<
5

N
A

N
A

N
A

N
A

N
A

<
5

N
A

N
A

N
A
36
9
0
NA

N
A

<
5

N
A

N
A

N
A

N
A
93.5 NA

N
A

<
0
.
2

N
A

N
A

N
A

N
A
CT
M
W
-
0
1

1
0
/
1
7
/
2
0
1
2

N
A

N
A

1
0
.
9

N
A

N
A

N
A

<
5

N
A

N
A

N
A

N
A

N
A

<
5

N
A

N
A

N
A
21
6
0
NA

N
A

<
5

N
A

N
A

N
A

N
A
96.9 NA

N
A

<
0
.
2

N
A

N
A

N
A

N
A
CT
M
W
-
0
1

D
U
P

1
0
/
1
7
/
2
0
1
2

N
A

N
A

1
1
.
2

N
A

N
A

N
A

<
5

N
A

N
A

N
A

N
A

N
A

<
5

N
A

N
A

N
A
22
1
0
NA

N
A

<
5

N
A

N
A

N
A

N
A
97.7 NA

N
A

<
0
.
2

N
A

N
A

N
A

N
A
CT
M
W
-
0
1

0
3
/
0
7
/
2
0
1
3

N
A

N
A

1
0

N
A

N
A

N
A

<
5

N
A

N
A

N
A

N
A

N
A

<
5

N
A

N
A

N
A
25
8
0
NA

N
A

<
1

N
A

N
A

N
A

N
A
94 NA

N
A

<
0
.
0
5

N
A

N
A

N
A

N
A
CT
M
W
-
0
1

0
6
/
0
5
/
2
0
1
3

N
A

N
A

1
1

N
A

N
A

N
A

<
5

N
A

N
A

N
A

N
A

N
A

<
5

N
A

N
A

N
A
66
6
0
NA

N
A

<
1

N
A

N
A

N
A

N
A
111 NA

N
A

<
0
.
0
5

N
A

N
A

N
A

N
A
CT
M
W
-
0
1

1
0
/
1
1
/
2
0
1
3

N
A

N
A

1
1

N
A

N
A

N
A

<
5

N
A

N
A

N
A

N
A

N
A

<
5

N
A

N
A

N
A
20
4
0
NA

N
A

<
1

N
A

N
A

N
A

N
A
109 NA

N
A

<
0
.
0
5

N
A

N
A

N
A

N
A
CT
M
W
-
0
1

0
3
/
1
0
/
2
0
1
4

N
A

N
A

1
1

N
A

N
A

N
A

<
5

N
A

N
A

N
A

N
A

N
A

<
5

N
A

N
A

N
A
20
4
0
NA

N
A

<
1

N
A

N
A

N
A

N
A
102 NA

N
A

<
0
.
0
5

N
A

N
A

N
A

N
A
CT
M
W
-
0
1

0
6
/
1
1
/
2
0
1
4

N
A

N
A

1
1

N
A

N
A

N
A

<
5

N
A

N
A

N
A

N
A

N
A

<
5

N
A

N
A

N
A
34
9
0
NA

N
A

<
1

N
A

N
A

N
A

N
A
112 NA

N
A

<
0
.
0
5

N
A

N
A

N
A

N
A
P:
\
D
u
k
e

E
n
e
r
g
y

P
r
o
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r
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s
s
.
1
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2
6
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4
.
L
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E

P
L
A
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T
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2
2
.
B
a
s
i
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o
f

D
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s
i
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n

R
e
p
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t
\
D
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s
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g
n

R
p
t

(
6
0
)
\
T
a
b
l
e
s
\
T
a
b
l
e

2
-
1

B
a
s
e
l
i
n
e

S
i
t
e

C
o
n
d
i
t
i
o
n
s
.
x
ls
x
Page 5 of 12
TA
B
L
E

2
-
1
BA
S
E
L
I
N
E

S
I
T
E

C
O
N
D
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T
I
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N
S

-

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C
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,

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(V
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C
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M
a
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g
a
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s
e

M
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r
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y
Mercury

M
e
r
c
u
r
y

M
o
l
y
b
d
e
n
u
m

M
o
l
y
b
d
e
n
u
m

M
o
l
y
b
d
e
n
u
m
TO
T

T
O
T

D
I
S

(
D
I
S

0
.
1
u
)

T
O
T

D
I
S

(
D
I
S

0
.
1
u
)

T
O
T

D
I
S

(
D
I
S

0
.
1
u
)

T
O
T

D
I
S

(
D
I
S

0
.
1
u
)

T
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T

D
I
S

(
D
I
S

0
.
1
u
)

T
O
T

T
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T

D
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S

(
D
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S

0
.
1
u
)

T
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T

D
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S

(
D
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S

0
.
1
u
)

T
O
T

D
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S

(
D
I
S 0.1u)

T
O
T
mg
/
L

m
g
/
L

m
g
/
L

u
g
/
L

u
g
/
L

u
g
/
L

u
g
/
L

u
g
/
L

u
g
/
L

u
g
/
L

u
g
/
L

u
g
/
L

u
g
/
L

m
g
/
L

u
g
/
L

u
g
/
L

u
g
/
L

u
g
/
L

u
g
/
L

u
g
/
L

u
g
/
L

m
g
/
L

u
g
/
L

u
g
/
L

u
g
/
L

u
g
/
L

u
g
/
L

u
g
/
L

u
g
/
L

u
g
/
L

u
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L

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L
Li
t
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Fl
u
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r
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e
Ca
r
b
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n
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e

Al
k
a
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y
An
a
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l

P
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Re
p
o
r
t
i
n
g

U
n
i
t
s
Ch
l
o
r
i
d
e
Methane
CT
M
W
-
0
1

1
0
/
1
7
/
2
0
1
4

N
A

N
A

8
.
8

N
A

N
A

N
A

<
5

N
A

N
A

N
A

N
A

N
A

<
5

N
A

N
A

N
A
26
2
0
NA

N
A

<
1

N
A

N
A

N
A

N
A
112 NA

N
A

<
0
.
0
5

N
A

N
A

N
A

N
A
CT
M
W
-
0
1

0
3
/
0
3
/
2
0
1
5

N
A

N
A

1
1

N
A

N
A

N
A

<
5

N
A

N
A

N
A

N
A

N
A

<
5

N
A

N
A

N
A
11
9
0
NA

N
A

<
1

N
A

N
A

N
A

N
A
100 NA

N
A

<
0
.
0
5

N
A

N
A

N
A

N
A
CT
M
W
-
0
1

0
6
/
0
8
/
2
0
1
5

1
2
.
5

<
5

1
1

N
A

N
A

N
A

<
5

N
A

N
A
5.
6
2
NA

N
A

<
5

N
A

N
A

N
A
25
9
0
NA

N
A

<
1

N
A

4
.
4
3

N
A

N
A
126 NA

N
A

<
0
.
0
5

N
A

N
A

N
A

<
1
CT
M
W
-
0
1

1
0
/
0
6
/
2
0
1
5

1
2
.
8

B
2

<
5

1
1

N
A

N
A

N
A

<
5

N
A

N
A
4.
1
1
NA

N
A

<
5

N
A

N
A

N
A
20
4
0
NA

N
A

<
1

N
A

4
.
6
6

N
A

N
A
117 NA

N
A

<
0
.
0
5

N
A

N
A

N
A

<
1
CT
M
W
-
0
1

1
2
/
0
5
/
2
0
1
5

1
2
.
6

<
5

1
0
.
7

<
0
.
0
3

<
0
.
5

N
A

<
0
.
5

2
.
9

N
A
3.
8
<1

N
A

<
1

N
A

2
0
0
0

N
A
22
0
0
<0
.
1

N
A

0
.
1
3

N
A

4
.
5
4

1
1
0

N
A
110 <0.2

N
A

<
0
.
2

1
8
.
1

<
0
.
5

N
A

<
0
.
5
CT
M
W
-
0
1

0
2
/
0
1
/
2
0
1
6

1
2
.
2

<
5

1
1

<
0
.
0
3

M
1

<
1

N
A

<
1

1
.
2
4

N
A
1.
4
7
<1

N
A

<
1

N
A

2
3
8
0

N
A
31
7
0
<1

N
A

<
1

N
A

4
.
5
3

1
2
2

N
A
129 <0.05

N
A

<
0
.
0
5

1
9
.
3

<
1

N
A

<
1
CT
M
W
-
0
1

0
3
/
0
3
/
2
0
1
6

1
3

<
5

1
3

N
A

N
A

N
A

<
5

N
A

N
A
1.
6
NA

N
A

<
5

N
A

N
A

N
A
23
9
0
NA

N
A

<
1

N
A

4
.
8
2

N
A

N
A
116 NA

N
A

<
0
.
0
5

N
A

N
A

N
A

<
1
CT
M
W
-
0
1

0
6
/
0
7
/
2
0
1
6

1
3

<
5

1
3

N
A

N
A

N
A

<
5

N
A

N
A
1.
4
1
NA

N
A

<
5

N
A

N
A

N
A
34
1
0
NA

N
A

<
1

N
A

4
.
7
8

N
A

N
A
133 NA

N
A

<
0
.
0
5

N
A

N
A

N
A

<
1
CT
M
W
-
0
1

1
0
/
0
5
/
2
0
1
6

1
4
.
5

B
2

<
5

1
3

N
A

N
A

N
A

<
5

N
A

N
A
1.
2
2
NA

N
A

<
5

N
A

N
A

N
A
23
5
0
NA

N
A

<
1

N
A

5
.
2

N
A

N
A
117 NA

N
A

<
0
.
0
5

N
A

N
A

N
A

<
1
CT
M
W
-
0
1

C
A
M
A

1
0
/
0
5
/
2
0
1
6

1
3
.
6

<
5

1
3

<
0
.
1
5

D
3

<
1

N
A

<
1

1
.
0
8

N
A
1.
2
3
<1

N
A

<
1

N
A

2
0
6
0

N
A
22
5
0
<1

N
A

<
1

N
A

4
.
8
2

1
1
1

N
A
113 <0.05

N
A

<
0
.
0
5

4
5
.
6

<
1

N
A

<
1
DM
W
-
0
2

0
9
/
2
7
/
2
0
1
3

1
8
.
7

N
A

1
1
.
6

N
A

N
A

N
A

4

j

N
A

N
A

N
A

N
A

N
A

3
.
6

j

N
A

N
A

N
A
16
0
0
NA

N
A

0
.
5
1

j

N
A

4
.
1
8

N
A

N
A
59.9 NA

N
A

<
0
.
0
6

N
A

N
A

N
A

N
A
DM
W
-
0
2

0
6
/
1
5
/
2
0
1
5

2
9
.
3

8
0

1
3

N
A

<
1

N
A

7
.
5
2

<
1

N
A

<
1

1
.
5
9

N
A

1
.
5
4

N
A

<
1
0

N
A
46
3
<1

N
A

<
1

N
A

0
.
2
9
5

<
5

N
A

<
5

<
0
.
0
5

N
A

<
0
.
0
5

1
3
0
0

6
.
9
8

N
A

6
.
8
9
DM
W
-
0
2

0
9
/
2
4
/
2
0
1
5

3
1
.
7

N
A

N
A

N
A

<
1

<
1

3
.
1
2

<
1

<
1

<
1

<
1

<
1

<
1

N
A

<
1
0

<
1
0

7
1

<
1

<
1

<
1

N
A

0
.
3
2
9

<
5

<
5

<
5

<
0
.
0
5

<
0
.
0
5

<
0
.
0
5

N
A

9
.
4
3

8
.
9
5

9
.
6
6
DM
W
-
0
2

1
2
/
0
4
/
2
0
1
5

4
2
.
4

3
9
.
5

1
4
0.
1
5
<1

N
A

3
.
1
4

<
1

N
A

<
1

<
1

N
A

<
1

N
A

<
1
0

N
A

5
6

<
1

N
A

<
1

N
A

0
.
1
8
8

<
5

N
A

<
5

<
0
.
0
5

N
A

<
0
.
0
5

5
8
5

C
L

7
.
2
5

N
A

7
.
5
2
DM
W
-
0
2

0
1
/
1
2
/
2
0
1
6

3
0
.
7

<
5

1
4
0.
1
4
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N
A

3
.
4
7

<
1

N
A

<
1

<
1

N
A

<
1

N
A

<
1
0

N
A

5
9

<
1

N
A

<
1

N
A

0
.
1
9
9

<
5

N
A

<
5

<
0
.
0
5

N
A

<
0
.
0
5

5
2
8

6
.
6
2

N
A

6
.
7
8
DM
W
-
0
2

1
2
/
1
6
/
2
0
1
6

2
5
.
6

5
7
.
3

5
.
6
0.
5
7
<1

N
A

2
.
8

<
1

N
A

<
1

<
1

N
A

1
.
9

N
A

2
0

N
A

2
0
5

<
1

N
A

<
1

N
A

0
.
5
5

<
5

N
A

<
5

<
0
.
0
5

N
A

<
0
.
0
5

2
0
9

2
.
0
9

N
A

2
.
2
9
Prepared by: BER Checked by: TCP
No
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s
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1
4

<
5

N
A

N
A

0
.
6
8

N
A

N
A

N
A

<
1

N
A

N
A

N
A

N
A

3
7

N
A

N
A

N
A

<
0
.
2

1
6
0

N
A

N
A

N
A

N
A

N
A

N
A

N
A

<
5

N
A

N
A

N
A

N
A

N
A

N
A
CM
W
-
0
5

D
U
P

0
3
/
1
0
/
2
0
1
4

<
5

N
A

N
A

0
.
6
8

N
A

N
A

N
A

<
1

N
A

N
A

N
A

N
A

3
7

N
A

N
A

N
A

<
0
.
2

1
6
0

N
A

N
A

N
A

N
A

N
A

N
A

N
A

<
5

N
A

N
A

N
A

N
A

N
A

N
A
CM
W
-
0
5

0
6
/
1
1
/
2
0
1
4

<
5

N
A

N
A

0
.
1

N
A

N
A

N
A

<
1

N
A

N
A

N
A

N
A

4
9

N
A

N
A

N
A

<
0
.
2

2
1
0

N
A

N
A

N
A

N
A

N
A

N
A

N
A

<
5

N
A

N
A

N
A

N
A

N
A

N
A
CM
W
-
0
5

1
0
/
1
7
/
2
0
1
4

<
5

N
A

N
A

<
0
.
0
2
3

N
A

N
A

N
A

<
1

N
A

N
A

N
A

N
A

4
3

N
A

N
A

N
A

<
0
.
2

2
9
0

N
A

N
A

N
A

N
A

N
A

N
A

N
A

5

N
A

N
A

N
A

N
A

N
A

N
A
CM
W
-
0
5

D
U
P

1
0
/
1
7
/
2
0
1
4

<
5

N
A

N
A

0
.
0
2

N
A

N
A

N
A

<
1

N
A

N
A

N
A

N
A

4
3

N
A

N
A

N
A

<
0
.
2

2
9
0

N
A

N
A

N
A

N
A

N
A

N
A

N
A

<
5

N
A

N
A

N
A

N
A

N
A

N
A
CM
W
-
0
5

0
3
/
0
3
/
2
0
1
5

<
5

0
.
8

N
A

N
A

N
A

N
A

N
A

<
1

N
A

N
A

N
A

N
A

2
5

N
A

N
A

N
A

<
0
.
2

1
3
0

N
A

N
A

N
A

N
A

N
A

N
A

N
A

<
5

N
A

N
A

N
A

N
A

N
A

N
A
CM
W
-
0
5

0
6
/
0
8
/
2
0
1
5

<
5

0
.
0
3

N
A

0
.
1
5

3
.
8
7

N
A

N
A

<
1

1
6
.
4

N
A

N
A

N
A

3
0

N
A

N
A

N
A

<
0
.
2

1
8
0

N
A

<
5

N
A

N
A

N
A

N
A

N
A

<
5

N
A

N
A

N
A

N
A

N
A

N
A
CM
W
-
0
5

1
0
/
0
6
/
2
0
1
5

<
5

0
.
9
6

N
A

4
.
3

3
.
0
9

N
A

N
A

<
1

1
6
.
3

N
A

N
A

4
0
1

4
9

N
A

N
A

N
A

<
0
.
2

1
9
0

N
A

1
3

N
A

N
A
3.53 NA

N
A

5

N
A

N
A

N
A

N
A

N
A

N
A
CM
W
-
0
5

D
U
P

1
0
/
0
6
/
2
0
1
5

<
5

0
.
9
7

N
A

4
.
3

3
.
1
1

N
A

N
A

<
1

1
6
.
4

N
A

N
A

4
0
4

4
8

N
A

N
A

N
A

<
0
.
2

2
0
0

N
A

1
4

N
A

N
A
3.52 NA

N
A

<
5

N
A

N
A

N
A

N
A

N
A

N
A
CM
W
-
0
5

1
2
/
0
5
/
2
0
1
5

1
.
2

N
A

0
.
2

N
A

<
5

<
2
.
5

N
A

<
0
.
5

2
1
.
7

9
2
0

N
A

9
2
0

7
3
.
2

<
0
.
1

<
0
.
5

N
A

<
0
.
1

2
8
6

2
.
8

<
3

<
5

N
A
4.6 <10

N
A

<
1
0

N
A

N
A

N
A

N
A

N
A

N
A
CM
W
-
0
5

0
2
/
0
1
/
2
0
1
6

1
.
4
6

N
A

<
0
.
0
1

N
A

7
.
4
1

<
1

N
A

<
1

2
5
.
7

1
4
9
0

N
A

1
6
6
0

7
8

<
0
.
1

<
0
.
2

N
A

<
0
.
2

3
6
0

3
.
6

<
5

2
.
1
9

N
A
3.2 <5

N
A

<
5

N
A

N
A

N
A

N
A

N
A

N
A
CM
W
-
0
5

0
3
/
0
3
/
2
0
1
6

<
5

<
0
.
0
2
3

N
A

<
0
.
1

8
.
7

N
A

N
A

<
1

2
6

N
A

N
A

1
6
6
0

8
1

N
A

N
A

N
A

<
0
.
2

3
7
0

N
A

<
5

N
A

N
A
2.15 NA

N
A

<
5

N
A

N
A

N
A

N
A

N
A

N
A
CM
W
-
0
5

D
U
P

0
3
/
0
3
/
2
0
1
6

<
5

<
0
.
0
2
3

N
A

<
0
.
1

8
.
7
3

N
A

N
A

<
1

2
6
.
1

N
A

N
A

1
6
6
0

8
1

N
A

N
A

N
A

<
0
.
2

3
6
0

N
A

<
5

N
A

N
A
2.02 NA

N
A

<
5

N
A

N
A

N
A

N
A

N
A

N
A
CM
W
-
0
5

0
6
/
0
6
/
2
0
1
6

<
5

0
.
0
6

N
A

0
.
2
7

3
.
4
9

N
A

N
A

<
1

2
7
.
8

N
A

N
A

1
1
1
0

4
6

N
A

N
A

N
A

<
0
.
2

3
0
0

N
A

<
5

N
A

N
A
7.98 NA

N
A

<
5

N
A

N
A

N
A

N
A

N
A

N
A
CM
W
-
0
5

1
0
/
0
5
/
2
0
1
6

<
5

0
.
0
9

N
A

0
.
4
2

8

N
A

N
A

<
1

2
6
.
3

N
A

N
A

1
5
5
0

4
0

N
A

N
A

N
A

<
0
.
2

3
5
0

N
A

5
4

N
A

N
A
8.17 NA

N
A

<
5

N
A

N
A

N
A

N
A

N
A

N
A
CM
W
-
0
5

C
A
M
A

1
0
/
0
5
/
2
0
1
6

<
1

N
A

0
.
3
7
4

N
A

7
.
6
1

<
1

N
A

<
1

2
5

1
4
8
0

N
A

1
5
4
0

4
0

<
0
.
1

<
0
.
2

N
A

<
0
.
2

B
2

3
5
0

4
.
2

<
5

4
.
7
7

N
A
6.72 <5

N
A

<
5

0
.
7
0
9

1
.
5
9

<
0
.
0
0
0
0
5

<
0
.
0
0
0
0
5

<
0
.
0
0
0
0
5

0
.
0
0
1
8
6
CM
W
-
0
6

1
2
/
1
4
/
2
0
1
0

<
5

N
A

N
A

<
0
.
1

N
A

N
A

N
A

<
1
0

N
A

N
A

N
A

N
A

9
5
.
7

N
A

N
A

N
A

<
0
.
1

4
5
5

N
A

N
A

N
A

N
A

N
A

N
A

N
A

<
1
0

N
A

N
A

N
A

N
A

N
A

N
A
CM
W
-
0
6

0
3
/
0
3
/
2
0
1
1

<
5

N
A

N
A

<
0
.
1

N
A

N
A

N
A

<
1
0

N
A

N
A

N
A

N
A

9
3
.
6

N
A

N
A

N
A

<
0
.
1

4
9
2

N
A

N
A

N
A

N
A

N
A

N
A

N
A

<
1
0

N
A

N
A

N
A

N
A

N
A

N
A
CM
W
-
0
6

0
6
/
0
8
/
2
0
1
1

<
5

N
A

N
A

<
0
.
1

N
A

N
A

N
A

<
1
0

N
A

N
A

N
A

N
A

7
.
2

N
A

N
A

N
A

<
0
.
1

4
6
1

N
A

N
A

N
A

N
A

N
A

N
A

N
A

<
1
0

N
A

N
A

N
A

N
A

N
A

N
A
CM
W
-
0
6

D
U
P

0
6
/
0
8
/
2
0
1
1

<
5

N
A

N
A

<
0
.
1

N
A

N
A

N
A

<
1
0

N
A

N
A

N
A

N
A

1
3
.
7

N
A

N
A

N
A

<
0
.
1

4
8
2

N
A

N
A

N
A

N
A

N
A

N
A

N
A

<
1
0

N
A

N
A

N
A

N
A

N
A

N
A
CM
W
-
0
6

1
0
/
0
5
/
2
0
1
1

<
5

N
A

N
A

<
0
.
2

N
A

N
A

N
A

<
1
0

N
A

N
A

N
A

N
A

6
3

N
A

N
A

N
A

<
0
.
1

4
4
9

N
A

N
A

N
A

N
A

N
A

N
A

N
A

<
1
0

N
A

N
A

N
A

N
A

N
A

N
A
CM
W
-
0
6

0
3
/
1
4
/
2
0
1
2

<
5

N
A

N
A

<
0
.
2

N
A

N
A

N
A

<
1
0

N
A

N
A

N
A

N
A

4
5
.
4

N
A

N
A

N
A

<
0
.
1

4
9
8

N
A

N
A

N
A

N
A

N
A

N
A

N
A

<
1
0

N
A

N
A

N
A

N
A

N
A

N
A
CM
W
-
0
6

0
6
/
1
3
/
2
0
1
2

<
5

N
A

N
A

<
0
.
0
2

N
A

N
A

N
A

<
1
0

N
A

N
A

N
A

N
A

5
4
.
3

N
A

N
A

N
A

<
0
.
1

4
7
9

N
A

N
A

N
A

N
A

N
A

N
A

N
A

<
1
0

N
A

N
A

N
A

N
A

N
A

N
A
CM
W
-
0
6

0
9
/
2
5
/
2
0
1
5

1
.
1
3

N
A

N
A

N
A

9
.
0
4

<
1

<
1

<
1

3
1
.
1

3
6
2
0

3
6
7
0

3
7
2
0

N
A

N
A

<
0
.
2

<
0
.
2

<
0
.
2

N
A

N
A

N
A

1
.
0
5

0
.
8
9
2.22 <5

<
5

<
5

N
A

N
A

N
A

N
A

N
A

N
A
CM
W
-
0
6

C
C
R

0
7
/
1
4
/
2
0
1
6

N
A

N
A

N
A

N
A

9
.
3
7

N
A

N
A

<
1

3
2

N
A

N
A

N
A

8
.
1

N
A

N
A

N
A

<
0
.
2

4
8
0

N
A

N
A

N
A

N
A

N
A

N
A

N
A

N
A

1
.
7
3

0
.
8
8

N
A

N
A

N
A

N
A
CM
W
-
0
6

C
C
R

0
8
/
3
1
/
2
0
1
6

N
A

N
A

N
A

N
A

9
.
3
4

N
A

N
A

<
1

3
0
.
6

N
A

N
A

N
A

5
.
8

N
A

N
A

N
A

<
0
.
2

4
9
0

N
A

N
A

N
A

N
A

N
A

N
A

N
A

N
A

1
.
3
7

1
.
5
1

N
A

N
A

N
A

N
A
CM
W
-
0
6

C
C
R

1
1
/
1
8
/
2
0
1
6

N
A

N
A

N
A

N
A

9
.
2
7

N
A

N
A

<
1

3
0
.
6

N
A

N
A

N
A

0
.
6
2

N
A

N
A

N
A

<
0
.
2

5
0
0

N
A

N
A

N
A

N
A

N
A

N
A

N
A

N
A

0
.
8
1
5

1
.
3

N
A

N
A

N
A

N
A
CM
W
-
0
6

C
C
R

1
2
/
2
1
/
2
0
1
6

N
A

N
A

N
A

N
A

9
.
8
6

N
A

N
A

<
1

3
3
.
7

N
A

N
A

N
A

0
.
6
1

N
A

N
A

N
A

<
0
.
2

5
0
0

N
A

N
A

N
A

N
A

N
A

N
A

N
A

N
A

1

1
.
9
2

N
A

N
A

N
A

N
A
CM
W
-
0
6
R

1
0
/
1
8
/
2
0
1
2

<
5

N
A

N
A

<
0
.
0
2

N
A

N
A

N
A

<
1
0

N
A

N
A

N
A

N
A

9
5

N
A

N
A

N
A

<
0
.
1

3
8
6

N
A

N
A

N
A

N
A

N
A

N
A

N
A

<
1
0

N
A

N
A

N
A

N
A

N
A

N
A
CM
W
-
0
6
R

0
3
/
0
7
/
2
0
1
3

<
5

N
A

N
A

0
.
0
3

N
A

N
A

N
A

<
1

N
A

N
A

N
A

N
A

5
2

N
A

N
A

N
A

<
0
.
2

1
9
0

N
A

N
A

N
A

N
A

N
A

N
A

N
A

<
5

N
A

N
A

N
A

N
A

N
A

N
A
CM
W
-
0
6
R

D
U
P

0
3
/
0
7
/
2
0
1
3

<
5

N
A

N
A

0
.
0
3

N
A

N
A

N
A

<
1

N
A

N
A

N
A

N
A

5
2

N
A

N
A

N
A

<
0
.
2

1
9
0

N
A

N
A

N
A

N
A

N
A

N
A

N
A

<
5

N
A

N
A

N
A

N
A

N
A

N
A
CM
W
-
0
6
R

0
6
/
0
5
/
2
0
1
3

<
5

N
A

N
A

<
0
.
0
2
3

N
A

N
A

N
A

<
1

N
A

N
A

N
A

N
A

6
1

N
A

N
A

N
A

<
0
.
2

4
0
0

N
A

N
A

N
A

N
A

N
A

N
A

N
A

<
5

N
A

N
A

N
A

N
A

N
A

N
A
CM
W
-
0
6
R

1
0
/
1
1
/
2
0
1
3

<
5

N
A

N
A

<
0
.
0
2
3

N
A

N
A

N
A

<
1

N
A

N
A

N
A

N
A

6
6

N
A

N
A

N
A

<
0
.
2

4
0
0

N
A

N
A

N
A

N
A

N
A

N
A

N
A

<
5

N
A

N
A

N
A

N
A

N
A

N
A
CM
W
-
0
6
R

0
3
/
1
0
/
2
0
1
4

<
5

N
A

N
A

<
0
.
0
2
3

N
A

N
A

N
A

<
1

N
A

N
A

N
A

N
A

4
1

N
A

N
A

N
A

<
0
.
2

1
2
0

N
A

N
A

N
A

N
A

N
A

N
A

N
A

<
5

N
A

N
A

N
A

N
A

N
A

N
A
CM
W
-
0
6
R

0
6
/
1
1
/
2
0
1
4

<
5

N
A

N
A

<
0
.
0
2
3

N
A

N
A

N
A

<
1

N
A

N
A

N
A

N
A

6
9

N
A

N
A

N
A

<
0
.
2

3
8
0

N
A

N
A

N
A

N
A

N
A

N
A

N
A

<
5

N
A

N
A

N
A

N
A

N
A

N
A
CM
W
-
0
6
R

D
U
P

0
6
/
1
1
/
2
0
1
4

<
5

N
A

N
A

<
0
.
0
2
3

N
A

N
A

N
A

<
1

N
A

N
A

N
A

N
A

6
9

N
A

N
A

N
A

<
0
.
2

3
8
0

N
A

N
A

N
A

N
A

N
A

N
A

N
A

<
5

N
A

N
A

N
A

N
A

N
A

N
A
CM
W
-
0
6
R

1
0
/
1
7
/
2
0
1
4

<
5

N
A

N
A

<
0
.
0
2
3

N
A

N
A

N
A

<
1

N
A

N
A

N
A

N
A

7
1

N
A

N
A

N
A

<
0
.
2

3
7
0

N
A

N
A

N
A

N
A

N
A

N
A

N
A

<
5

N
A

N
A

N
A

N
A

N
A

N
A
CM
W
-
0
6
R

0
3
/
0
3
/
2
0
1
5

<
5

<
0
.
0
2
3

N
A

N
A

N
A

N
A

N
A

<
1

N
A

N
A

N
A

N
A

3
9

N
A

N
A

N
A

<
0
.
2

1
1
0

N
A

N
A

N
A

N
A

N
A

N
A

N
A

<
5

N
A

N
A

N
A

N
A

N
A

N
A
CM
W
-
0
6
R

D
U
P

0
3
/
0
3
/
2
0
1
5

<
5

<
0
.
0
2
3

N
A

N
A

N
A

N
A

N
A

<
1

N
A

N
A

N
A

N
A

3
9

N
A

N
A

N
A

<
0
.
2

1
2
0

N
A

N
A

N
A

N
A

N
A

N
A

N
A

<
5

N
A

N
A

N
A

N
A

N
A

N
A
CM
W
-
0
6
R

0
6
/
0
9
/
2
0
1
5

6

<
0
.
0
2
3

N
A

<
0
.
1

7
.
1
3

N
A

N
A

<
1

2
9

N
A

N
A

N
A

7
3

N
A

N
A

N
A

<
0
.
2

3
2
0

N
A

2
5

N
A

N
A

N
A

N
A

N
A

<
5

N
A

N
A

N
A

N
A

N
A

N
A
CM
W
-
0
6
R

1
0
/
0
6
/
2
0
1
5

6

<
0
.
0
2
3

N
A

<
0
.
1

4
.
1

N
A

N
A

<
1

1
6
.
4

N
A

N
A

5
3
6

9
6

N
A

N
A

N
A

<
0
.
2

1
7
0

N
A

2
3

N
A

N
A
2.34 NA

N
A

<
5

N
A

N
A

N
A

N
A

N
A

N
A
CM
W
-
0
6
R

1
2
/
0
5
/
2
0
1
5

1
.
9

N
A

<
0
.
0
2

N
A

<
5

<
0
.
5

N
A

<
0
.
5

1
6
.
6

2
7
0

N
A

2
7
0

4
8
.
6

0
.
2
6
3

<
0
.
1

N
A

<
0
.
1

1
7
0

5
.
4

4
.
3

2

N
A
2.8 <10

N
A

<
1
0

N
A

N
A

N
A

N
A

N
A

N
A
CM
W
-
0
6
R

0
1
/
1
2
/
2
0
1
6

2
.
8

N
A

0
.
0
2
5

N
A

2
.
2
6

<
1

N
A

<
1

1
2

2
2
2

N
A

2
2
2

4
8

<
0
.
1

<
0
.
2

N
A

<
0
.
2

1
4
0

4
.
8

<
5

1
.
7
4

N
A
2.71 <5

N
A

<
5

N
A

N
A

N
A

N
A

N
A

N
A
CM
W
-
0
6
R

0
3
/
0
3
/
2
0
1
6

<
5

<
0
.
0
2
3

N
A

<
0
.
1

1
.
9

N
A

N
A

<
1

1
3
.
5

N
A

N
A

1
8
4

4
5

N
A

N
A

N
A

<
0
.
2

1
2
0

N
A

<
5

N
A

N
A
2.37 NA

N
A

<
5

N
A

N
A

N
A

N
A

N
A

N
A
CM
W
-
0
6
R

0
6
/
0
6
/
2
0
1
6

<
5

<
0
.
0
2
3

N
A

<
0
.
1

6
.
8
7

N
A

N
A

<
1

2
8
.
6

N
A

N
A

1
3
0
0

7
7

N
A

N
A

N
A

<
0
.
2

3
2
0

N
A

<
5

N
A

N
A
1.56 NA

N
A

<
5

N
A

N
A

N
A

N
A

N
A

N
A
CM
W
-
0
6
R

D
U
P

0
6
/
0
6
/
2
0
1
6

<
5

<
0
.
0
2
3

N
A

<
0
.
1

6
.
9
8

N
A

N
A

<
1

2
9
.
1

N
A

N
A

1
2
7
0

7
8

N
A

N
A

N
A

<
0
.
2

3
2
0

N
A

<
5

N
A

N
A
1.74 NA

N
A

<
5

N
A

N
A

N
A

N
A

N
A

N
A
CM
W
-
0
6
R

1
0
/
0
4
/
2
0
1
6

<
5

<
0
.
0
2
3

N
A

<
0
.
1

5
.
7
5

N
A

N
A

<
1

2
4
.
1

N
A

N
A

9
0
3

6
3

N
A

N
A

N
A

<
0
.
2

2
7
0

N
A

6
.
6

N
A

N
A
2.32 NA

N
A

6

N
A

N
A

N
A

N
A

N
A

N
A
CM
W
-
0
6
R

C
A
M
A

1
0
/
0
4
/
2
0
1
6

1
.
0
7

N
A

<
0
.
0
1

N
A

5
.
8
2

<
1

N
A

<
1

2
3
.
9

8
6
1

N
A

9
3
7

6
4

<
0
.
1

<
0
.
2

N
A

<
0
.
2

2
6
0

4
.
9

6
.
2

1
.
9
8

B
2

N
A
2.36 <5

N
A

<
5

0
.
3
7
9

0
.
7
8
9

<
0
.
0
0
0
0
5

<
0
.
0
0
0
0
5

<
0
.
0
0
0
0
5

0
.
0
0
0
0
6
9
9

j
CT
M
W
-
0
1

1
2
/
1
3
/
2
0
1
0

<
5

N
A

N
A

<
0
.
1

N
A

N
A

N
A

<
1
0

N
A

N
A

N
A

N
A

2
0
.
1

N
A

N
A

N
A

<
0
.
1

1
0
4

N
A

N
A

N
A

N
A

N
A

N
A

N
A

<
1
0

N
A

N
A

N
A

N
A

N
A

N
A
CT
M
W
-
0
1

0
3
/
0
3
/
2
0
1
1

<
5

N
A

N
A

<
0
.
1

N
A

N
A

N
A

<
1
0

N
A

N
A

N
A

N
A

2
4

b

N
A

N
A

N
A

<
0
.
1

1
3
0

b

N
A

N
A

N
A

N
A

N
A

N
A

N
A

<
1
0

N
A

N
A

N
A

N
A

N
A

N
A
CT
M
W
-
0
1

0
6
/
0
8
/
2
0
1
1

<
5

N
A

N
A

<
0
.
1

N
A

N
A

N
A

<
1
0

N
A

N
A

N
A

N
A

1
8
.
2

N
A

N
A

N
A

<
0
.
1

1
0
3

N
A

N
A

N
A

N
A

N
A

N
A

N
A

<
1
0

N
A

N
A

N
A

N
A

N
A

N
A
CT
M
W
-
0
1

1
0
/
0
5
/
2
0
1
1

<
5

N
A

N
A

<
0
.
2

N
A

N
A

N
A

<
1
0

N
A

N
A

N
A

N
A

2
4
.
2

N
A

N
A

N
A

<
0
.
1

1
1
7

N
A

N
A

N
A

N
A

N
A

N
A

N
A

<
1
0

N
A

N
A

N
A

N
A

N
A

N
A
CT
M
W
-
0
1

0
3
/
1
5
/
2
0
1
2

<
5

N
A

N
A

<
0
.
2

N
A

N
A

N
A

<
1
0

N
A

N
A

N
A

N
A

2
6
.
7

N
A

N
A

N
A

<
0
.
1

1
3
3

N
A

N
A

N
A

N
A

N
A

N
A

N
A

<
1
0

N
A

N
A

N
A

N
A

N
A

N
A
CT
M
W
-
0
1

0
6
/
1
3
/
2
0
1
2

<
5

N
A

N
A

<
0
.
0
2

N
A

N
A

N
A

<
1
0

N
A

N
A

N
A

N
A

3
0
.
6

N
A

N
A

N
A

<
0
.
1

1
0
9

N
A

N
A

N
A

N
A

N
A

N
A

N
A

<
1
0

N
A

N
A

N
A

N
A

N
A

N
A
CT
M
W
-
0
1

1
0
/
1
7
/
2
0
1
2

<
5

N
A

N
A

<
0
.
0
2

N
A

N
A

N
A

<
1
0

N
A

N
A

N
A

N
A

3
2
.
3

N
A

N
A

N
A

<
0
.
1

1
2
6

N
A

N
A

N
A

N
A

N
A

N
A

N
A

<
1
0

N
A

N
A

N
A

N
A

N
A

N
A
CT
M
W
-
0
1

D
U
P

1
0
/
1
7
/
2
0
1
2

<
5

N
A

N
A

<
0
.
0
2

N
A

N
A

N
A

<
1
0

N
A

N
A

N
A

N
A

3
6
.
9

N
A

N
A

N
A

<
0
.
1

1
2
2

N
A

N
A

N
A

N
A

N
A

N
A

N
A

<
1
0

N
A

N
A

N
A

N
A

N
A

N
A
CT
M
W
-
0
1

0
3
/
0
7
/
2
0
1
3

<
5

N
A

N
A

0
.
0
4

N
A

N
A

N
A

<
1

N
A

N
A

N
A

N
A

3
3

N
A

N
A

N
A

<
0
.
2

1
2
0

N
A

N
A

N
A

N
A

N
A

N
A

N
A

<
5

N
A

N
A

N
A

N
A

N
A

N
A
CT
M
W
-
0
1

0
6
/
0
5
/
2
0
1
3

<
5

N
A

N
A

<
0
.
0
2
3

N
A

N
A

N
A

<
1

N
A

N
A

N
A

N
A

3
2

N
A

N
A

N
A

<
0
.
2

1
3
0

N
A

N
A

N
A

N
A

N
A

N
A

N
A

<
5

N
A

N
A

N
A

N
A

N
A

N
A
CT
M
W
-
0
1

1
0
/
1
1
/
2
0
1
3

<
5

N
A

N
A

<
0
.
0
2
3

N
A

N
A

N
A

<
1

N
A

N
A

N
A

N
A

3
3

N
A

N
A

N
A

<
0
.
2

1
4
0

N
A

N
A

N
A

N
A

N
A

N
A

N
A

<
5

N
A

N
A

N
A

N
A

N
A

N
A
CT
M
W
-
0
1

0
3
/
1
0
/
2
0
1
4

<
5

N
A

N
A

<
0
.
0
2
3

N
A

N
A

N
A

<
1

N
A

N
A

N
A

N
A

3
4

N
A

N
A

N
A

<
0
.
2

1
2
0

N
A

N
A

N
A

N
A

N
A

N
A

N
A

<
5

N
A

N
A

N
A

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Page 9 of 12
TA
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2
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C
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.
x
ls
x
Page 10 of 12
TA
B
L
E

2
-
1
BA
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S
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C
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x
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x
Page 11 of 12
TA
B
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2
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Page 12 of 12
TABLE 4-1
TARGET EXTRACTION WELL SCREEN INTERVALS
H.F. LEE ENERGY COMPLEX
DUKE ENERGY PROGRESS, LLC, GOLDSBORO, NC
Well ID Depth to Clay Unit2
(feet)Depth to Water2 Target Screen
Interval (feet)
EW-1 22 1.50 13 - 23
EW-2 22 1.50 13 - 23
EW-3 22 2.00 13 - 23
EW-4 20 4.00 11 - 21
PTW-011 20 4.00 11 - 21
EW-6 38 5.00 29 - 39
EW-7 42 6.00 33 - 43
EW-8 42 4.00 33 - 43
EW-9 42 4.00 33 - 43
Prepared by: JDM Checked by: TCP
1 PTW-01 was installed on July 14, 2016 as part of the pilot test and will be
used in the extraction well network.
2 Estimated based on observations from 2015 - 2016 groundwater
assessment data
P:\Duke Energy Progress.1026\04.LEE PLANT\22.Basis of Design Report\Design Rpt (60)\Tables\Table 4-1Target Extraction Well Screen Intervals 2-9-17.xlsx
Page 1 of 1
Basis of Design Report – (60% Submittal) February 2017
H.F. Lee Energy Complex SynTerra
P:\Duke Energy Progress.1026\04.LEE PLANT\22.Basis of Design Report\Design Rpt (60)\HF Lee 60% Basis of Design Report Feb 2017.docx
APPENDIX A
Pilot Test Report

Basis of Design Report – (60% Submittal) February 2017
H.F. Lee Energy Complex SynTerra
P:\Duke Energy Progress.1026\04.LEE PLANT\22.Basis of Design Report\Design Rpt (60)\HF Lee 60% Basis of Design Report Feb 2017.docx
APPENDIX B
EVALUATION OF ALTERNATIVE REMEDIAL
TECHNOLOGIES

Basis of Design Report – (60% Submittal) February 2017
H.F. Lee Energy Complex SynTerra
P:\Duke Energy Progress.1026\04.LEE PLANT\22.Basis of Design Report\Design Rpt (60)\HF Lee 60% Basis of Design Report Feb 2017.docx

APPENDIX C
FOCUSED GROUNDWATER FLOW MODEL REPORT

Basis of Design Report – (60% Submittal) February 2017
H.F. Lee Energy Complex SynTerra
P:\Duke Energy Progress.1026\04.LEE PLANT\22.Basis of Design Report\Design Rpt (60)\HF Lee 60% Basis of Design Report Feb 2017.docx
APPENDIX D
FOCUSED GEOCHEMICAL MODEL REPORT

Basis of Design Report – (60% Submittal) February 2017
H.F. Lee Energy Complex SynTerra
P:\Duke Energy Progress.1026\04.LEE PLANT\22.Basis of Design Report\Design Rpt (60)\HF Lee 60% Basis of Design Report Feb 2017.docx

APPENDIX E
PIPE AND PUMP SELECTION PACKAGE

Basis of Design Report – (60% Submittal) February 2017
H.F. Lee Energy Complex SynTerra
P:\Duke Energy Progress.1026\04.LEE PLANT\22.Basis of Design Report\Design Rpt (60)\HF Lee 60% Basis of Design Report Feb 2017.docx

APPENDIX F
DESIGN DRAWINGS

Basis of Design Report – (60% Submittal) February 2017
H.F. Lee Energy Complex SynTerra
P:\Duke Energy Progress.1026\04.LEE PLANT\22.Basis of Design Report\Design Rpt (60)\HF Lee 60% Basis of Design Report Feb 2017.docx

APPENDIX G
TECHNICAL SPECIFICATIONS

Basis of Design Report – (60% Submittal) February 2017
H.F. Lee Energy Complex SynTerra
P:\Duke Energy Progress.1026\04.LEE PLANT\22.Basis of Design Report\Design Rpt (60)\HF Lee 60% Basis of Design Report Feb 2017.docx
APPENDIX H
PERMITS