WQ0000020 Aville Arpt Correspondence 9-'17 - 12-'17

R
Laverty, Breft
From: Davidson, Landon
Sent: Monday, December 18, 2017 1:40 PM
To: Laverty, Brett
Subject: Fwd: [External] Cv Ltr Re 2017 Structural Fill Annual Report CCP Structural Fill Permit No.
WQ0000020 Asheville Regional Airport Buncombe County
Attachments: Cv Ltr Re 2017 Structural Fill Annual Report CCP Structural Fill Permit No. WQ0000020
Asheville Regional Airport Buncombe County.pdf; Asheville 2017 Annual Inspection
Report.pdf; Asheville Structural Fill Project Permit WQ0000020.pdf
G. Landon Davidson, P.G.
Regional Supervisor
Water Quality Operations Section
Asheville Regional Office
From: McKeighan,Susan <Susan.McKeighan @duke-energy.com>
Sent: Monday, December 18, 2017 12:42:12 PM
To: Davidson, Landon
Cc:Toepfer,John R; Kafka; Michael T.; Kooser, Diana L.; Hill,Tim S.; Nordgren,Scott R.; Karably, Ken
Subject: [External] Cv Ltr Re 2017 Structural Fill Annual Report CCP Structural Fill Permit No. WQ0000020 Asheville
Regional Airport Buncombe County
r a k ram^:" ,
CAUTIt3N External ennakl„Qo°not click links or apen.attachments unless verafied Send all sr�spic�ous ernaal as an attachment to ! s
s s w, �, s s s a� s ''
report pa a nc ov..c�� d�... :. :.T a . ..... —„ _ � ° _ m� � ". —
Mr. Davidson,
Please find the attached cover letter and related documents regarding the 2017 Structural Fill Annual Report for
Asheville Regional Airport/CCP Structural Fill Permit No. WQ0000020/Buncombe County.
If you have any questions or need clarification regarding the information provided,feel free to contact Randy Hart at
[e-mail] or 980-373-5630 at your convenience.
Note to Duke distribution—All documents can be found in Filenet XT.
Thank you.
Susan M. McKeighan
Executive Assistant to George T. Hamrick,SVP of Coal Combustion Products
Duke Energy,400 S.Tryon Street, Mailcode: ST06A, Charlotte, NC 28202
o:704.382.1181/f: 704.382.0980/[e-mail]
1

George T.Hamrick
[ tJKE' Senior Vice President
Coal Combustion Products
EN E RGY; 400 South Tryon street ST06a
Chadofte,NC 28202
Phone:980-373�8113
I:maik george.hamrkk®duke•eneigy com
December 18,2017
VIA ELECTRONICMAIL
Mr.G.Landon Davidson,P.G.
Regional Supervisor-Asheville Regional Office
North Carolina Department of Environmental Quality(NCDEQ)a Div f n of.Water Resources
Water Quality Regional Operations Section
2090 U.S.Highway 70
Swannanoa,North Carolina 28711
RE 2017 Structural Fill Annual Report
Coal Combustion Products Structural Fill Permit No.WQ0000020
Asheville Regional Airport.
Buncombe County
Dear Mr. Davidson;
In accordance with Section V.2 of the Asheville Regional Airport Coal Combustion Products Structural Fill Permit No.
WQ0000020,please accept the attached 2017 Structural Fill Annual Inspection Report.
If you have any questions or need clarification regarding the information provided,feel free to contact Randy Hart at
Randv.Hart@duke-enert=y.com or(980)373.5630 at your convenience.
Respectfully submitted,
George T.'Hamrick
Senior Vice President
w/attachment: 2017 Asheville Regional Airport Structural Fill Annual Inspection Report(12-14-2017);Structural Fill
Permit#WQ0000020
Duke Energy cc John Toepfer,Mike Kafka, Matt Pickett,Diana Kooser,Tim Hill,Scott Nordgren,Ken Karably,File:2017
Asheville Airport Structural Fill Annual Report

x �
eta**, DUKE
ENERGY®
2017 Stuctural Fill Annual Report
Asheville Regional Airport
Introduction
This document serves as the Annual Inspection Report(Report) required by Condition V.2. of NCDENR
(now NCDEQ) Permit No.WQ0000020 (Permit) issued to Duke Energy on September 2,2015.
Pursuant to the Permit, an annual inspection report shall be submitted on or before December 31 of
each year. Quarterly inspections shall be performed that log observations pertaining to the integrity of
intermediary and permanent caps,structural integrity,erosion,condition of liner systems,stormwater
collection systems and condition of monitoring wells.Quarterly inspections shall contain the following,
at a minimum:
• Date and time of each report,
• Name and title of the inspectors;
• Observation results on structural integrity,erosion, liner systems, integrity of the cap system,
stormwater collection systems,condition of monitoring wells,settlement,subsidence,seepage,
and presence of woody vegetation;
• Description and photo documentation of any pertinent issues such as breach in liner system,
excavations within 3 feet of the liner system,erosion,development of depressions,slope
movement,damage to monitoring wells, and groundwater seepage;
• Any maintenance, repairs,or corrective actions taken; and
• An annual engineer's certification of the evaluation on the structural integrity and stability of
the ash fill areas.
Annual Report Summary and Observations
In accordance with the Permit conditions, Duke Energy performed regular(quarterly) inspections of the
structural fill areas at the Asheville Regional Airport(Airport) in 2017.
Matt Pickett, a Lead Engineer for Duke Energy CCP Engineering, performed all quarterly inspections in
2017.The areas inspected included Area I;Area III,and Area IV located at the Airport.
Inspection Date Inspection Type
1 February 23, 2017 Quarterly
2 April 21, 2017 Quarterly
3' September 7 2017 Quarterly
4 1 November 2,2017 Quarterly
1

i
Based on observations from the September 7 inspection, NCDEQ Department of Water Resources was
notified of possible exposed ash on the north slope of Area I.Subsequently, DEQ requested additional
information to be submitted as well as additional monitoring of Area I. DEQ issued an official Notice of
Violation (NOV) on November 17, 2017, NOV-2017-PC-0616 (Incident#201701440).The NOV outlined a
list of items to be provided in a report by December 29, 2017 (aka, 90-day submittal). Items related to
the NOV and required submittal will not be covered in this Annual Inspection Report.
Duke Energy began making weekly inspections to monitor conditions following the September 7
inspection to monitor Area I and provide feedback to DEQ.The weekly inspections are not summarized
in this Annual Report.Area I matters will be presented under separate cover in response to the NOV and
in the 90-day submittal prepared by Geosyntec.
Figure 1 on the following page depicts the areas in relation to the Airport facilities:Area I on the
northeast corner of the property,Area III west of the runway to the north, and Area IV to the west of
the runway and to the south.
2

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1 °
Area I
The Area I ash fill,completed in the fall of 2010, is an approximately 18-acre fill area on the north end of
the airport, east of the runway.The top of the fill area was designed to slope downward towards the
north at a 2.5%grade.The outer slope of the fill was designed to a 33% (3H:1V) slope.A sediment basin,
stormwater structures, and outfalls are located at the north toe of the Area I slope.
According to information included in the "As Built"Surface Development drawings by Vaughan
Engineering latest revision February 22, 2016,there is a 100-foot wide compacted soil core over the
length of a 60-inch diameter stormwater pipe that transects the ash fill.The 60-inch pipe flows south to
north and is part of drainage from the airport runway areas.The compacted soil core was designed to
ensure that ash is not located within 50 feet of a stormwater pipe.
Area I is lined with geosynthetic clay liner(GCL) on the bottom.The cap system for the area is a
vegetated compacted soil cover.The top of the fill area was designed with a 6-foot thick soil cap.The
outer slopes were designed with a 2-foot thick soil cap.The detail for the cap is shown in the figure
below.The detail shown below is from the drawing set"Asheville Regional Airport-Fly Ash Beneficial
Use Project," issued by Charah, revised December 2007.
(•)TOP OF FILL •0-
SIDE SLOPES-Z'
(•I C
SOIL CAPO!.'?AG.'TED
f
ASH FtACEME.Y
GEOSVTh_=TIC CLAY
-41B'� �Fb;'_ LINER..MATERIAL
au�L -SG k_
— - -
TYPICAL LINER SECTION
Figure 2-Typical cap and liner detail for Area I
Area I Observations
Area I underwent extensive repairs during 2016. Repairs to the.area were completed and finalized in
September 2016.The Annual Report for 2016 showed Area 1 to be in good condition in December 2016
with the re-graded slopes in good condition and having established vegetation.
1st Quarter Inspection-February 23,2017
The first quarterly inspection did not note any structural changes to the fill area.A seep was noted near
the toe in the wetlands and two animal burrows were noted and subsequently repaired.An erosion rill
was noted on the east toe of the slope.
4

1
2nd Quarter Inspection-April 21,2017
The second quarterly inspection did not note any structural changes to the fill area.Similar conditions
were noted as in the prior inspection.The vegetation was noted to be in good condition.
3nd Quarter Inspection-.September 7,2017
The third quarterly inspection noted several issues developing in the area.A slough developed on the
lower portion of the north slope on the East Fill area. Duke Energy notified NCDEQ. NCDEQ visited the
site several times to monitor the area.
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Photo 1-Area 1 showing a slough developing.Ash was suspected to have been exposed.
(September 2017)
5

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Photo 2-Ponded water from slope noted at toe of Area I and possible exposed ash.(September 2017)
Duke Energy responded to the slough by installing a temporary repair and covering the material and
placing sandbags to divert water during impending tropical storms.The area was eventually repaired by
covering the area with geosynthetic fabric, a sand layer and rip-rap ballast.The repair was intended to
allow water to drain from the slope without having cover material slide or ash release.
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a J� f1�' _- a ,F` �•�'"t;' `a is+*� �,�jaR,;f�?d+,y�� ;t��.,� �°
Photo 3-Area I primary repair of the north slope.(October 2017)
6

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Photo 6-Repair of scarp slough area as recommended by DEQ.(November 2017)
Area I Corrective Actions
From the 2016 Annual Report,the following corrective actions were listed to be completed in 2017.
AREA I
Observation
1. Standing Water/Seep Continue to monitor. Item will be addressed in the NOV
at toe of eastern fill. I Response.
2. Missing animal guard Install animal guard and clear Asheville Airport notified.
at low flow drain vegetation around the outlet.
outlet pipe.
3. Erosion rills on the Return to grade and establish Repairs performed on areas. Items
north slope, eastern vegetation. will be addressed in NOV response.
side.
4. Animal burrows,2 on Fill with compacted soil and The animal burrows were filled and
north slope. establish vegetation. compacted during repair work in
October.
Area I Notice of[Violation
Based on observations from the September 7 inspection, DEQ was notified of possible exposed ash on
the north slope of Area 1.Subsequently, DEQ requested additional information to be submitted as well
as additional monitoring of Area 1. DEQ issued an official Notice of Violation on November 17, 2017.The
NOV outlined a list of items to be provided by December 29, 2017.
Duke Energy has contracted with Geosyntec Consultants,Synterra and McKim &Creed to study the
issues requested and prepare a response to the NOV. Duke Energy has been meeting with Brett Laverty
on site on a consistent basis to review work, observe sampling and provide updates to the NOV
response.
8

S
Area III
The Area III ash fill is an approximately 29-acre ash fill located west of the runway on the northern
portion of the airport property.Area III completed construction in 2016.The area is constructed (from
bottom to top)with a compacted soil subgrade,geosynthetic clay liner,and 60-mil geomembrane liner
with leachate collection pipes on top of the liner.The leachate collection system gravity drains to the
Metropolitan Sewerage District of Buncombe County(District).
GEOCOMPOSITE DRAINAGE LAYER
(GSE FABRINET OF W/12 OZ.GEOTEXTILE
EACH SIDE OR APPROVED EQUAL)
FLY ASH
COMPACTED �.i'�='''�'_� THIS LAYER SHOWN
SUBGRADE
�..•ca` GCL BENTONITE GEOCOMPOSITE LINER
(GSE BENTOLINER NWL 60 OR APPROVED EQUAL)
hrt.d
60 MIL HOPE TEXTURED LINER
(GSE HD TEXTURED LINER(2-SIDED)OR APPROVED EQUAL)
0BLINER SECTION & SUBGRADE
Figure 3-Typical bottom liner system detail for Area III
The cap for Area III is a flexible membrane with soil cover on top of it.The geomembrane in the cap
system is 40-mil textured HDPE.The cap thickness is six feet on top and two feet on the side slopes as
designed.The design details shown below are from the drawing set, "Asheville Regional Airport,
Engineered Fill-Area 3," issued for construction by Charah on March 15, 2013.
6" VEGETATIVE
COVER
COMPACTED
SOIL LAYER THIS LAYER SHOWN
6'MIN.ALONG SURFACE
4'MIN.ON ALL SIDE SLOPES
COMPACTED
FLY ASH FILL
" 40 MIL TEXTURED HOPE LINER
(GSE HD TEXTURED LINER(2-SIDED)
APPROVED EQUAL)
OACLOSURE CAP SECTION SCONIM
Figure 4-Typical cap detail for Area III
9

Area III Observations
1st Quarter Inspection-February 23,2017
The first quarterly inspection of Area III did not note any structural deficiencies to the area.A fill project
had recently been completed in the area with some repairs being done. The leachate discharge was
recorded to be 1 gallon per minute (gpm).
Photo 7-Area III with vegetation being established after recent construction project.(February 2017)
2nd Quarter Inspection-April 21,2017
The second quarterly inspection in Area III did not note any structural changes to the fill area.Similar
conditions were noted as in the prior inspection.The airport runway was completed on top of the fill
area. Erosion and sediment control structures had been removed. Leachate discharge was recorded as 0
gpm• _
3nd Quarter Inspection-September 7,2017
The third quarterly inspection in Area III did not note any structural changes to the fill area.Similar
conditions were noted as in the prior inspection. Leachate discharge was recorded as 1 gpm.
10

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Area III Corrective Actions
From the 2016 Annual Report,the following corrective actions were listed to be completed in 2017.
AREA III
Observation
1. Erosion on crest of Return to grade and establish Complete.
slope on west side of vegetation.
Area 3.
This observation was addressed in the first quarter report. Photo 7 from the summary above,shows the
area had been repaired. Duke Energy continued to include the area in its inspections, inspecting the cap
for erosion and integrity issues.
The Area III fill appeared to be in good condition throughout 2017 based on the quarterly inspections.
With the leachate flow ranging from 0-1 gpm, it appears the cap and liner system are performing as
designed.
Area IV
The Area IV ash fill,substantially completed April 1, 2015, is located to the west of the airport runway.
The 28-acre fill area was constructed in three different phases: Phase I, Phase IA,and Phase 2.Area IV is
constructed (from bottom to top)with a compacted soil subgrade,geosynthetic clay liner, and 60-mil
geomembrane liner with leachate collection pipes on top of the liner.The leachate collection system -
gravity drains to the District.
The cap system is similar to Area III noted above, but it was designed with a 30-mil geomembrane cap.
The soil thickness on the cap is six feet on top and two lfteSeCt on the side slopes as designed.
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Figure 5-Typical cap detail for Area IV
12

Area IV Observations
Following completion of cap repair and grading improvements during 2016,Area IV was in good
condition to start 2017.
1st Quarter Inspection-February 23,2017
The first quarterly inspection of Area IV several erosion rills and sparse vegetation in the area.A fill
project had recently been completed in the area with some repairs being done. The leachate discharge
was recorded to be 0 gallons per minute (gpm).
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Photo 10-Area IV erosion noted along the west face of Area IV.(February 2017)
2nd Quarter Inspection-Apri121,2017
The second quarterly inspection in Area IV did not note any structural changes to the fill area.Similar
conditions were noted as in the prior inspection. Erosion noted in prior inspection had been repaired.
Leachate discharge was recorded as 0 gpm.
13

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Area IV Corrective Actions
From the 2016 Annual Report,the following corrective actions for Area IV were listed to be completed in
2017.
AREA IV _
Observation Recommendation
1. Erosion on south slope Return to grade and establish Minor erosion was noted and
of Area 4. vegetation. repaired throughout the year.
2. Animal burrows, 1 on Fill with compacted soil and Animal burrows were filled. No
south slope. establish vegetation. current animal burrows recorded.
3. Sparse vegetation on Establish and maintain Airport was notified of sparse
southwest slope and vegetation. vegetation on former construction
former construction laydown area. It was reported the
area on top of Area 4. area will be used for construction
laydown in the future.
16

Final Observations
The structural fills Area III and Area IV at the Asheville Regional Airport are in overall good condition as
documented in regular inspections by Duke Energy in 2017.The cap and liner systems appear to be
performing as designed as the outfall measurements ranged from 0-1 gpm throughout the year.
Ongoing inspections will ensure the fills continue functioning as designed and maintain the integrity of
the fill structures.
The ongoing issues for Areas III and IV include establishing and maintaining vegetation and continual
maintenance and repair of erosion.As of the final Quarterly Report, dated November 2, 2017,the
following table lists issues to be monitored and recommended actions going into 2018.The tables will
be shared with Asheville Airport maintenance. Duke Energy does not maintain the areas.
AREA III
Obs- rvation Recommendation
_-- ---__._---
1. Erosion noted at the toe of fill along road Fill with compacted soil to return to grade and
where road turns east. I establish vegetation.
AREA IV
Observation Recommendation
1. Minor erosion and sparse vegetation on Fill with compacted soil to return to grade and
Western slope. establish vegetation.
2. Erosion rills and ruts. Fill with compacted soil to return to grade and
establish vegetation.
As stated earlier,the structural fill Area I is currently under a Notice of Violation issued by NCDEQ on
November 17, 2017. Duke Energy has contracted Geosyntec Consultants,Synterra and McKim and Creed
to provide geotechnical study, perform stability analysis, groundwater and surface sampling and survey
services to respond to the issues noted by DEQ in the NOV. Duke Energy will provide a response to the
NOV on December 29,2017 as directed by DEQ. Duke Energy will continue to provide prompt response
and updates to DEQ regarding the status of Area I fill.The NOV is not applicable to Areas III and IV.
As of the final Quarterly Report, dated November 2, 2017,the following table lists issues to be
monitored and recommended actions going into 2018. Duke Energy anticipates addressing these issues
along with other items resulting from the NOV analysis.
AREA I
.-ObservaMon --,—,.Recommendation
1. Standing Water/Seep at toe of eastern fill.TCont7inueto monitor. TM
2 , Missing animal guard at low flow drain Install animal guard and clear vegetation around
outlet pipe. the outlet.
3. Three temporary repairs installed. Continue to monitor.
4. High vegetation on north slope. Mow vegetation to allow for better inspection of
surface..
5. Depressed areas, standing water. Fill with compacted soil and establish vegetation.
17

In addition to monitoring the surface of the fills,the condition of the monitoring wells were observed
quarterly per the permit. Conditions of the wells were recorded regarding access,casing, caps, labeling,
locks, paint and well pad.All wells as of the final quarterly report are in satisfactory condition with no
issues outstanding.The wells were sampled biannually per the permit in April and November
_ AREA I
MW-01A Satisfactory
MW-02A Satisfactory
MW-04A Satisfactory
MW-05 Satisfactory
AREA III
--- �®
MW-1 Satisfactory
MV1/-2 Satisfactory
MW-3 Satisfactory
MW'-4 Satisfactory
MW-5 Satisfactory
MW-6 Satisfactory
MW-7 Satisfactory
Three wells that were not included in the Area IV semi-annual monitoring were abandoned in fall 2017.
Wells MW-3, MW-4 and MW-8 were present in Quarter 3 inspection report but were abandoned prior
to the Quarter 4 inspection. As such,these three wells are not noted below.
AREA IV _
MW-1A(R) Satisfactory
MW 2 Satisfactory
MW-5 Satisfactory
MW-51) Satisfactory
MW-6 Satisfactory
MW-7 Satisfactory
MW-9 Satisfactory
18

H
1
CERTIFYING STATEMENT
This Report is presented to meet the requirements of Permit No.WQ0000020 issued to Duke Energy on
September 2,2015.To the best of my knowledge,the information contained in this Report and
supporting documentation are accurate and complete.
I hereby certify that this Report was prepared by me or under my direct supervision and that I am a duly
Licensed Professional Engineer under the laws of the state of North Carolina.
.�� R.1 w.CAR
Signature: � d' o
' ti•:�
Printed bvame: l -SEAL W
6664
Date: 7 j�1 /I `�':��tic
I`•.� Rom.
ticen5e Number. �LA/ � �'� R t�o»tK'`r.�'•
'`�>>rrrrt���'`�
19

Laverty, Brea
From: Toepfer, John R <[e-mail]>
Sent: Wednesday, December 06, 2017 4:50 PM
To: Laverty, Brett
Cc: Nordgren, Scott R.; Czop, Ryan; Pickett, Matt; Hill, Tim S.; Damasceno, Victor-Geosyntec;
Karably, Ken; Sullivan, Ed M; Adair, Brian -geosyntec
Subject: RE: [External] RE: Asheville Airport Submittal Requirements for the Geopin Survey Data
Attachments: 2 -Slope Monitoring Pin Baseline Survey Locations.pdf; Slope Pin*Monitoring 5 Dec 2017.xlsx
CAtJTIQN. External email Do not click linksor open,attachments unless verified.Send aliauspicio�us email as an attachment to
report.spam@nc gov,�.
Brett—attached is the updated figure showing the pins on 'both' sides of the Area I fill along with the 3 control points. I
also attach the updated data from the surveyors. The data was received from the surveyors only yesterday. Please let
me know of questions. thanks
John R. Toepfer, P.E.
Duke Energy
Lead Engineer
410 S. Wilmington Street/NC15
Raleigh, NC 27601
919-546-7863 phone
919-632-3714 cell
919-546-3669 fax
From: Laverty, Brett [mailto:[e-mail]]
Sent: Friday, December 01, 2017 4:25 PM
To: Toepfer,John R
Cc: Nordgren, Scott R.; Czop, Ryan; Pickett, Matt; Hill, Tim S.; Damasceno, Victor-Geosyntec; Karably, Ken; Sullivan, Ed
M; Davidson, Landon; Wooten, Rick
Subject: RE: [External] RE: Asheville Airport Submittal Requirements for the Geopin Survey Data
John,
Just a quick glance at the survey spreadsheet. We are going to need an updated site map that shows the pin locations
for both the east and west cells and the locations of the three control points.The spreadsheet appears to show the
baseline northings, eastings, and elevations for the three control points but I don't see the bi-weekly survey data for
these control points.
Can you provide this data when you update the spreadsheet on December 4?
Brett Laverty
Brett Laverty
Hydrogeologist—Asheville Regional Office
Water Quality Regional Operations Section
Division of Water Resources
North Carolina Department of Environmental Quality
828 296 4500 office
email: brett.lave rty(aDncden r.gov
1

t
2090 U.S. Hwy. 70
Swannanoa, N.C. 28778
a ^Nothing Compares.--...
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.
From:Toepfer,John R [mailto:[e-mail]]
Sent: Friday, December 01, 2017 4:07 PM
To: Laverty, Brett<brett.lave [e-mail]>
Cc: Nordgren,Scott R. <Scott.Nordgren@dul<e-energy.com>;Czop, Ryan<[e-mail]>; Pickett, Matt
<[e-mail]>; Hill,Tim S. <Tim.Hill @duke-energy.com>; Damasceno,Victor-Geosyntec
<[e-mail]>; Karably, Ken<Ken.Kara [e-mail]>;Sullivan, Ed M <Ed.Sullivan@duke-
energy.com>
Subject: [External] RE:Asheville Airport Submittal Requirements for the Geopin Survey Data
+ AU N External email. Do�notclick hnks.or openlattachrnents unless verified Send allsuspicious enriail as an attachment to
repOrt,'Sp3m@nC gQV
Brett—please see attached spreadsheet. Note that:
• The spreadsheet is updated to reflect measurements in feet to be consistent with survey data reporting and the
0.1 ft tolerance
• McKim and Creed expects to provide data from the 29-Nov survey on or around 4-Dec
Let me know if you need anything else.
John R. Toepfer, P.E.
Duke Energy
Lead Engineer
410 S. Wilmington Street/NC15
Raleigh, NC 27601
919-546-7863 phone
919-632-3714 cell
919-546-3669 fax
From: Laverty, Brett [mailto:brett.lavertyCQ)ncdenr.gov]
Sent: Tuesday, November 28, 2017 1:56 PM
To: Toepfer, John R; Czop, Ryan
Cc: Davidson, Landon; Wooten, Rick; Nordgren, Scott R.
Subject: Asheville Airport Submittal Requirements for the Geopin Survey Data
2

f f
*** Exercise caution. This is an EXTERNAL email. DO NOT open
attachments or click links .from unknown senders or unexpected
email. ***
John and Ryan,
On November 13, 2017, 1 sent an email requesting the submittal of the geopin survey data.The Notice of Violation
(NOV) references submittal of this information (page 9).As a point of clarification to the NOV,the Division is requiring
submittal of the geopin survey information as described below:
• The geopin survey data is to be received by the Asheville Regional Office within one week after each survey
event.
• The data is to be submitted in an electronic Excel spreadsheet.
• The spreadsheet will need to be comprehensive to include data from each survey event.
• The spreadsheet format should remain consistent with the format in the 30-day report.
• You will need to include the 3-4 control points and all data collected since October 4.
• Please verify that the coordinates are being reported in North Carolina State Plane coordinates or some other
coordinate system.
The initial electronic spreadsheet is to be received by the Asheville Regional Office by the close of business on Friday
December 1,2017. Let me know if you have any additional questions or concerns.
Brett Laverty
Brett Laverty
Hydrogeologist—Asheville Regional Office
Water Quality Regional Operations Section
Division of Water Resources
North Carolina Department of Environmental Quality
828 296 4500 office
email: brett.lave rty at7ncdenr.gov
2090 U.S. Hwy. 70
Swannanoa, N.C. 28778
--: :1 othing Compares
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.
3

.4 w
} J2i '
xj I
53
ft
G1'
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� *1 5 A ! Fw 'i.�'•aY.: ti'..� �( A.'' l; k � yp � •-�+� '� ,�y,r 4
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ip
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17a
•Z"''+. "fir:' s+. S • '. '`'•a '" 'g � �'y,s"
SLOPE MONITORING
IN
• ° .tom-.... A:t fe 4 • + BASELINE SURVEY LOCATIONS
•
Asheville Regional Airport
Asheville, North Carolina
j.:;, Y Geosynte& '
DUKE
onsultants
• �,
DECEM
B R 2017

r-.
lF.1
10
Bi
rR
0N
T
1 '
1
h
iy
p.f I
' C sy a,
PP CIP �•'9'I�C
A A
i
Legend
9 Control Point
e Slope Pin-Installed 4 Oct 2017
e Slope Pin-Installed 14 Nov 2017
® Riprap Buttress
Notes:
1.Service Layer Credits: Source: Esri,DigitalGlobe,GeoEye,
Earthstar Geographics,CNES/Airbus DS,USDA,USGS,
AeroGRID,IGN,and the GIS User Community.
2. Slope pins on the eastern slope and riprap buttress baseline
survey performed by McKim&Creed on 4 October 2017. Slope
pins on the western slope baseline survey performed by McKim&
Creed on 15 November 2017.

i
Laverty, Brett
From: Wooten, Rick
Sent: Tuesday, November 28, 2017 4:30 PM
To: Laverty, Brett
Cc: Taylor, Kenneth; Davidson, Landon
Subject: AVL CCP Fill -Updated Maps and Photos
Attachments: AVL_CCP_Fill_Maps_Photos 2017_11_28.pdf
Brett,
Here are updated 'work in progress' maps and photos of the CCP fill area at the airport. This version has a plot of
rainfall recorded at AVL(image#15) annotated with some dates of observations and weather events.
Please let me know if you have any questions, or if you find errors.
Thanks,
Rick
Richard M.Wooten, P.G.
Senior Geologist for Geohazards and Engineering Geology
Asheville Regional Office—North Carolina Geological Survey
Energy Group
Dept. of Environmental Quality
828-296-4632 office
Rick.Wooten ccD.ncdenr.gov
2090 U.S. Highway 70
Swannanoa, NC 28778
� Nothing Compares..
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.
1

i 5
FT
1
SIN
hV '\ ;IM, � 5 i' F y..l ti: l t tlr"A {e 4 i ..1 , �.? A,
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/ J - ,�/. aV
roximate
�s associated with
:)ustion Products) " r `�` ! ` ��y h'i �,� j+r ` t`��f 19' � # t1� o d s ' $
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4 ` � �;r� ' + ► a u� — + j ,
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017 11 17. if.jZ iaq��`t y '► JI i ► 1 i1= ►►
�`, � �t4�eki�\�'�`.''`�`• ' �' _ t� i�����j�j'/���I"a mil' !"i,ii _ F� �I a 3 j� ��� 1,p',11
iotography map '
topographic ;5����',1� �'� ,r �� I �� -off ,. L! 1�► _ - Fa
0 1r � ti�`� .: i,l PI I � ✓''`r=11 ; r I
J.) derived from � , �l`' �`' :l if ,��� T ,.'� ► � �K
Jon LiDAR DEM; ��; s` 1: I �� 1 �� - '► <<„ I" .-�_
lational t �, .� 'a ►'�, ;� 4111
► ! � ! �- ► '1, - JGl3.�T '
!I;et flow lines.
� � �,F °'� �i� F l��` �� �1 � r I►I (�"� I�(��1��11,P'' �j;l�% '%if �
29 2009 As- s 51 � , _ 1 ,, �� !I ,�', !� a� TV.
N superimposed ° �', �,, ;'��� � -� li . I , I 11111
otography. Blue �
ial Hydrography , �� t\',i.i( I"—i'► � �► '' �'_ `i `� �� - \1
—125
G
'- D flow line data
the CCP fill
lepict topography s `
~-
;e locations prior \� 1.' _ ''� - - e mod; ,* • ' f I
CCP fill. Blue
ote locations. ,
o iso soo
Feet
o so ,UU
deters `'.ti.` �•�"'� '�®•~�� �•�, t �..- G `
Rev. 2017 11 28 1

�e# is '4 �� �Y. �is �• 1-..-i4.:' Lr `'� � +� -� '�•'I ` �
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us
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y ` `60�RCP
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J '- Charah As-Built Plan
l �� ������ �ptN CMp a• View and Cross
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December 29, 2009
date March 2010 U
p
a� LLI
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HYDRRULIC CW'EM-9/19/08 -�--�--�- 2too DRAFT
HYDRAULIC CR401EM—8/07/08 I
----- --�-------- f ---_�_-�—==--I-- --�-- -- {----- � ----- � -- o� Work In
c ew m L�e TEO M nas cROrae oume0 1 2085
DIDOO 45ESUEM=„.,REZ4. I-- �--�--- - - ---- 1- ----� ----_-,-- 20B0 y, Progress
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s dT:IX0GRF1E0,wTc9 ez�os[n z/.20W. C
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1 I I I I I I 2065
' I I � 2060
Ij Ij � , TOSS
2050 tx f�sZ' sZ' �S
+ s + s
"AS BUILT"SURFACE DEVELOPMENT AS OF DECEMBER 29,2009 2 OF s
Rev. 20171128 2

CCP WILIL BE LACED WTI
)6+OD
CCP PLI�kMEW u- -------.
MEMBER
V[R,GL SOLE: ,•_10 FLEf
21M _ Approximate
2130 location of scarp ,.LOPE
_z,25 _ and seepage area
2120 at temporary repair
I I
— area A projected
21O-21105- onto cross section 7
_
2100
1-W L d.
g YU9O I- — I l
2� Representation Earth materials
2M _ I �T of hypothetical ��_ beneath GCL not
20
70 failure surface I I identified on cross —�
TL,65 I I I I_ I
� projected onto section.
Q I I I I cross section l
L fzow
I I !
R RR $R R� - - - - - _ -
S S h S S S + S S S n S S S S S S
m O++ O+i 4 G t i� N H # i fµ t ^
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',N iL � �` ��;`� >„yl+•`�•1w1i.7 i'3� ��A�"""� i,�+a "•f� 'K w" i•.-:�h � `r � -`E Y.._ x O�°
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I' .� -,. .., �,,. •seepag�e .��� ^�� ' 'x'`t�l � ..�;.>�fi ; ,� .��. :�4, ...,,,.�� .1� �- ��:�:..
tt .'�$�.. �,rA' 7•- ��'�"'1 ie�' n y�t,�{1
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,
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a ?� 1. fi11, possible scarp-
+ 7 fTr I:r 7 w 17 t 111" 11 ,
0 50 100 N . {,'. „, :+4, *RAY` `,, a s0 100
feet V Feet
S
0 15 30 •� "tt 30 N ••LL • '..
A'elore - +#rm'';N4' `f• l 4 - - - NCGGI Melets
Approximate locations of features associated with the CCP (Coal Combustion Products) fill at the Approximate locations of features associated with the CCP (Coal Combustion Products) fill at the
Asheville Regional Airport as observed on DWR-NCGS site visits. Green lines = topographic contours Asheville Regional Airport as observed DWR-NCGS site visits (see feature labels on map left. Green
(20 foot C.I.) derived from a 20-ft pixel resolution LiDAR DEM; blue lines = USGS National Hydrography lines = topographic contours (20 foot C.I.) derived from a 20-ft pixel resolution LiDAR DEM; blue lines
Dataset flow lines. Map base is 2015 orthophotography. = USGS National Hydrography Dataset flow lines. Map base is 2010 orthophotography taken during
CCP fill construction.
(Vote: LiDAR and NHD flowline data acquisition predate the CCP fill construction and approximate
topography and stream locations prior to placement of the CCP fill. Note: LiDAR and NHD flow line data acquisition predate the CCP fill construction and approximate
topography and stream/drainage locations prior to placement of the CCP fill.
DRAFT
`1 Work In
Progress Rev. 2017_11_28 3

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McKim & Creed existing conditions map of
�u ;S. GRAPHICSCALECCP fill area at the Asheville Regional Airport
dated October4, 2017, and superimposed
o �o0 20o onto 2015 orthophotography. Note: Geo-
Feet registration of map and orthophotography is
DAr' .'NE\1sON INBW. .� '�,' - r i- TDFo0RI3'In0SURVE1' PFO.ECTJ:O0159 approximate.
0 30 60 `- ::��� o= PRE S, :xD
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— V \tit/, FILL'AREA ON A6iEYO.I.E AWOrrrr., �EX. NA
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ARDEN. BUNCOMBE- NORIH(GAR4)NA OTCIP
Rev. 20171128 4

0 45 90 N
Feet
0 15 30
Meters
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Work In
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' Monitoring Well
° o ® SLOPE MONITORING SYSTEM
p
o Slope pin-Surveyed 10/04/17 _; AREA 1 STRUCTURAL FILL
E ,
i
Riprap Buttress
- _ Asheville Regional Airport
Asheville,North Carolina
Notes: .
1.Service Layer Credits: Source:Esri,DigitalGlobe,GeoEye, Y, teC d d October
Ge s ntec Slope Monitoring
0 op
Earthstar Geographics,ONES/Airbus DS,USDA,USGS, o ® Geosyn ��DUKE FigureG ri surveyed 4,
AeroCRID,IGN,and the GIS User Community. a
2. Monitoring well locations obtained from"Area 1 Water Location consultants ENERGY
Summary and Boring Logs"letter prepared by Charah.Inc.dated
2 2017• and slope movement
29 December 200g. " ER 2017
3. Slope pins and riprap buttress surveyed by McKim&Creed on 4 ^� �' �; = CHARLOTTE,NC OCTOB features Included I n the N CG S
..`
October2017. geodatabase as of
2017 11 21.
I
Rev. 20171128 5

Geosyntec Slope N
Fee`
Photo Left. A
Monitoring Grid '� � 15 '°
Q Settlement of the r,_. Meters
• surveyed October 4,
o. temporary repair v.
: 2017• and slope
exposing parts of the
movement features ,,
ground rupture '
included in the NCGS
h i(scarp) n the area of
r: geodatabase as of h
. ` pins D 3 and E 3.
., t _ -
Y.. r
_-�� ,� �. �� ;,�. �� r�� =����_ �' •;� View looking
IbS
2017 11 21 .ti y1
_
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.;A, 2017/11/01 NCGS °
T �' t._.• .i,: 1hp�r: ��� ' f►� t�,',jy _ p�r. .ice,tir�ax photo.
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_? .R. ,'a»p, tNu: E. w.a.r. 'T SYSTEM
r1L ,pp ',y 9 MDn lenn0 WC� A 1 e , .- !. » ; r' vT SLOPE MONITORING
�'Jt_ r`F- - ,'. AREA T STRUCTURAL FILL
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� re
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'• ,r�' ��� _��� ��; `' `�r � f - � � �k, � - '°`� `' .� _��.' parts of the ground rupture
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(scarp)=": 7 --w�''' ,,I �� r�d. ,,;�. � ,I:. L, J�•,�� _ �s :�: ��y ;,t .! �.�; ,r` _ between pins D3
and E3. View looing south.
Progress
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Rev. 2017 11 28 6

- --------- - - - - - - --- - - --- - - ----------- -- -
0 45 90 of
Geosyntec Slope Fee,
FI
Monitoring Grid °
9 Meters
w
surveyed October 4,
2017•, and slope
movement features
Photo Left.
Settlement of the included in the NCGS
e geodatabase as of � •- �°• � .�' '����
e si a its of the 17 11 21.
temporary r repair
xpo sin pa 20
ground rupture 'A P
!
(scarp) in the area of
x
•4- :�,� �..1�*!y' �S��•�',�fri?�� �' '��'N,ry -
`�" pins D3 and E3. +
Yellow
._ s• rr r� arrows point
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;•- - ,-�� `'� �'� to the general area of
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repair. View looin :: w. . m?1, .• �a �,:y. ,; [g t . ,.
•I..�` -� +� � ,'F;' Jy7 ,.� * ,Y t! .ram 1 50 1D0 FeFl
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1 r l .4v z
- d'".F k'�' AREA'I STRUCTURAL FILL
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Photo Left. Photograph of toe of temporary repair area A. Yellow arrows point to coarse sand Approximate locations of features associated with the CCP (Coal Combustion Products) fill at the
transported from beneath the temporary repair geotextile after rainfall from tropical storm Nate on Asheville Regional Airport as observed on DWR-NCGS site visits. Map base is 2015 orthophotography.
2017/10/08-09 (see rainfall plot in image 15) Outflow water is ponded against hay bales. View looking Arrow point to location of location in photo left. Green lines = topographic contours (20 foot C.I.)
northeast. 2017/10/09 NCGS photo. derived from a 20-ft pixel resolution LiDAR DEM; blue lines = USGS National Hydrography Dataset flow
lines.
DRAFT Note: LiDAR and NHD flowline data acquisition predate the CCP fill construction and approximate
f Work In topography and stream/drainage locations prior to placement of the CCP fill.
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double arrows above depicts vertical displacement on scarp. Seepage from scarp area observed on Asheville Regional Airport as observed on DWR-NCGS site visits. Map base is 2015 orthophotography.
2017/11/01 not visible in photo. View looking southwest. 2017/11/01 Duke Energy photo. Arrow point to location of scarp-seepage location in photo left. Green lines = topographic contours (20
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Graphs Tabular Aviation TDA More Station info
j!!Precipitation Inches) I I I 2017/10/09 Storm 10/23
i DWR sitelvisit. Coal ash not visible.
Plot Variables � ,
Temporary repair passing water, puddled
1,09^ - - I ; water at hay bales;other seepage areas 2017/11/01- -
❑ Temperature
identified near toe of fill. DWR observes part
❑ Dew Point I
❑ Dew Point(derived) of original rupture
El Wind Direction exposed by
DRAFT
, I
- - settlement of {� n
0.90" ❑ Wind -- : - Work In
❑ Wind Gust � � I I Nate ,
❑ Relative Humidity ; I temporary repair.
❑ Visibility 2017/09/07 10/08-09 Minor soil cracks,at
❑ Ceiling - Duke Energy D3.DWR surface
I
0.80" i. - - - ---- -: -- - - -:- - Progress
❑ Sea Level Pressure I water and MW
❑ Significant Wave Height i quarterly
❑ Primary Swell Period ; inspection., sampling. SM
❑O 1 Hour Precip ; Report cap resurvey,>1.2
0.70" ❑ Clouds i :_ _ _ _ _ -• _-- rupture. - - 2017/10/04 - ! - _. _ __mvmt.reported at: -
2017/09/08 SM baseline B I, 66,C2,A,J2:
! DWR observe survey.
0.60^ - - -- -- - -2017/04/21 --- - - -- - - - - '- — -- ---- ---I - - - -- ----- - ru ture(scarp) --- -- ! - -- - - - - - -- —-- — -- -
p
- and-coal-ash-in-
Duke Energy j p g I
quarterly I see age i
inspection. 2017/11/17
0.so^ -- - - Cap rupture .. - - --- - - --- - - - - --- - ; - - - -- 2017/09/15 - - - - - --- - - - -- - DWR surface water
2017/10/18
` to
not reported. I DWR observes more SM ( sampling. Minor
resurvey;
y j cracking along scarp >1.2% soil cracks at D3.
mov Geosyntec drilling
an more coal as 1 d _I h in _
0.40^ - -- --- I - - - --- --I - -- - -- - - - - - - -----i- - - - - - --;- -- - - movement - - - -
seepage. reported at underway. Prelim.
B5,J1,12. borehole/MW
levels indicate GW I
s 2017/09/22
above GCL-CCP
j I i Duke Energy —I interface.
I f I I I I observes coal ash
i` I upwelling in cap
I I I i I _west of scarip. I t
Li
- --Temporary repairs
9/11-12by Duke Energy.0.00" d' i I. _•1 '1 !I 1 J! I. 1 p• I -i ;�i I I I I„ #1 ! I;
12:00 AM 12:00 AIJA 12:00 All 12:00 A.M 12:00 AM 12:00 AM 12:00 AM 12:00 A1d 12:00 AM 12:00 AM 12:GD P-14 12:00 AM 12:00 AN 12:09 AM 12:00 A14 12:00 AN
Sat Sun Mon Tue T'hu Fri sat Sun Tue Wed Fri Sat Sun Mon Wed Thu
(4/1) (4/16) (5/1) (5116) (6/1) (6/16) (711) (7/16) (SA) (8116) (9/1) (9116) (10/1) (10116) (11/1) (11/16)
Start Time: Apr 1,2017 12 00 AM
Apply ❑ Realtime Update?
End Time: I Nov 21,2017 '® ?0 � :5Y_ � AM
Rev. 2017 11 28
NOAA-NWS plot of 1-hour precipitation recorded at KAVL—Asheville Regional Airport, April 1 — Nov. 22, 2017, annotated with dates of site visits and observations by Duke Energy, and NCDWR 15
— NCGS.

Name NOV-2017-PC-0616
EDukeEnergy
raovitch incident#20 1 70 1440
n/ease enter the following dates/nnmental,Health d Safety Y? 11/17/17
r y Duke Energy CCP
hurch Street,EC2XPStructural Fill
C 20202 Projects AVLRIMS Certified Letter �a P �1370 0001 6572 2147
racking dates:
..L - ":'s
date enforcement sent
date enforcement rec'd &signed

a 7S a
ROY COOPER
�"rna;�aaax
A&CHAEL _-REGAL
LINDA G"ULPEPPER'
Water Resources
Efivitunfliental wity
November 17, 2017
CERTIFIED MAIL 70161370 00016572 2147
RETURN RECEIPT REQUESTED
Mr. Paul Draovitch—SVP, Environmental, Health &Safety
Duke Energy
526 South Church Street, EC3XP
Charlotte, N.C. 28202
Subject: NOTICE OF VIOLATION
NOV-2017-PC-0616 (Incident#201701440)
Permit No. WQ0000020
Duke Energy Progress, Inc.
Coal Combustion Products (CCP)Structural Fill Projects—Asheville Airport
Buncombe County, N.C.
Dear Mr. Draovitch,
Chapter 143 of the North Carolina General Statutes authorizes and directs the Environmental
Management Commission of the Department of Environmental Quality to protect and preserve
the water and air resources of the State.The Division of Water Resources(Division) has the
delegated authority to enforce adopted pollution control rules.The Notice of Violation is a
standard notification intended to advise you of the legal requirements under North Carolina
law, and is being issued for violations of the subject permit.
On September 7, 2017,the Asheville Regional Office of the Division received notification via
phone from Duke Energy Progress, Inc. (Duke)that coal ash was observed at the surface of the
soil cap on the northern slope of the Area 1 structural fill at the Asheville Regional Airport. On
September 8, 2017, Division staff inspected the structural fill and observed a saturated area
approximately 114-feet-long and 25-feet-wide near the toe of the structural fill on the
north side of Area 1. Near the top-center of this saturated zone was an approximately 41-foot-
long breach in the soil'cover(i.e.,traverse crack)within the structural fill cap. A traverse crack
was visible with approximately 1 foot of vertical displacement. Coal ash was visible within the
face and downslope of the head scarp. It was also observed that some of the coal ash had
liquefied and discharged from the breach.
Division staff inspected the facility on September 8, 2017 and September 15, 2017 and noted
the following violations of the permit WQ0000020:
State of North Carolina I Environmental Quality I Water Resources
2090 US 70 Highway,Swannanoa,NC 28778
828-296-4500

\`�� a ✓.l
Paul Draovitch
November 17,2017
Page 6 of 10
Section 3.1 Preliminary Observations
• . Page 9, 5th bullet-Additional wet areas and potential slope displacements outside-of the
temporary stabilization could not be identified. Small areas of wet soil, ponded water
and erosion gullies in cap material indicative of seepage were observed in the area
between pins H3 and 12. It is highly recommended that this area-be pinned and
included in the slope monitoring survey. Please acknowledge these observations and
provide an explanation based on site data.
• Page 9, 8th bullet—Signs of subsidence or displacement were not observed on the top
deck or crest of the northern Area 1 structural fill slope: On November 1, 2017, a zone of
macropores (burrows), small erosion gullies, and a possible soil crack was observed
along the contour of the embankment slope near pins B6, C6, D6 and F6. Note that
movement in excess of 0.1 ft(1.2'inches) has been reported for pin B6; and nearby pin
B5: Please acknowledge these observations and provide a response based on site
data..
• Page 10, 41h bullet—A pre-existing seep to a wetland with reddish staining was observed
downslope of the access road bench at the eastern structural fill toe, though the source
of the seep could not be identified at the time of the site visit. The seep above has been,
labeled SW8-A1 and was sampled on November 1, 2017. The specific conductivity.at the
time of sampling was 937 µS/cm. The high conductance may indicate groundwater in .
contact with coal ash.
Section 3.3 Slope Monitoring Plan
• Page 11, 2"d paragraph—The slope monitoring consists of 18-inch long steel stake (slope
pins). Given that the slope soil cap is two feet thick,why are you not using longer steel
stakes to ensure adequate contact with the coal ash?
Section 4.1 Visual Observations
• Page 12, 1st bullet—A local slump within the center and mid-slope of the temporary
stabilization measure was observed during the October 4, 2017 visit. Immediately
downgradient of the rupture and in the general vicinity of pins C2, D2 and E2 is a feature
being called the "bulge".This "bulge" appears to be dynamic and potentially growing as
observed during our last site inspection. Does the local slump mentioned above-
coincide in part with the apparent bulge in the temporary stabilization measure?
Please depict the local slump on a site map that includes the pin locations and control
points (i.e.stationary reference points)of the survey monitoring grid. Also, please

Paul Draovitch
November 17,2017
Page 7 of 10
clarify if the term 'slump' is used for a rotational sliding failure,or some other slope
failure mode.
• Page 12, 6th bullet—Geosyntec identified three areas approximately 30-ft to 40 ft
downslope from the structural fill crest that may have subsided. Please identify the
locations of the three suspected subsidence areas. Please show the potential
subsidence areas on a site map that includes the pin locations and control points (i.e.
stationary reference points)of the survey monitoring grid.
• Page 12, 8th bullet—Installed a row of slope pins approximately five feet down slope of
these areas to identify potential displacement. Please identify these pins and their
locations.
Section 4.3 Changes of Breach Area
• Page 13, 15t paragraph—Based on the site visit assessments and slope monitoring survey
results, the slough area does not appear to have changed or expanded. During the
November 1, 2017 site inspection, there was visual evidence for movement along a
segment of the original ground rupture where it is covered by the temporary slope
repair immediately below slope monitoring pins D3 and E3, and above pins D2 and E2.
In this area, the rip-rap cover of the temporary repair had settled exposing localized
areas of a few inches of near-vertical slopes in cap soil material. In addition, small
tension cracks were observed in the soil cap at monitoring pin D3 which extended
approximately 30 inches to the northeast along contour towards pin E3. Note: The
current survey grid may not detect movement between the rows D2-E2 and D3-E3; re:
John Toepfer's Nov. 10, 2017 response regarding movement in this area. If the
observed movement was caused by surface washout of the sand used in the repair
resulting from heavy rains, as-suggested in Mr.Toepfer's response,then the surface
wash-erosion of exposed rupture/scarp was not evident on Nov. 1. Sand used in the
repair has been transported from beneath the geotextile; however, it could have
resulted'in part from seepage from the cap/fill in addition to heavy rainfall infiltrating
through the temporary repair. Please acknowledge these observations and provide a
response based on site data.
Section 4.4 Hazard Assessment
• Page 14, 3rd paragraph - As part of the 90-day deliverable, a slope stability study will be
conducted to compute the factor of safety for the Area 1 North slope and provide an
assessment of this hazard. Will this hazard assessment address the existing
precipitation patterns related to observed movement and the precipitation patterns
or other conditions that could potentially trigger a slope failure of the CCR fill that

Paul Draovitch
November 17,2017
Page 8 of 10
could result in the release of CCR toward the adjacent residential development to the
north?
• Page 14, 3rd paragraph -Will the slope stability analysis evaluate the Factor of Safety
for sliding at the GCL-CCR interface?
Page 14, 3rd paragraph - Upwelling coal and coal ash transported by seepage water were
previously observed in the areas now covered by the temporary repairs, indicative of
seepage and piping processes affecting the CCR materials and the cap. Will seepage
forces be incorporated into the slope stability analysis?
• Page 14, 3rd and 5th bullets -Selection of unit weight and shear strength parameters,
and,foundation and cover properties. Please provide available boring logs and
laboratory data from Area 1 and adjacent CCR structural fills at the ARA. Are the
origins, extent, and properties of the earth materials beneath the GCL layer available
for Area 1? Note:This information is not depicted on the as-built plans stamped and
dated on 3-8-10 prepared by Vaughn Engineering. If the above data is not available,
will data and parameters specific to Area 1 be collected for the slope stability study?
• Page 14, 4th bullet- Use of compacted CCR engineering properties. Are as-built
compaction test data available for the CCR and other earth materials in the CCR
placement zone of Area 1?.Are there plans to confirm in-place relative densities of the
materials in the Area 1 structural fill?
0 Page 14, 7th bullet- Will further investigation into the presence and extent of
subsurface water be based solely on the results of the FEA model and slope stability
study? For example, the presence and extent (or absence) of subsurface water within
the CCR fill should be confirmed by means other than the FEA model and slope stability
study. Electrical resistivity surveys are a non-invasive investigation method that could be
used to help effectively locate piezometers used to constrain slope stability analyses.
• Page 15, last paragraph- Based on the initial slope stability study results will borings,
material sampling and testing(e.g.,triaxial testing) be considered for Area 1.
Section 5.1.1 Historical Channel Reroute Design
0 Page 16, 15t paragraph—The most recent condition inspection of the 60-inch RCP
identified staining and leaks into the RCP at several joints or cracks. These observations
further suggest that the drainage corridor may be clogged.What is the potential
relationship between the clogging of the drainage material along the RCP and the on-
going problems associated with Area 1?

Paul Draovitch
November 17,2017
Page 9 of 10
Section 6 References
• Page 18 -References for the Geosyntec report includes the 2012 Electric Research
Institute document on the geotechnical,properties of fly ash and potential for static
liquefaction.The Geosyntec report does not appear to specifically mention plans to
assess the liquefaction potential (e.g., FS for liquefaction) of the CCR fill. Are there
plans to assess the liquefaction potential (static and dynamic)of the CCR fill with
respect to shallow and global failures? If the liquefaction potential is to be assessed,
will material properties of the CCR that are specific to Area 1 be used in the analysis?
If a liquefaction analysis is not planned, please provide the rationale for not
performing the analysis.
Table 3 Initial Slope Monitoring Measurements
• In addition,the two slope pins which had a magnitude of movement greater than the
reported survey accuracy of+/-0.10 feet(1.2 inches) horizontally and vertically, there
were nineteen (19) pins which show movement of 0.700 inches or greater. More
importantly, there may be a spatial correlation or correlations to movement among
these pins (A5, B1, B4, B6, C2, C6, D3, D4, F2, F3, F4, G1, G6, H3, H4, H5, 15,J3, and J6).
Are there any plans to analyze slope movement data that occurs below the reported
survey accuracy? Moving forward, please include an electronic spreadsheet(e.g., Excel
or comma delimited text)when submitting the slope monitoring measurements to the
Asheville Regional Office to include all current and historical data.
• Movement greater than 0.1ft (1.2 inches)toward the SE, instead of the downslope
direction, was reported for the following pins: BS= 1.319 inches in the 18 Oct. 2017
survey, and 1.308 inches in the 01 Nov. 2017 survey; B6= 1.52 inches in the 01 Nov.
2017 survey; and, C2 1.383 inches in the 01 Nov. 2017 survey. Based on the 18, Oct.
2017 survey 57 of the 78 total pins moved toward the SE or SW. Please explain the
reason for the apparent movement of the pins toward the SE.
• Noted in Table 3,the Northing, Easting, and Elevation are reported to three significant
digits after the decimal, but in the Slope Monitoring Plan the Northing, Easting, and
Elevation are rounded to two significant digits after the decimal in Table 1 of Slope
Monitoring Plan. Please acknowledge these observations.and provide a response
based on site data.

1
Paul Draovitch
November 17,2017
Page 10 of 10
Appendix A Existing Survey (prepared by McKim and Creed)
• Three points are shown on the preliminary survey plat are identified with the numbers
25907, 25908 and 25909. Are these the control points,which are assumed to be
stationary, used for the survey monitoring grid?
• Please provide(or identify in the existing reports)the northing and easting
coordinates,and elevations for the survey control points from the baseline survey,
and the subsequent monitoring surveys.
Slope Monitoring Plan
Section 3 Proposed Monitoring Plan
• Page 3, 1st, 2nd, & 3rd bullets- More frequent monitoring pin surveys may be needed if
monitoring detects increases in movement rates, or in response to precipitation events
that could trigger additional slope movement. More survey pins may be needed if there
is observed evidence of slope movement in areas not covered by the existing monitoring
grid. Please provide the Asheville Regional Office with an ArcGISTM compatible shape
file of the monitoring pin locations and numbers. Please include the identified survey
control points for the monitoring pin survey.Also provide digital versions (e.g., Excel
or comma delimited text) of the monitoring pin survey and resurvey data.

Laverty, Brett
From: Pickett, Matt<[e-mail]>
Sent: Tuesday, November 14, 2017 8:54 PM
To: Laverty, Brett
Cc: Hill, Tim S.; Toepfer, John R; Nordgren, Scott R.; Michael A. Reisman; John Coon
Subject: [External]Airport Update
Attachments: Slough Repair 11-14-17.JPG
�CAUTION. External email Do_not clicklmks or open attachments upless veinfied Send all�suspicious email as an attachmentto
eport seam @ nc goy.
I
Brett,
We finished our repair of the slough below the road of Area 1 today(see attached Picture).We placed non-woven fabric
and Class B rip-rap about a foot thick along the area. The temporary repair is still holding up with no more exposed
ash. I did put some spray paint in the center to try to better visually assess any movement that may be occurring. We
also cleared the vegetation along the top of the fill where the animal burrows were for a better inspection. While there
appears to be some minor erosion and some settling,there was no exposed ash,and I didn't see any obvious crack
forming. I will continue to monitor this area. We also established the monitoring grid on the west area and will begin
drilling tomorrow.
Would 8 AM work for you at the cul-de-sac on Friday for the site inspection?
Matt Pickett, P.E.
Lead Engineer-Duke Energy
Asheville and W.S. Lee CCP System Owner
200 CP&L Drive
Arden, NC 28704
AVL—828.650.7128
LEE—864-847-3213
CELL—828.216.1398
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Laverty, Brett
From: Toepfer, John R <[e-mail]>
Sent: Monday, November 13, 2017 3:00 PM
To: Laverty, Brett
Cc: Sullivan, Ed M; Wells, James; Hill, Tim S.; Pickett, Matt; Williams, Teresa Lynne; Todd,
Shannon; Weisker, Brian R; Whisnant, Garry A; Tuchbaum, Erika B; Hill, Tim S.; Cranford,
Chuck; Czop, Ryan; Hanchey, Matthew F.; John Coon; Michael A. Reisman; Nordgren, Scott
R.; Kafka, Michael T.; Woodward, Tina; Pruett, Jeremy J.; Weisker, Brian R; Davidson,
Landon; Wooten, Rick
Subject: RE: [External] Duke Energy Asheville Airport 5 Day Report- November 10, 2017
CAUTION Exfiernai email ©o natctrck finks ar open:attachments pntess venfied Send ail`suspicious email as an attachment for
Brett—The survey completed on November 1 is comparing to the baseline survey completed in early October. We are
not looking at movement between events. -
The difference between 1.308 (November 1) and 1.319 inches (October 18) relative to.the baseline survey for pin B5 is
well within the tolerance of±1.2-inch (0.1 foot). So, essentially, B5 didn't move between the last and previous
survey. thanks
John R. Toepfer, P.E.
Duke Energy
Lead Engineer
410 S. Wilmington Street/NC15
Raleigh, NC 27601
919-546-7863 phone
919-632-3714 cell
919-546-3669 fax
From: Laverty, Brett [mailto:[e-mail]]
Sent: Monday, November 13, 2017 12:15 PM
To: Toepfer, John R; Davidson, Landon; Wooten, Rick
Cc: Sullivan, Ed M; Wells, James; Hill, Tim S.; Pickett, Matt; Williams,Teresa Lynne; Todd, Shannon; Weisker, Brian R;
Whisnant, Garry A; Tuchbaum, Erika B; Hill, Tim S.; Cranford, Chuck; Czop, Ryan; Hanchey, Matthew F.; John Coon;
Michael A. Reisman; Nordgren, Scott R.; Kafka, Michael T.; Woodward,Tina; Pruett, Jeremy J.; Weisker, Brian R
Subject: RE: [External] Duke Energy Asheville Airport 5 Day Report- November 10, 2017
* Exercise caution. This is an EXTERNAL email. DO NOT open
attachments or click links from unknown senders or unexpected
email.
John,
A couple of quick comments.
1

On the second page your write, the survey results revealed the following.pins moved greater than 0.1 feet(1.2 inches)
since establishment of baseline on October 4. Are you saying that latest survey results are cumulative since the
completion of the baseline survey on October 4th? It's a bit confusing because it was previously reported that pin B5
moved 1.319 inches between October 4 and October,18th.The latest survey results indicate B5 moved 1.308 inches,
which is less than original displacement. Please clarify.
You also indicate that for the purposes of reporting, only results that indicate either a vertical or horizontal movement of
3 inches or more be considered substantial, requiring notification per the permit. I want all pin movement beyond 0.1
feet(1.2 inches) reported to the regional office. I will talk with my supervisor about the need to issue a 5-day report
after every slope survey event. I should be able to get you an answer by the end of the day.
Brett Laverty
Brett Laverty
Hydrogeologist—Asheville Regional Office
Water Quality Regional Operations Section
Division of Water Resources
North Carolina Department of Environmental Quality
828 296 4500 office
email: brett.laverty(a)-ncdenr.aov
2090 U.S. Hwy. 70
Swannanoa, N.C. 28778
aw` othing Compares--_,
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.
From:Toepfer,John R [mailto:[e-mail]]
Sent: Friday, November 10, 2017 1:27 PM
To: Davidson, Landon<[e-mail]>; Laverty, Brett<[e-mail]>
Cc:Sullivan, Ed M <[e-mail]>;Wells,James<[e-mail]>; Hill,Tim S.
<Tim.Hill @duke-energy.com>; Pickett, Matt<[e-mail]>;Williams,Teresa Lynne
<[e-mail]>;Todd,Shannon<[e-mail]>; Weisker, Brian R
<[e-mail]>;Whisnant, Garry A<[e-mail]>;Tuchbaum, Erika B
<[e-mail]>; Hill,Tim S. <[e-mail]>; Cranford,Chuck
<[e-mail]>;Czop, Ryan <[e-mail]>; Hanchey, Matthew F.
<[e-mail]>;John Coon<[e-mail]>; Michael A. Reisman<[e-mail]>;
Nordgren,Scott R. <[e-mail]>; Kafka, Michael T. <[e-mail]>;
Woodward,Tina <[e-mail]>; Pruett,Jeremy J.<[e-mail]>; Weisker,
Brian R<[e-mail]>
Subject: [External] Duke Energy Asheville Airport 5 Day Report-Novem.ber 10, 2017
i3 a4ea+•..�`^ ,= s�- -*^ti=�
CAJ T( } I External etn��l boar Qtdick links pr�pen attactimentslunless verified Send all sus rjcrous email as an attachment to
#� 7 g� .a
-. '`"` a
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a.
Ce1l1tSpa @11C. Oy,» .
'^i=..Gr,
Landon and Brett—the attached is being mailed to your attention today. Please note the request for the surveying
trigger which would require a written notification. Let me know of any questions. thanks
2

John R. Toepfer, P.E.
Duke Energy
Lead Engineer
410 S. Wilmington Street/NC15
Raleigh, NC 27601
919-546-7863 phone
919-632-3714 cell
919-546-3669 fax
3

Laverty, Brett
From: Toepfer, John R<[e-mail]>
Sent: Friday, November 10, 2017 1:27 PM
To: Davidson, Landon; Laverty, Brett
Cc: Sullivan, Ed M; Wells, James; Hill, Tim S.; Pickett, Matt; Williams, Teresa Lynne; Todd,
Shannon; Weisker, Brian R; Whisnant, Garry A; Tuchbaum, Erika B; Hill, Tim S.; Cranford,
Chuck; Czop, Ryan; Hanchey, Matthew F.; John Coon; Michael A. Reisman; Nordgren, Scott
R.; Kafka, Michael T.; Woodward, Tina; Pruett, Jer6my J.; Weisker, Brian R
Subject: [External] Duke Energy Asheville Airport 5 Day Report- November 10, 2017
Attachments: Asheville Airport 5 day report November 10, 2017.pdf
CAUTION External eEnail Do not click links or open attachments unl8s'yenfied Send all suspicious email as an attachment to
�report�spam@nc gov '_ ,.
Landon and Brett—the attached is being mailed to your attention today. Please note the request for the surveying
trigger which would require a written notification. Let me know of any questions. thanks
John R. Toepfer, P.E.
Duke Energy
Lead Engineer
410 S. Wilmington Street/NC15
Raleigh, NC 27601
919-546-7863 phone
919-632-3714 cell
919-546-3669 fax
1

•g.DUKE{ 1
410 S �trnm n Street
760 Raleigh NG:g
ENERGY® MaihngAddress
Ma C64'k&1,5
Raleigh,NC27601
919-546=7863
919-546-6302(fax)
NOvember.l0,2017
Mr.Landon Davidson I I;
NC'DEQ-Asheville Regional Office
209U U.S.70 Highway
Swannanoa,NC 28778
RE: Coal Combustion Products Structural Fill Permit No WQ0000020 -
5 Day Report
Dear Mr.Davidson:
Mr. Brett Laverty,Department of Environmental;Quality(DEQ)Asheville Regional Office,was at the ,
Asheville Airport on November 1,2017 completing surface water sampling when'he made a couple
observations. These observations were 'summarized in:an:email-to Duke Energy on November 2,2017.
The purpose of this letter is to despond to the'email and provide an update from the second surveying
event since baseline was"established.
DEQ Observation-7AJ...rupture is located on the west end of the east cell and across the access road
immediately above„a flowing,groundwater seeptha-t.....I.-,has been labeled SW8=A1'.The rupture is near,
the top of-the ernbankment and is a0pr&imatelyJ5 ft. lo"ng."
Duke Energy.response-The area you refer to as a rupture is actually a'slough approximately six inches
deep and 30,feet long.This slough is,not located ihside,the'Area 1_struct6fal fill,but across the bench,at
least 10.feet belowthie estimated elevation of'the geosynthetic clayliner(GCL)and there is no
indication of any exposed ash.•A large scarp(1 to,3-feet in',de.pth)developed in thl location,and was
ideniified in Iate.2015 and repaired int2016. Duke Energy plans'`to re`pairthe current�sloughing..by
November 17,2017,assuming there are no weatheelssues,and continue to,monitor'the.area.-
.
DEQ Observation•—"It was also observed that;fhe rip rap in the temporary patch area has4begun to'pull
awayfcom"the original rupturethus ezposing'the scarp underneath."'
Duke Energy response=The,,perceived movement of the np rap nearthe top ofthe repaired area was
alsoassested. Como in' �plctUres taken of the area-on November 1,_2017 with those.taken.previoUsly
after the repair,there does appear to be slight movement of,the stone nearfhe top of tFie repair.
However,the recent.suNeY.-data takenbn November 11 2017 did not indicate-any movement in this:
area. On closer observation,the perceived movement of the stone maybe caused by surface washout
of some of the sand used in the„repair as a result of'heavyrains. Duke Energygwill continue to monitor
this area visually on our weekly'inspections,and if possible.without disfurbing��the installed monitoring
pins, add additional-sand or'stone.

Mr.Landon Davidson Letter
November 10,2017
The second surveying event since establishment of baseline was completed on November 1 and the
results were provided to Duke Energy on November 6. The survey results revealed the following''pins
have moved greater than 0.1 feet(1.2 inches)since establishment of baseline on October 4:
• B5,which is located mid slope of the western edge of the temporary stabilization measure, has
displaced in the southeast direction(1.308-in SE)instead of the down`slope/northwest direction.
This location was included in the October 27,2017 letter to DEQ.
• B6,which is also located mid slope of the western edge of the temporary stabilization measure,
has displaced in the southeast direction(1.52-in SE)instead of the downslope/northwest
direction.
• C2,which is located within the temporary stabilization area, has displaced in the southeast
direction (1.383-in SE)instead of the downslope/northwest direction.
• J1 and J2,which are located.in the eastern limit of the fill near the toe,displaced down slope
1.586-in NE and 2.439-in NE,respectively. Location J1 was included in the October 27,2017
letter to DEQ.
• None of the other 73 (78 total)slope pins have displaced greater than 0.10 ft(1.2 inches).
Duke Energy's contractor recommends continuation of pin surveys along with inspections of transect J
for wet areas and other signs of slope movement. Regarding slope monitoring results,Duke Energy will
provide the results to DEQ but proposes that for the purpose of reporting,only results that indicate
either a vertical or horizontal movement of 3 inches or more be considered substantial, requiring
notification per the permit.
If you have any questions or need any clarification regarding the information provided,feel free to
contact me at [e-mail] or at 919-546-7863 at your convenience.
Res ectfully submitted,
ohn Toe p er, P.E.
Lead Engineer
Waste&Groundwater Programs
cc: Matt Pickett—Duke Energy
Scott Nordgren—Duke Energy
Ed Sullivan—Duke Energy
Michael A.Reisman—Asheville Regional Airport
2 _

y
Y' DUKE 410 S.Wilmington Street. -
VNERGY.
La ,
RRaleigh,.NC 27601
Mailing Address
Mail Code NC 15.
Raleigh,NC27601919-546-7863
Novem.be.r:10,2017 ional Operate°ns919-546-6302 faxfin ...'. . . gio e, _j.
Mr.Landon Davidson I
NC DEQ Asheville Regional Office
2090 U.S.70 Highway
v.
Swannanoa, NC 287:78 . .
RE: Coal Combustion Products Structural Fill Permit No.WQ0000020
5 Day Report
Dear Mr. Davidson:
Mr. Brett Lave rty,.De pa rtm e nt of Environmental Quality(DEQ)Asheville Regional:Office,was at the. . -
Asheville Airport on November 1,2017 completing surface water sampling when he made a couple
observations: These observations-were summarized-in an email to Duke Energy on November 2, 2017.
The purpose of this letter is to respond to:the email and provide an update from the second surveying.
event since baseline:Was established.
DEQ Observation-."[A]...rupture is located on the west end of the east cell and.across the access road. .
..,immediately above.a flowing groundwater seep that......has been labeled SW&A1; The rupture is near'.
the top of the embankment and is approximately 15 ft. long."
Duke Energy response.-The area you-refer to as a rupture is actually a slough approximately six inches .
deep and 30 feet long.This slough is not-located inside the Area 1.structural fill 'but across the bench,.at .
least 10 feet below the estimated elevation of the geosynthetic clay liner(GCL)and there is no
indication of�any exposed-ash. A-larger scarp (Ito 3 feet in depth)developed in this location and was
identified in Iate:2015 and repaired in.2016. Duke Energy plans to repair the current sloughing by
November:17,2017, assuming there are no weather issues, and continue to monitor the area.
DEQ Observation "It was also observed that the rip rap in the temporary patch area has begun to pull
away from the original rupture thus exposing.thescarp underneath."
Duke Energy response-The perceived movement of the rip rap near the top of-the-repaired area was
also assessed. Comparing pictures taken of the area on November 1,2017 withathose taken previously.
after the repair,there does appear to be slight movement of the stone near the top of the repair.
However,the recent survey data taken on November 1, 2017 did not indicate any movement in this
area;. On closer observation,the perceiaed movement of the stone may be caused by surface washout
"of some of the sand'used in the repairas a result of heavy rains. Duke Energy will continue.to-monitor
this area visually on our weekly.inspections,and if possible without disturbing the installed monitoring
pins, add additional sand or stone.

Mr..Landon Davidson Letter .
November 10,2017
The.second surveying event since establishment of baseline was.completed on November 1 and the
results were provided to Duke:Energy on November-6. The survey results revealed the following pins
have.moved greater than 0.1 feet(.1.2.inches)since establishment of baseline on October 4: I
• 135;-which is located mid:slope of the western edge of the temporary stabilization measure, has
: displaced in the southeast direction (1.30&in SE) instead of the:downslope/northwest direction.
This location.was included in the.October 27, 2017 letter to DEQ.
• B6,which is also located mid slope of the western edge-of the temporary stabilization measure;
has displaced in the southeast direction (1.52-in:SE) instead of the.downslope/northwest.
direction. -
• C2,which:is:located within the:temporary stabilization area, has displaced;in the southeast
'direction (1.383-in SE).instead of the downslope/northwest direction.
• J'1'and J2,which are located,in the eastern limit of the fill near the toe,displaced downslope
1.586-in NE:and 2.439-in NE respectively. Location J1 was included in:the:October 27, 2017
letter to DEQ.
• ' None of the other 73{78 total)slope pins have displaced greater than 0.10 ft(1.2 inches).
:Duke Energy's contractor recommends continuation of pin:surveys along with inspections of transect Y.
for wet areas.and other signs of:sl. pe movement. Regarding slope monitoring results, Duke:Energy will
provide the results to DE but ro oses that for the purpose of reporting,onl results that indicate
p Q, p P ... . P p. P g, Y.
:.either a vertical or.horizo.ntal movement of 3 inches or more be.considered substantial;.requiring
- -
notification.perthe permit..
:If you have any questions-or need any clarification regarding:the information provided,feel free to
contact me at iohn:toepfer@duke-energy:corii or at 919-54677863 at your convenience:
Res ectfully.submitted
John Toep er, P.E.
::.Lead Engineer
Waste&:Groundwater Programs:
cc: Matt Pickett"' :Duke Energy
Scott Nordgren—Duke,Energy
::'Ed Sullivan—Duke Energy
Michael A. Reisman—Asheville Regional Airport
2

1
DRAFT
N.C. Geological Survey— NCDEQ Comments on:
The Preliminary Engineering Assessment Report Revision 0
Asheville Regional Airport—Area 1 Structural Fill, Asheville, North Carolina
and
Slope Monitoring Plan, Revision 0
Asheville Regional Airport—Area 1 Structural Fill
Asheville, North Carolina
Prepared by Geosyntec Consultants of NC, PC
October 27, 2017
Please show the following features identified by section in the report on a site map that includes the pin
locations, and control points (i.e., stationary reference points) of the survey monitoring grid.
2.1.3. Annual Inspection Records
p.5 and 6. "The weep, described as a trickle and scarp" identified in the 2015 and 2016 Annual Inspection
Reports prepared by Duke Energy
3.1 Preliminary Observations
p.10. "A pre-existing seep to a wetland area with reddish staining was observed downslope of the access road
bench at the eastern structural fill toe,though the source of the seep could not be identified.
p.10. The source of the above seep if it has been subsequently identified.
4.1 Visual Observations
p.12, bullet 1. The local slump (rotational slide?) observed during the October 4, 2017 in the center and
midslope of the temporary stabilization measure. Does the local slump coincide in part with apparent bulge in
the temporary stabilization measure?
p.12, bullet 6. The three possible subsidence areas identified by Geosyntec during their October 4, 2017 visit.
---------------------------------------------------------------------------------------------------------------------------------------
Please provide the following as available:
Sec. 2.1.3 Annual Inspection Reports.p. 6 The report, if any, of the geotechnical investigation into the
source of the weep and scarp listed above. Duke Energy recommended to the ARA Authority that a
geotechnical investigation be performed to identify the source of the weep and cause of the scarp.
Sec. 2.3 Unavailable Resources.
p7. Basis of Design Report for Area 1 and accompanying information e.g., boring logs, engineering
calculations (especially any slope stability analyses) and assumptions if they become available.
p.8. Any construction Quality Assurance reports that document placement of the GCL base liner and
compaction of the CCR in accordance with the design if they become available.
Page 1 of 3

DRAFT
-----------------------------------------------------------------------=-----------------------------------------------------------
Other Comments
4.1 Visual Observations
p.12, bullet 8. Bullet 8 notes that". . . a row of slope pins approximately five feet down slope of these areas to
identify potential displacement." Are these slope pins in addition to the 78 slope pins placed on October 4,
2017?
4.4 Hazard Assessment
p.14, para. 3. The report states that"As part of the 90-day deliverable, a slope stability study will be conducted
to compute the factor of safety for the Area 1 North slope and provide an assessment of this hazard. Will this
hazard assessment address:
a) existing precipitation patterns related to observed movement; and,
b)precipitation patterns or other conditions that could potentially trigger a slope failure of the CCR fill
that could result in the release of CCR toward the adjacent residential development to the north?
These assessments will be important for planning purposes, and in anticipating any pre-emptive or response
actions that may needed until permanent repairs are complete.
p.14, para. 3. Will the slope stability analysis evaluate the FS for sliding at the GCL-CCR interface?
p.14, para. 3. Upwelling coal and coal ash transported by seepage water were previously observed in the areas
now covered by the temporary repairs, indicative of seepage and piping processes affecting the CCR materials
and the cap. Will seepage forces be incorporated into the slope stability analysis?
p.14 bullet 3 and 5. Selection of unit weight and shear strength parameters; and, foundation and cover
properties. Please provide available boring logs and laboratory data from Area 1 and adjacent CCR structural
fills at the ARA. Are the origins, extents and properties available for the earth materials beneath the GCL layer
in Area 1? Note: This information is not depicted on the as-built plans stamped and dated on 3-8-10 prepared
by Vaughn Engineering. If the above data are not available, will data and parameters specific to Area 1 be
collected for the slope stability study?
p.14,bullet 4. Use of compacted CCR engineering properties. Are as-built compaction test data available for
the CCR and other earth materials in the CCR placement zone of Area 1? Are there plans to confirm in-place
relative densities of the materials in the Area 1 structural fill?
p.14, bullet 7. Will further investigation into the presence and extent of subsurface water be based solely on the
results of the FEA model and slope stability study? For example,the presence and extent (or absence) of
subsurface water within the CCR fill should be confirmed by means other than the FEA model and slope
stability study. Electrical resistivity surveys are a non-invasive investigation method that could be used to help
effectively locate piezometers used to constrain slope stability analyses.
p.15. Based on the initial slope stability study results will borings,material sampling and testing (e.g.,triaxial
testing)be considered for Area 1.
Section 6. References
References for the Geosyntec report includes the 2012 Electric Research Institute document on the geotechnical
properties of fly ash and potential for static liquefaction. The Geosyntec report does not appear to specifically
Page 2 of 3

DRAFT
mention plans to assess the liquefaction potential (e.g., FS for liquefaction) of the CCR fill. Are there plans to
assess the liquefaction potential (static and dynamic) of the CCR fill with respect to shallow and global failures?
For example, what is the potential for CCR material to liquefy that is in the displaced block of a sliding failure.
If the liquefaction potential is to be assessed, will material properties of the CCR that are specific to Area 1 be
used in the analysis? If a liquefaction analysis is not planned, please provide the rationale for not performing
the analysis.
Table 3. Initial Slope Monitoring Measurements.
The two slope pins, which had a magnitude of movement greater than the reported survey accuracy of+/- 0.10
feet(1.2 inches) horizontally and vertically, are highlighted in bold(135 and J1). There were nineteen(19)pins
which show movement of 0.700 inches or greater. More importantly,there may be a spatial correlation or
correlations to movement among these pins (A5, B1, B4, B6, C2, C6, D3, D4, F2, F3, F4, G1, G6, H3, H4, H5,
I5, J3, and J6). Noted in Table 3, the Northing, Easting, and Elevation are reported to three significant digits
after the decimal,but in the Slope Monitoring Plan the Northing, Easting, and Elevation are rounded to two
significant digits after the decimal in Table 1 of Slope Monitoring Plan.
Appendix A. Existing Survey (prepared by McKim and Creed)
Three points are shown on the preliminary survey plat are identified with the numbers 25907, 25908 and 25909.
Are these the control points, which are assumed to be stationary,used for the survey monitoring grid?
---------------------------------------------------------------------------------------------------------------------------------------
Slope Monitoring Plan
3. Proposed Monitoring Plan
p.3, bullets 1-3. More frequent monitoring pin surveys may be needed if monitoring detects increases in
movement rates. More survey pins may be needed if there is observed evidence of slope movement is detected
in areas not covered by the existing monitoring grid.
Please provide NCDEQ with an ArcGISTM compatible shape file of the monitoring pin locations and numbers,
to include the identified survey control points for the monitoring pin survey.
Please provide NCDEQ with digital versions (e.g., Excel or comma delimited text) of the monitoring pin survey
and resurvey data.
Page 3 of 3

Prepared for
EN!,-
PROGREgs.-.i
Duke Energy Progress,LLC
526 South Church Street
Charlotte, North Carolina 28202
PRELIMINARY ENGINEERING
ASSESSMENT REPORT
Revision 0
Asheville Regional Airport — Area 1 Structural Fill
Asheville, North. Carolina
Prepared by
Geo"Le& l
consultants
Geosyntec Consultants of NC, PC
1300 South Mint Street, Suite 300
Charlotte,North Carolina 28203
License No. C-3500
Project No. GC6463
CAR
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ARA—Area I Structural Fill :Geogyntec°
Prelitninmy Engineering AssessmentReport '& its,
LIST OF ACRONYMS AND ABBREVIATIONS
Acronym/Abbreviation Definition
ARA Asheville Regional Airport
Area 1 Area 1 Structural Fill
AVCON AVCON, Inc.
bgs Below Ground Surface
CAMA Coal Ash Management Act
CCR Coal Combustion Residuals
Charah Charah, Inc.
CQA Construction Quality Assurance
Duke Energy Duke Energy Progress, LLC
DORS Distribution of Residual Solids
DWR Division of Water Resources
FEA Finite Element Analysis
FS Factor of Safety
FSC FSC Consulting,Inc.
ft Foot/Feet
GCL Geosynthetic Clay Liner
Geosyntec Geosyntec Consultants of North Carolina, PC
GeoTrack GeoTrack Technologies, Inc.
in. Inches
GC6463/ARA Structural Fill Preliminary Report i October 2017

ARA—Area I Structural Hill �'re47tST1t�C
Preliminary Engineering Assessment Report
Acronym/Abbreviation Definition
NAD83 North American Datum of 1983
NAVD88 North American Vertical Datum of 1988
NCDENR North Carolina Department of Environment and Natural
Resources
NCDEQ North Carolina Department of.Environmental Quality
NOV Notice of Violation
RCP Reinforced Concrete Pipe
Report Preliminary Engineering Assessment Report
GC6463/ARA structural Fill Preliminary Report ii October 2017

'
Axx-Arex/o,ucuonmm
Pre&nmuty Engineering Assessment Report
TABLE OFCONTENTS
l. Introduction..........................................................................................................................[
l.} Project Background.....................................................................................................l
1.2 Site Background---------------------------------.—..2
1.3 Report Organization--------------------------.-------3
2. Engineering Review.............................................................................................................4
2.1 Available Documents--------------------------------.'4
2l1 As-Built Drawings and Records.......:............................................................4
2.1.2 Notice ofViolation 015-PC-0303L----------------'4
2.1.3 Annual Inspection Records............................................................................5
2]'4 Drainage Modifications---------.-----------------.6
2.2 Arom2- 3 and 4IJocomcot -----------------------------..7
2.2] A-tea2 Structural Fill.....................................................................................7
2.2.2 Area 3 and Area Structural Fills.................................................................7
�
2.3 Unavailable References ..............................................................................................7
l Breach Delineation and Monitoring Plan............................................................................9
3.1 Preliminary Observations ...........................................................................................9
3.2 Breach and Wet Area Delineation............................................................................]0
3.3 Slope Monitoring Plan.............................................................................................. 0
4. Preliminary Assessment of Slope Stability............................................... ........................]2
4.1 Visual Observations..................................................................................................l2
4.2 Initial Slope Monitoring Measurements----------------------.l2
4.3 ofl�reuuh/�rcu-------------------------.----..l3
4'4 -Hazard Assessment...................................................................................................l3
5. Preliminary Conclusions and Recommendations -----...-------------J6
5.1 Design and Survey Data Review Conclusions .........................................................l6
5l1 Historical Channel Reroute Design.............................................................}6
5.1.2 Structural Fill Cover and Liner Systems .....................................................lb
5].3 Slope Monitoring System------------------...------.l7
or6463o\nA structural Fill Preliminary Report xi omooerznl7 -
�

ARA—Area I Structural Nil! G,,eosyntedl,,
Preliminag Engineering Assessment Report
5.2 Recommendations.....................................................................................................17
6. References..........................................................................................................................18
LIST OF TABLES
Table 1. Summary of Area I Engineering Resources
Table 2. Summary of Geosyntec Site Visits
Table 3. Initial Slope Monitoring Measurements
LIST OF FIGURES
Figure 1. Asheville Regional Airport Site Location Map
Figure 2. Slope Monitoring Pin Baseline Survey Locations
Figure 3. Slope Monitoring Pin Movements (19 October 2017)
LIST OF APPENDICES
Appendix A Existing Conditions Survey (prepared by McKim.and Creed)
Appendix B Slope Monitoring Plan
CjC6463/ARA Structural Fill Preliminary Report jV October 2017

ARA--Area I structural Fill Ge0syntec�'
Preliminary Engineering Assessment Report caizsul}act#s.
1. INTRODUCTION
1.1. Project Background
During inspection activities at Asheville Regional Airport (ARA), Duke Energy Progress, LLC
(Duke Energy) identified wet areas and a small slough' in the cover soils,with an isolated seep of
coal combustion residuals (CCR), at the base of the east side of the North Slope of the Area 1.
structural fill (Area 1) on 7 September 2017. Duke Energy notified Mr. Brett Laverty, P.G. with
the North Carolina Department of Environmental Quality(NCDEQ),formerly known as the .North
Carolina Department of Environment and Natural Resources (NCDENR), on 7 September 2017,
as required by Condition IV.12 of Coal Combustion Products Structural Fill Permit•(WQ0000020)
that incorporates the ARA Structural .Fill Projects, issued to Duke Energy via renewal on 2
September 2015. A regulatory inspection of areas of concern was held on 15 September 2017.
Upon completion of the regulatory inspection., NCDEQ issued short-term requirements with
submittals at 7-day, 30-day, and 90-day intervals to Duke via email correspondence on 15
September 2017.
The 7-day submittal was completed on 22 September 201.7, which required the installation of a
temporary stabilization measure for the slough and wet areas. Duke Energy designed and
constructed the temporary stabilization measure, which consisted of a geotextile, fine sand, and a
riprap.buttress system.
The short-term requirements to be addressed within the 30-day interval include:
• accurately map the rupture and wetted areas;
• establish a system to monitor for slope movement(e.g., slope pins);
• conduct a preliminary assessment of slope stability; and
• submit a report to document findings of the engineering review,changes in the breach area,
and additional corrective measures employed, etc.
The preliminary assessment of slope stability was clarified by NCDEQ as"a geotechnical engineer
will need to inspect the rupture/wetted area and identify any immediate hazards. The geotechnical
engineer should provide recommendations on temporary stabilization measures and the
monitoring of slope movement".
The short-term requirements to be addressed within the 90-day interval include:
• conduct an engineered slope stability study, calculate factor of safety (FS), identify
corrective action measures, and determine the cause of the breach;
t Referred to as a breach by NCDEQ in a 15 September 2017 email to Duke Energy.
GC6463/ARA Structural Fill Preliminary Report 1 October 2017

ARA—Area I Structural Fill Gets tev,
Preliminary EngineeringAssessmeni Report cons iltan(s
• investigate the source and map the locations of seeps discharging from Area 1; and
• begin surface water quality monitoring at the property line in November 2017 of a seep
identified during the regulatory inspection.
This Preliminary Engineering Assessment Report (Report) was prepared by Geosyntec
Consultants of North Carolina, PC (Geosyntec) to address the 30-day requirements described
above. This Report is limited to a preliminary assessment of the geotechnical stability and hazard
and does not address potential surface water or potential groundwater hazards associated with Area
1. This preliminary assessment is also limited to the east Area 1 slope as the ARA Authority had
not cleared thick vegetation along the west slope during site visits. An assessment of the west
slope will be included within the 90-day deliverable.
1.2 Site Background
Area 1, situated near the northeastern property boundary and shown on Figure 1, was constructed
to expand airport operations and is owned by the ARA Authority. Prior to construction,the Area
1 footprint was a topographic valley containing a stream channel intermittently flowing northward
from the site. A residential area is situated on the northern property boundary of Area 1 of which
the historical stream channel traverses through before discharging into the French Broad.River.
Area 1 was constructed by Charah,Inc. (Charah) by filling the topographic valley with compacted
CCR purchased by Charah from Duke Energy's Asheville Steam Electric Plant. Prior to
construction,the stream channel was re-routed within a 60-inch(in.) diameter reinforced concrete
pipe (RCP) bedded within drainage aggregate. The stream channel had been previously rerouted
upgradient of Area 1 within a 54-in.. diameter RCP. A concrete junction box was installed to
transition from the 54-in.to 60-in.RCP prior to installation of the 60-in.RCP. The stream channel
was also filled with drainage aggregate and connected to the RCP trench with 2-foot (ft) wide
gravel filled trenches spaced at 100-ft intervals. Soil backfill was placed from the RCP spring line
to 2 feet above the top of pipe.
As-built drawings prepared by Charah in 2010 indicate that Area 1 was constructed with a
geosynthetic clay liner(GCL) base liner and a soil cover system. Soil backfill was compacted on
the GCL above and within 50 feet of the 60-in.RCP. The 60-in.RCP divides the Area 1 structural
fill into western and eastern components. The North Slope of Area 1 is divided into east and west
slopes as bisected by the 100-ft wide compacted soil corridor. CCR was used as backfill within
the remainder of Area 1. The soil cover system was designed to be approximately 6-ft and 2-ft
thick on the top deck and side slopes, respectively. Access to the base of the structural fill slope
is provided by a gravel access road situated outside a security fence maintained by the ARA
Authority.
Although owned and constructed by the ARA Authority, the Area 1 permit, formerly referred to
as the Distribution of Residual Solids (DORS) Permit (WQ0000020), was issued by the NCDEQ
Division of Water Resources (DWR) via renewal to Duke Energy on 2 September 2015 and
GC6463/ARA Structural Fill Preliminary Report 2 October 2017

ARA—Area 1 Structural Fill IUu0syntec
Preliminary Engineering Assessment Report e6nsultants
incorporates the ARA Structural Fill Projects. As such,Duke Energy performs routine inspections
of the structural fill slopes and provides recommendations for maintenance activities to the ARA
Authority.
1.3 Report Organization
This Report was prepared under the responsible charge of Mr. James D. McNash, P.E. and
reviewed by Dr.Victor M.Damasceno,Ph.D.,P.E., both professional geotechnical engineers with
Geosyntec. Professional engineer certification of this Report is provided on the cover sheet.
This Report was organized as follows to address the 30-day requirements NCDEQ's email
correspondence to Duke Energy dated 15 September 2017:
• Section 2—Engineering Review: This section presents an overview of the Area 1 design
and construction documents available to Geosyntec for review as a part of this Report.
• Section 3 — Breach Delineation and Monitoring Plan: This section describes the slough
and wet area delineation and the plans to monitor the slope.
• Section 4 — Preliminary Slope Assessment: This section summarizes the observations,
measurements, and hazards associated with the slough area.
• Section 5 — Preliminary Conclusions and Recommendations: This section presents the
initial conclusions and recommendations of this preliminary assessment.
• Section 6 — References: This section lists the sources cited during preparation of this
Report.
GC6463/ARA structural Fill Preliminary Report 3 October 2017

ARA—Area I Structural Fill GeoStec°
Preliminay Engineering Assessment Report cai sulfants:
2. ENGINEERING REVIEW
2.1 Available Documents
Geosyntec reviewed the available design and as-built documents prepared by the ARA Authority,
their engineering consultants, and their earthwork contractor for Area 1. Routine structural fill
inspections were performed by Duke Energy'and inspection reports containing observations and
maintenance recommendations provided to the ARA Authority for review and consideration.
These inspection reports were also reviewed and considered during this preliminary engineering
assessment. A list of reviewed documents is provided in Table 1. and pertinent information from
these documents is summarized in the following subsections.
2.1..1 As-Built.Drawings and Records
Vaughn Engineering prepared sealed as-built drawings [Vaughn Engineering, 2010] titled
"Charah —Asheville Regional Airport Coal Combustion Product Engineered Fill: March 2010
Update"for Area 1. This drawing set is the current set of as-builts for the structural fill that depicts
the pre-existing topography, GCL base liner location, and cap design, and is considered accurate
within the remainder of this Report.
The as-built drawings indicate that: (i) the historical stream channel was filled with drainage
aggregate; (ii)the 60-in. culvert was bedded in drainage aggregate without a geotextile separator;
and (iii) that the GCL base liner was placed above the culvert and generally followed the pre-
existing topography. The GCL and structural fill base generally slopes toward the historical stream
channel situated east of the 60-in. diameter RCP culvert. The as-built drawings depict 6-ft and O-
ft thick soil cover over the top deck and side slopes of the structural fill, respectively. The soil
cover placed on Area 1 side slopes was subsequently field-verified to be 2-ft thick,and is described
further within Sections 2.1.2 and 2.1.3.
A photographic log prepared by Altamont Environmental, Inc. depicts that the 60-in. diameter
RCP was installed with drainage aggregate for pipe embedment fill but without a geotextile
separator. In the background of several photographs,placement of CCR or the GCL base liner is
depicted. These photographs suggest that the structural fill construction proceeded concurrently
with culvert installation activities.
2.1.2 Notice of Violation (NOV-2015-PC-0303)
On 2 December 2015,NCDEQ issued a NOV(NOV-2015-PC-0303) as an erosion induced breach
of the Area 1 cover, observed and reported by Duke Energy after a quarterly inspection. NOV-
2015-PC-0303 required the following for Area 1:
• verify the Area 1 side slope cover thickness;
GC6463/ARA Structural Fill Preliminary Report 4 October 2017

ARA—Area I Structural Fill ,Geosptec
Preliminary Engineering Assessment Report
• describe all temporary and long term remedial efforts to address Area 1;
• remove 6-in diameter slope drain at Area 1;
• identify long-term treatment and maintenance of observed rills and cavities on the slope
face; and
• document removal and disposal method of 12 cubic yards of CCR and soil cover material
at breach area.
The verification of soil cover thickness was requested by NCDEQ since varying side slope cover
thicknesses were identified in project concept, design, and as-built documents. Implementation of
these requirements are described within the annual inspection reports summarized within Section
2.1.3. Construction oversight and certification reports specific to this NOV were not provided to
Geosyntec for this Report.
2.1.3 Annual Inspection Records
Duke Energy prepared annual inspection reports after 2015 to document the condition and
modifications of the ARA structural fills observed during monthly inspections as required by
NOV-2015-PC-0303. To date,two annual inspection reports have been submitted to NCDEQ and
the findings regarding Area 1 within the 2015. and 2016 Annual Inspection Reports are summarized
below.
The 2015 Annual Inspection Report provides observations pertaining to structural integrity,
erosion, cap integrity, and condition monitoring of other Area 1 features. Notable observations
within the 2015. Annual Inspection report include:
• exposed CCR was observed in the northwest corner of the fill and areas of minor erosion
were identified on the slopes;
• exposed CCR was excavated and removed from the site;
• compacted soil was placed to repair the Area 1 cover;
• temporary erosion and sediment control measures were installed to limit erosion until a
permanent grading plan was developed by ARA;
• temporary measures were observed by Duke Energy to be effective within subsequent
inspections;
GC6463/ARA StrUCtUral Fill Preliminary Report 5 October 2017

ARA—Area I Structural F711 Geosynbec!,,F
Preliminaty Engineering Assessment Report canssatiacxf `4
• removal of thick vegetation at the toe of the North Slope of Area 1. revealed. a weep,
described to be flowing at a trickle, and scarp;
• Duke Energy recommended to the ARA Authority that a geotechnical investigation be
performed to identify source of the weep and cause of the scarp; and
• several ruts on the North Slope were regraded and re-seeded to establish vegetation.
NOV-2015-PC-0303 also required Duke Energy to verify the Area 1 cover thickness on the North
Slope during the first annual inspection report. The Area I side slope cover thickness was designed
to be 2-ft thick as documented within a letter between NCDEQ and Progress Energy dated 23
December 2008 and was depicted as 4-ft thick on sealed, as-built drawings prepared on behalf of
Charah [Vaughn Engineering, 2010]. The 2-ft side slope cover thickness was field verified by
Charah on 14 December 2015 through hand auger borings.
The 201.6 Annual Inspection Report dated 15 December 2016 was prepared by Duke Energy to
summarize the monthly Area 1 inspections. The noted observations are summarized as follows:
• drainage modifications (see Section 2.1.4) designed by AVCON,Inc. (AVCON),the ARA
Authority's consultant, were designed,permitted, and implemented;
• drainage modifications appeared to be implemented and functioning as designed during the
December 2016 inspection;
• standing water and tire ruts were observed at the access road and Area 1 slope toe
intersection;
• the weep, again described as a trickle, and scarp remained at the toe of the Area 1 North
Slope and appeared to be outside the limits of CCR; and
• monthly inspection reports were prepared by Duke Energy and provided to the ARA.
Authority,which contained recommendations to address observed ruts,erosion,and animal
burrows.
2.1.4 Drainage Modifications
After the 2015 NOV, the ARA Authority retained AVCON to design drainage improvements for
Area 1. The improvements included a ri.prap lined runoff collection channel at the western slope
crest that re-directs stormwater from the top deck along the access road into an existing stormwater
pond at the base of the slope. An additional swale was,constructed on the northeast section of
Area 1. The ARA Authority completed the improvements in 2016.
GC6463/ARA Structural Fill Preliminary Report 6 October 2017

ARA—Area I Structural Fi11 �'a�QS�Xit�C .
Preliminay Engineering Assessment Report co lsuttaitfs`:
2.2 Area 2,3 and 4 Documents
Since the construction of Area 1, the ARA Authority and Charah have constructed or undergone
due diligence activities to construct additional structural fills at ARA. The following subsections
describe the design-related documents for these areas provided to Geosyntec or made publicly
available by an online NCDEQ electronic document database.
2.2.1 Area 2 Structural Fill
The Area 2 structural fill was planned by Charah and a permit application was submitted to
NCDEQ. The Area 2 structural fill was designed to meet the requirements of the Coal Ash
Management Act (CAMA), which became effective on 1 January 2014. Area 2 Engineered
Structural Fill Project:Project Manual—PermitApplication [FSC Consulting, Inc., (FSC) 2015]
was prepared by FSC on behalf of their client for the Area 2 structural fill. The permit application,
which was subsequently abandoned, provides geotechnical and hydrogeological assessments of
areas that reside adjacent to Area 1. As such, pertinent data presented within this permit
application was used or interpreted to develop a preliminary understanding of the material
properties and hydrogeologic conditions underlying Area 1.
2.2.2 Area 3 and Area 4 Structural Fills
The Area 3 and Area 4 structural fills were constructed after the completion of Area 1 in the west
and south portions of ARA, respectively,with liners and leachate collection systems. Areas 3 and
4 were designed and began construction prior to the promulgation of LAMA. Properties of
compacted CCR were evaluated by GeoTrack Technologies, Inc. (GeoTrack) and documented
within a letter report [GeoTrack, 2010] prepared for Charah. The letter report documents
laboratory index,compaction,and chemical test results on the CCR from Duke Energy's Asheville
Steam Electric Plant used within the Area 4 structural fill. For the purposes of this preliminary
assessment,the laboratory index and compaction tests are assumed to be representative of the CCR
placed within Area 1.
2.3 Unavailable References
Other design or as-built resources were referenced in other documents, or suspected to exist, but
have not been provided to Duke .Energy or made publicly available at the time of this Report. In
turn, these documents have not been made available to Geosyntec and have not been utilized to
prepare this preliminary engineering assessment of Area 1.. The following documents were
referenced in available resources or are typically prepared when designing a structural fill or waste
containment structure:
• Basis of Design Report that provides subsurface information, boring logs, engineering
calculations, and assumptions supporting the design; and
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• Construction Quality Assurance (CQA) reports that document placement of the GCL base
liner and compaction of the CCR in accordance with the design.
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3. BREACH DELINEATION AND MONITORING PLAN
Duke Energy began execution of the 30-day requirements described previously as requested by
NCDEQ within the 1.5 September 2017 email. This Section describes the actions implemented by
Duke Energy to address the following 30-day requirements:
• accurately map the rupture and wetted areas; and
• establish a system to monitor for slope movement (e.g., slope pins).
Geosyntec assisted Duke Energy to execute a portion of these required actions.
3.1 Preliminary Observations
Geosyntec visited Area 1 three times since the slough was first observed by Duke Energy, as
summarized in Table 2. Geosyntec first visited the site on 22 September 2017 to discuss
engineering services to assist Duke Energy with the response to NCDEQ's short term
requirements. Prior to the meeting, Duke Energy designed and installed the temporary
stabilization measure over the slough area, which consists of fine sand, a non-woven geotextile,
and a riprap buttress which is shown on Figure 2. Geosyntec observed the following:
• surface flow from the slough and wet areas located on the east slope is limited and visible
flow was not observed;
• wet areas around the slough area were observed approximately 20-ft to 30-ft upslope from
the east slope toe;
• moist conditions were observed at similar elevations along the access road between the
structural.fill slope crest and toe;
• thick vegetation along the west slope prevented observations during the 22 September site
visit;
• additional wet areas and potential slope displacements outside of the temporary
stabilization could not be identified;
• the eastern slope geometry did not appear to be at a constant slope;
• it could not be determined whether the eastern slope was poorly graded during initial
construction, modified during maintenance activities, or the result of subsidence and slope
movements;
• signs of subsidence or displacement were not observed on the top deck or crest of the
northern Area 1 structural fill slope;
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Preliminat3,Engineering Assessment Report ;
• grading did not seem conducive to stormwater drainage from the structural fill top deck;
• localized depressions particularly adjacent to the security fence were observed;
• the security fence, installed with a concrete footer to limit vegetative growth near the fence,
is typically an inch above the prevailing grade; and
• a pre-existing seep to a wetland area with reddish staining was observed downslope of the
access road bench at the eastern structural fill toe, though the source of the seep could not
be identified at the time of the site visit.
These observations were used to develop an initial understanding of Area 1 while additional
information is collected and used to develop a slope monitoring plan for the accessible east
structural fill slope.
3.2 Breach and Wet Area Delineation
Duke Energy subcontracted a professional land surveyor, McKim and Creed, to delineate the
breach and wet areas identified on. the east side of the Area 1. North Slope. McKim and Creed
mobilized to ARA on 4 October 2017 and delineated boundaries, the temporary stabilization
measure constructed to support the breach area, as well as the supporting erosion and sediment
control measures installed downslope of the breach. A wet area approximately 90 feet east of the
breach area was identified by Duke Energy and was pre-emptively stabilized with riprap. McKim.
and Creed surveyed the limits of this temporary riprap stabilization since breach and wet areas
were not able to be observed at the ground surface. Duke.Energy also directed McKim and Creed
to survey the current topography of the east and west portions of the Area 1. North Slope in support
of the slope stability study to be provided for the 90-day short term requirements. The topographic
survey and the limits of temporary stabilization measure (riprap) is provided within Appendix A
of this Report.
3.3 Slope Monitoring Plan
During a site visit on 22 September 2017, Geosyntec could not clearly identify whether the slough
area constituted a shallow, veneer, or deep-seated failure surface since the east Area 1 northern
structural fill appeared to be constructed without a consistent slope. Preliminary field observations
during the site visit suggested that the observed slough may be a veneer final cover system failure
instead of a deep-seated failure plane.
While piezometers,standpipes,and/or slope inclinometers could provide additional data,such data
may not be relevant to a slough limited to the toe of the final cover system. Additionally,
installation of these instruments risks puncture of the GCL base liner due uncertainty in its location
from the as-built drawings. Therefore, absent survey data and without better understanding of the
GC6463/ARA structural Fill Preliminary Report 10 October 2017

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failure mechanism, Geosyntec proposed a slope pin monitoring system to identify whether slope
movements have continued and observe the failure mechanism prior to installation of more
complex instrumentation systems as a cost-and schedule-effective method to better assess whether
the observed slough is shallow, deep, or veneer(Le.,within the cover system).
On 4 October 2017, Geosyntec visited ARA to inspect the Area 1 North Slope and install the slope
monitoring system. The slope monitoring system consists of 18-inch long steel stakes (slope pins)
driven into the slope at regular intervals to establish a grid and survey transects for routine
monitoring. A total of 78 slope pins were installed in ten transects as described below.
Geosyntec installed 64 slope pins to create eight transects (A through H) through the temporarily
stabilized area. Transects A.and H are offset approximately 25-ft from each side of the temporary
riprap stabilization system at the east side of the Area 1 North Slope toe. Each transect consists of
eight slope pins. Pins 1 through 3 are installed.at the toe,midpoint,and top of the temporary riprap
stabilization system, respectively. Pins 4 through 6 are installed along the face of the slope at
approximately 20 to 25-ft centers. Pins 7 and 8 are installed at the approximate edge of the slope
crest and approximately 25 to 30-ft offset from the edge of the slope crest,respectively.
Geosyntec installed 14 additional slope pins to create Transects I and J. Transect I cuts the east
slope at a small wet area located approximately 75-ft east of the slough.area and temporary riprap
stabilization system. Transect J is located at the eastern corner of Area 1 and was selected as the
slope was visually estimated to be the steepest slope of the Area 1 North Slope. Transects I and J
each contain seven slope pins.
Geosyntec proposed that slope pin coordinates (i.e. northing, easting, and elevation) be surveyed
on a regular basis. The slope pin locations will be compared between survey events to identify
slope displacements over time, if any, and will be used to assess the failure mechanism of the
slope. A baseline slope pin survey was performed immediately after slope monitoring system
installation by McKim.and Creed on 4 October 2017. The baseline slope pin locations are shown
on Figure 2. The baseline coordinates and elevations along with coordinate and elevations
surveyed on 18 October 201.7 are summarized in Table 3.
The slope pins will be surveyed on a semi-monthly basis until the 90-day deliverable is submitted
to NCDEQ for an anticipated total of five events after the baseline survey. The Slope Monitoring
Plan for the east section of the Area 1 North Slope is provided as Appendix B.
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4. PRELIMINARY ASSESSMENT OF SLOPE STABILITY
The purpose of this Section is to provide a "preliminary assessment of slope stability" and
"identij� changes in the slough area", which are components of NCDEQ's 30-day short term
requirements.
4.1 Visual Observations
A Geosyntec engineer visited Area 1 on 22 September 201.7 and again on 4 October 2017 to install
the slope monitoring system. During both visits, the slough and wet areas, northern slopes, and
slope crests were inspected. The following observations were made:
• a local slump within the center and mid-slope of the temporary stabilization measure was
observed during the 4 October 2017 visit;
• the observation described above prompted Geosyntec to design and install a slope pin
monitoring system, comprised of rows 132 through G2,through the temporary stabilization
measure center;
• slope pins A.1 through. H3, with locations in the center of the temporary stabilization
measure,required two to three blows by a 5-lb hammer to drive the slope pin 18 inches to
be nearly flush with the ground surface;
• slope pins at the base of the slope(row 1)required 20 to 30 blows to advance approximately
18 inches;
• the qualitative difference between the number of blows required to drive the pins 18 in.
may be significant and will be assessed as part of the 90-day requirements;
• during the 4 October 2017 visit, Geosyntec identified three areas approximately 30-ft to
40-ft downslope from the structural fill crest that may have subsided;
• the subsided areas were not identified during the initial site visit; and
• Geosyntec therefore installed a row of slope pins approximately five feet down slope of
these areas to identify potential displacement.
4.2 I.nitial Slope Monitoring Measurements
McKim and Creed conducted the first survey event of the Slope Monitoring Plan on 18 October
2017. Northing and. easting coordinates of the top of each slope pin were collected in terms of
North American Datum of 1983 (NAD83) and the elevations in terms of North American Vertical
GC6463/ARA structural Fill Preliminary Report 12 October 2017

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Datum of 1988 (NAVD88). The surveying equipment employed by McKim and Creed is accurate
to +/- 0.10 feet(1.2 inches) horizontally and vertically.
Geosyntec compared the survey coordinates between the baseline and 18 October 201.7 survey
events and computed the magnitude of displacement and elevation change. Each slope pin was
assigned a general direction of slope movement based on a cardinal coordinate system. The
baseline survey coordinates; 18 October 2017 survey coordinates, and computed displacements
and cardinal directions are presented within Table 3 of this Report.
The following observations are made based on the review these two slope monitoring events:
• two slope pins (B5, J1) showed horizontal displacements in excess of the 0.10 ft (12
inches) survey tolerance;
® slope pin J1. displaced in the downslope direction; and
® slope pin B5, which is located mid slope Transect B, displaced in the southeast direction
instead of the downslope/northwest direction.
The eastern Area 1 slopes do not appear to be displacing or are displacing at a rate less than the
accuracy of the survey per two weeks since the slope pins locations generally were found to be
within 0.10 ft of their original locations. Figure 3 depicts the locations, magnitude, and cardinal
direction of movement the two slope pins with computed movements that are greater than 0.10 ft
(B5, J1).
Additional survey data is required to allow a conclusion regarding the slope failure type. The slope
displacement will be further evaluated as additional slope monitoring events are complete.
4.3 Changes of breach Area
Based on the site visit assessments and slope monitoring survey results, the slough area does not
appear to have changed or expanded. The temporary stabilization measure prevents inspection of
the ground surface,but the condition of the temporary stabilization measure is routinely inspected.
Duke Energy will implement the Slope Monitoring Plan (Appendix B) and has increased
inspection of the Area 1 North Slope more frequently than NCDEQ requirements. If the extent of
wet areas or additional slope distress is observed, Duke Energy will inform NCDEQ within 24
hours as required by Condition IV.12 of the Permit WQ0000020.
4.4 Hazard Assessment
The hazard assessment presented within this Report is limited.to the geotechnical related hazards
as surface water and groundwater hazards were not evaluated. Surface water sampling results of
identified seeps will be presented within the report provided to meet the 90-day short term
requirements.
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+ IT,_
ARA--Area 1 Structural Fill t X
Prelinunag Engineering Assessment Report erjrtat ultants
The potential hazard that is considered to contribute the most risk to the health and safety of the
community is a global slope failure resulting in the northward release of CCR toward the adjacent
residential development and French Broad River. Visual observations and slope monitoring
measurements indicate that rapid displacements have not occurred to date, and the failure surface
may be limited to the soil cover system.
A common assessment of risk is to compute the FS against veneer and global sliding. The standard
of practice and commonly accepted level of risk is to design and maintain a slope with a FS greater
than 1.5 under long-term loading conditions [USACE,2003].
As a part of the 90-day deliverable, a slope stability study will be conducted to compute the factor
of safety of the Area 1 North Slope and provide an assessment of this hazard. The slope stability
study will be performed utilizing Spencer's Method [Spencer, 1967], as implemented within the
computer program SLIDE'", to compute the FS for veneer, shallow, and global slip surfaces.
Spencer's method satisfies both vertical and horizontal force as well as moment equilibrium when
computing the FS by the "method of slices", and is considered more rigorous than other methods
commonly used. Geosyntec will develop the model and assess the global slope stability as follows:
• develop external geometry and structural fill base geometry based on recent topographic
survey and available as-built drawings;
• select critical cross sections for analysis based on the location of the soil cover slough and
slope geometry;
• select material unit weight and shear strength parameters based on available boring and
laboratory data from Area 1. and adjacent A.RA structural fills, regional data, and
engineering literature;
• use compacted CCR engineering properties evaluated by academic and industry entities
[EPRI, 20121 and other published values available for comparison;
• select foundation and cover soil engineering parameters conservatively based on Area 1
well monitoring and boring logs,Area 2 boring logs and laboratory data,and typical values
for cover materials.
• approximate the groundwater table and local phreatic surface based on groundwater
monitoring well data and available hydrogeologic records;
• assume that the Area 1 GCL base liner was placed at least 2-ft above the 60-in. diameter
RCP and further above the seasonal high groundwater table based on as-built drawings,
where the phreatic surface within the structural till is anticipated to be separated from the
groundwater table and will be initially approximated based on field observations and
compared with results from a groundwater steady-state, finite element analysis (FEA)
model; and
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ARA—Area I Structural Fill 'ret7S 1tec
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e perform a sensitivity study to assess the change in computed FS and risk associated with
increasing phreatic surface levels within the structural fill slopes; and
Based on the slope stability study results, additional instrumentation which include
piezometers and inclinometers, may be considered and would be designed to specifically
target zones determined to be critical to the analysis, design, and performance of the final
stabilization measure.
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ARA—Area I structural Fill <GeQsY[ fec�
Preliminary Engineering Assessment Report ccirisv9taitts;
5. PRELIMINARY CONCLUSIONS AND RECOMMENDATIONS
The following section presents preliminary conclusions and recommendations pertaining to the
`�?reliminaly engineering assessment of slope stability" 30-day requirement. Specifically, this
Section provides a response for the following short-term requirements:
• recommendations on temporary stabilization measures and the monitoring of slope
movement; and
• and additional corrective measures employed
Initial recommendations are also provided until a slope stability study for Area 1 is completed and
provided as a part of the 90-day deliverable.
5.1 Design and Survey Data Review Conclusions
5.1.1 Historical Channel Reroute Design
The historical stream channel was re-located through the 60-in. RCP dividing the Area I cells.
The relocated stream channel bed and historical streambank are shown within as-built drawings to
have been filled with drainage aggregate without a geotextile separator. The absence of a
geotextile is corroborated by installation photographs and design details; as such, clogging of the
drainage material may have occurred, limiting the ability of the natural groundwater or historical
stream channel flow to drain outside of the 60-in. RCP culvert. Red staining has been observed
consistently during routine inspections at the existing seep into the stormwater basin situated
immediately north of the northern Area I slope. The most recent condition inspection of the 60-
in.RCP identified staining and leaks into the RCP at several joints or cracks [Amec,2016]. These
observations further suggest that the drainage corridor may be clogged.
Analytical data of the seep adjacent to RCP outlet will identify whether this seep is groundwater
or seepage of the structural fill. This assessment will be provided during 90-day short term
requirements.
5.1.2 Structural Fill Cover and Liner Systems
A leachate collection and removal system was not designed or constructed for Area 1. The cover
system and upgradient drainage areas do not appear to have been designed to prevent infiltration
into the structural fill. A water balance calculation has not been identified or referenced within
available design documents. The- GCL serves as a base liner to the structural fill and was
constructed on top of the subgrade following the natural grade of the northward draining
topographic valley. As such,the likely pathway for infiltrated stormwater to exit the structural fill
GC6463/ARA structural Fill Preliminary Report 16 October 2017

ARA—Area 1 Structural Fill . .Geosyntee
Prelintinay Engineering Assessment Report eaiisultaitts,
is through the observed seeps and wet areas near the slough area, which coincides with the as-built
edge of the GCL located on the Area 1 North Slope.
5.1.3 Slope Monitoring System
Based on the initial slope pin monitoring data, the east portion of the Area 1 North Slope has not
displaced since baseline survey measurements. Continued monitoring in accordance with the
Slope Monitoring Plan (Appendix B) is recommended until the slope stability study is completed
and presented in the 90-day deliverable.
5.2 Recommendations
The following recommendations are provided by Geosyntec until a final engineering assessment
is complete:
• continue routine inspection and surveying activities as described within the Slope
Monitoring Plan;
• install a temporary stabilization measure consisting of, from bottom to top, sand, a non-
woven geotextile, and riprap, if additional wet areas are observed on the east or west Area
1 slopes;
• consider installation of piezometers, inclinometers, or other instrumentation measures for
the east Area 1 slopes once the slope stability study is complete to provide a better basis
for design;
• inspect and install three to five slope pin transects on the west Area 1 slope, once the ARA
Authority clears thick vegetation from area; and
• continue with the evaluation the slope stability study and chemical analysis of observed
seeps.
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ARA--Area!Structural F711 e(}ste6
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6. REFERENCES
Amec Foster Wheeler, 2016. "CCP Annual Pipe Inspection Assessment." Asheville Regional
Airport, 1.4 April 2016.
Electric Research Institute (EPRI), 2012. "Geotechnical Properties of Fly Ash and Potential for
Static Liquefaction: Volume 1 — Summary and Conclusions." Palo Alto, CA, December
2012.
FSC, 2015. "Area 2 Engineering Structural Fill: Project Manual-Permit Application." Greater
Asheville Regional Airport,prepared for Charah, Inc.,May 2015.
GeoTrack, 2010. "Coal Combustion By-product Characterization Testing: Asheville Airport Area
4." Prepared for Charah, Inc. GeoTrack Project No. 10-2626-N. 30 June 2010.
Spencer, E. (1967), "A Method of Analysis of the Stability of Embankments Assuming Parallel
Inter-Slice Forces." Geotechnique Vol. 17,No. 1, pp. 11-26.
United States Army Corps of Engineers (USACE), 2003. "Slope Stability." Department of the
Army, Washington,D.C., EM 1110-2-1902, 31 October 2003.
Vaughn Engineering, 2010. "Charah — Asheville Regional Airport Coal Combustion Product
Engineered Fill: March 2010 Update." Prepared for Charah, Inc., 8 March 2010.
GC6463/ARA Structural Fill Preliminary Report l8 October 2017

Table 1. Summary of Area 1 Engineering Resources
No. Document Title Author Date Descriation
1 Permit No. WQ0000020 NCDEQ 2-Sep-15 DWR permit authorization for the Area 1 structural fill.
Charah-Asheville Regional Airport Coal Vaughn Sealed "as-built"drawings prepared by Vaughn Engineering.
2 Combustion Product Engineered Fill: Engineering 8-Mar-10
March 2010 Update Document shows the as-built conditions as of March 2010.
North General Aviation Development Sealed construction plans for the Area 1 fill. Liner details or
3 Grading and Drainage for the Asheville WK Dickson 3-Dec-17 mention of CCR was not included and pre-dates the structural fill
Regional Airport concept.
4 Area I and Area 4 Improvements- AVCON 26-May-16 Drawing set provides drainage improvement design for the Area
Released for Construction 1 structural fill.
Asheville Regional Airport-Area 1 Water Memorandum contains groundwater monitoring well locations,
5 Location Summary and Boring Logs Charah 29-Dec-09 installation,and abandonment records.Well installation and
abandonment records provided by Silar Services,Inc.
6 Area 1—60-in.Reinforced Concrete Pipe Altamont - Photograph of RCP installation between 29 July 2008 and 2 July
Installation Photographs Environmental,Inc. 2009.
7 CCP Annual Pipe Inspection Assessment Amec 14-Apr-16 2016 annual inspection report for the 60-in.RCP for the Area 1.
8 Notice of Violation(NOV-2015-PC-0303) NCDEQ 2-Dec-15 NOV issued in 2015 for erosion observed in the northwest comer
of Area 1.
9 2015 Annual Inspection Report Duke Energy 31-Dec-15 2015 annual inspection report for Area 1.
10 2016 Annual Inspection Report Duke Energy 15-Dec-16 2016 annual inspection report for Area 1.
Asheville Airport Structural Fill-Project Initial feasibility study prepared by the ARA Authority's
11 Feasibility Report Charah 2I-Feb-07 Contractor
Charah Asheville Regional Airport Fly Ash
12 Beneficial Use Project Construction Detail Charah Feb-08 Detail sheet,with typical pipe section and typical liner section
Revision
lofI

Table 2. Summary of Geosyntec Site Visits
No. Date Personnel Project Role Description
James McNash,P.E. Project Engineer Initial site visit to discuss engineering services to
1 22-Sep-]7 Brian Adair, Ph.D. Project Manager support the Area 1 structural fill project.
James McNash,P.E. Project Engineer Site visit to inspect Area 1 structural fill slope,
2 4-Oct-17 Senior Staff install slope monitoring system on eastern cell,and
Josh Colley,E.I. Engineer assist topographic survey tasks.
3 9-Oct-17 Brian Adair,Ph.D. Project Manager Site visit to document NCDEQ comments and
concerns regarding project activities.
loft

Table 3. Initial Slope Monitoring Measurements
Measurement Date
4 October 2017 18 October 2017 Relative Movement(in.)
Pin Northing Easting Elevation Northing Fasting Elevation Northing Easting Magnitude Elevation Direction
ID (ft NAD83) (ft NAD 83) (ft NAVD88) (ft NAD83) (ft NAD 83) (ft NAVD88) Ay Ax b Az
Al 636481.904 945163,365 2105.853 636481.933 945163.360 21.05.869 0.348 -0.060 0.353 0.192 NW
A2 636470.291 945167.177 2109.646 636470.342 945167.178 2109.674 0.612 0.012 0.612 0.336 NE
A3 636458.644 945171.283 2112.458 636458.641 945171.277 2112.484 -0.036 -0.072 0.080 0.312 SW
A4 636434.927 945180.011 2117.490 636434.984 945180.019 2117.520 0.684 0.096 0.691 0.360 NE
A5 636413.117 945190.021 2123.249 636413.152 945189.968 2123 270 0.420 -0.636 0.762 0.252 NW
A6 636397.566 945199.936 2128.452 636397.605 945199.910 2128.484 0.468 -0.312 0.562 0.384 NW
A7 636376.284 945211.539 2135.014 636376.278 945211.555 2135.041 -0.072 0.192 0.205 0.324 SE
A8 636355.931 945224.657 2138.5.56 636355.906 945224.648 2138.577 -0.300 -0.108 0.319 0.252 SW
Bl 636489.781 945186.317 2106368 636489.797 945186.382 2106.361 0.192 0.780 0.803 -0.084 NE
B2 636478.376 945190.288 2109.816 636478.346 945190.291 2109.835 -0.360 0.036 0.362 0.228 SE
B3 636465.725 945194.863 2113.344 636465.721 945194.901 2113.375 -0.048 0.456 0.459 0.372 SE
B4 636443.276 945203.328 2119.209 636443.209 945203.342 2119.233 -0.804 0.168 0.821 0.288 SE
B5 636420.820 945211.405 2125.492 636420.763 945211.499 2125.506 -0.684 1.128 1.319 0.168 SE
B6 636402.301 945216.878 2130.521 636402.243 945216.929 21.30.539 -0.696 0.612 0.927 0.216 SE
B7 636383.344 945222.379 2135.427 636383.331 945222.388 2135.442 -0.156 0.108 0.190 0.180 SE
B8 636361.970 945235.113 2138.483 636361.993 945235.099 2138.506 0.276 -0.168 0.323 0.276 NW
Cl 636498.766 945209.941 2106.735 636498.785 945209.929 2106.766 0.228 -0.144 0.270 0.372 NW
C2 636486.639 945212.946 2110.183 636486.583 945213.010 2110.210 -0.672 0.768 1.020 0.324 SE
C3 636474.019 945216.833 2113.404 636474.036 945216.818 2113.430 0.204 -0.180 0.272 0.312 NW
C4 636451.458 945223.692 2120.012 636451.449 945223.684 2120.045 -0.108 -0.096 0.144 0.396 SW
C5 636428.342 945231.254 2126.396 636428.337 945231223 2126.426 -0.060 -0.372 0.377 0.360 SW
C6 636410.388 945236.607 2131.544 636410.438 945236.554 2131.561 0.600 -0.636 0.874 0.204 NW
C7 636394.411 945241.291 2136.195 636394.405 945241.239 2136.225 -0.072 -0.624 0.628 0.360 SW
C8 636372.500 945251.907 2138.61.1 636372.459 945251.883 2138.633 -0.492 -0.288 0.570 0.264 SW
1 of 4

Table 3. Initial Slope Monitoring Measurements(Continued)
Measurement Date
4 October 2017 18 October 2017 Relative Movement(in.)
Pin Northing Easting Elevation Northing Easting Elevation Northing Easting Elevation
ID (ft NAD83) (ft NAD 83) (ft NAVD88) (ft NAD83) (ft NAD 83) (ft NAVD88) Ay Ac Magnitude ElevationDirection
DI 636506.816 945233.510 2106.841 636506.783 945233.529 2106.852 -0.396 0.228 0.457 0.132 SE
D2 636494.1.56 945237.299 2110.487 636494.204 945237.323 2110.505 0.576 0.288 0.644 0.216 NE
D3 636479.664 945241.210 2114.438 636479.621 945241.255 2114.442 -0.516 0.540 0.747 0.048 SE
D4 636460.580 945247.699 2119.883 636460.512 945247.748 2119.889 -0.816 0.588 1.006 0.072 SE
D5 636435.967 945254.813 2126.813 636435.963 945254.861 2126.836 -0.048 0.576 0.578 0.276 SE
D6 636418.086 945259.649 2132.832 636418.030 945259.637 2132.854 -0.672 -0.144 0.687 0.264 SW
D7 636405.953 945263.486 2.136.127 636405.908 945263.463 2136.154 -0.540 -0.276 0.606 0.324 SW
D8 636384.217 945272.170 2139.196 636384.164 945272.167 2139.201 -0.636 -0.036 0.637 0.060 SW
E1 636515.080 945257.040 2107.780 636515.045 945257.062 2107.782 -0.420 0.264 0.496 0.024 SE
E2 636503.440 945261.517 2110.616 636503.443 945261.536 2110.633 0.036 0.228 0.231 0.204 NE
E3 636487.911 945266.994 2114.948 636487.904 945266.960 2114.969 -0.084 -0.408 0.417 0.252 S W
E4 636469.840 945273.842 2120.075 636469.831 945273.827 2120.071 -0.108 -0.l 80 0.210 -0.048 S W
E5 636445.349 945280.128 2126.682 636445.338 945280.117 2126.678 -0.132 -0.132 0.187 -0.048 SW
E6 636430.138 945283.777 2132.292 636430.104 945283.771 2132.320 -0.408 -0.072 0.414 0.336 SW
E7 636414.959 945287.451 2136.557 636414.958 945287.438 2136.570 -0.012 -0.156 0.156 0.156 SW
E8 636391.982 945294.253 2139.244 636391.955 945294.285 2139.251 -0.324 0.384 0.502 0.084 SE
Fl 636522.509 945280.459 2107.975 636522.495 945280.503 2107.986 -0.168 0.528 0.554 0.132 SE
F2 636511.032 945284.714 2111.115 636511.005 945284.771 2111.126 -0.324 0.684 0.757 0.132 SE
F3 636498.740 945288.014 2114.139 636498.693 945288.055 2114.152 -0.564 0.492 0.748 0.156 SE
F4 636475.506 945294.063 2120.697 636475.456 945294.093 2120.731 -0.600 0.360 0.700 0.408 SE
F5 636452.046 945300.524 2127.393 636452.020 945300.522 2127.412 -0.312 -0.024 0.313 0.228 SW.
F6 636436.629 945305.293 2132.264 636436.573 945305.293 2132.292 -0.672 0.000 0.672 0.336 SW
F7 636421.117 945309.404 2136.927 636421.081 945309.417 2136.951 -0.432 0.156 0.459 0.288 SE
F8 636397.327 945315.000 2139.859 636397.285 945315.017 2139.868 -0.504 0.204 0.544 0.108 SE
GI 636531.104 945 310.143 2108.443 636531.160 945310.181 2108.452 0.672 0.456 0.812 0.108 NE
G2 636520.932 945315.056 2110.686 636520.897 945315.098 2110.667 -0.420 0.504 0.656 -0.228 SE
2 of 4

Table 3. Initial Slope Monitoring Measurements(Continued)
Measurement Date
4 October 2017 18 October 2017 Relative Movement(in.)
Pin Northing Easting Elevation Northing Easting Elevation Northing Easting Magnitude Elevation Direction
ID (ft NAD83) (ft NAD 83) (ft NAVD88) (ft NAD83) (ft NAD 83) (ft NAVD88) Ay As g Az
G3 636509.086 945319.588 2114.535 636509.133 945319.592 2114.559 0.564 0.048 0.566 0.288 NE
G4 636486.579 945327.939 2121.207 636486.581 945327.963 2121.238 0.024 0.288 0.289 0.372 NE
G5 636463.454 945334.341 2128.1.49 636463.450 945334.366 2128.201 -0.048 0.300 0.304 0.624 SE
G6 636445.377 945338.768 2133.082 636445.427 945338.734 2133.113 0.600 -0.408 0.726 0.372 NW
G7 636429.029 945343.133 2137.778 636429.050 945343.136 2137.785 0.252 0.036 0.255 0.084 NE
G8 636405.771 945349.322 2141.968 636405.737 945349.312 2141.962 -0.408 -0.1.20 0.425 -0.072 SW
H1 636538.020 945333.277 2109.509 636537.998 945333.317 2109.544 -0.264 0.480 0.548 0.420 SE
H2 636525.882 945336.258 2111.896 636525.859 945336.265 2111.931 -0.276 0.084 0.288 0.420 SE
H3 636513.866 945339.576 2115.371 636513.799 945339.572 2115.403 -0.804 -0.048 0.805 0.384 SW
H4 636491.788 945345.834 2122.368 636491.735 945345.894 2122.398 -0.636 0.720 0.961 0.360 SE
H5 636468.368 945352.958 2129.400 636468.323 945353.030 2129.411 -0.540 0.864 1.019 0.132 SE
H6 636450.448 945358.593 2134.189 636450.414 945358.580 2134.216 -0.408 -0.156 0.437 0.324 SW
H7 636432.965 945363.355 2139.412 636432.916 945363.383 2139.429 -0.588 0.336 0.677 0.204 SE
H8 636409.569 945369.441 2144.034 636409.525 945369.476 2144.035 -0.528 0.420 0.675 0.012 SE
11 636551.433 945397.611 2113.643 636551.399 945397.609 2113.625 -0.408 -0.024 0.409 -0.216 SW
12 636527.467 945402.756 2119.318 636527.423 945402.790 2119.344 -0.528 0.408 0.667 0.312 SE
I3 636505.311 945409.023 2126.391 636505.289 945409.042 2126.436 -0.264 0.228 0.349 0.540 SE
14 636482.975 945418.124 2133.100 636482.923 945418.130 2133.121 -0.624 0.072 0.628 0.252 SE
15 636465.992 945424.121 2137.878 636466.036 945424.135 2137.898 0.528 0.168 0.554 0.240 NE
16 636449.736 945431.123 2144.533 636449.718 945431.066 2144.530 -0.216 -0.684 0.717 -0.036 SW
I7 636429.365 945438.929 2144.685 636429.359 945438.942 2144.685 -0.072 0.156 0.172 0.000 SE
J1 636589.795 945566.491 2110.121 636589.969 945566.492 2110.048 2.088 0.012 2.088 -0.876 NE
J2 636568.951 945558.829 2117.952 636568.945 945558.810 2117.887 -0.072 -0.228 0.239 -0.780 SW
J3 636546.840 945552.551 2127.177 636546.838 945552.61.7 2127.192 -0.024 0.792 0.792 0.180 SE
J4 636524.605 945545.038 2135.297 636524.590 945545.094 2135.304 -0.180 0.672 0.696 0.084 SE
J5 636511.106 945541.104 2139.670 636511.11.5 945541.120 2139.684 0.1.08 0.1.92 0.220 0.168 NE
3 of4

Table 3. Initial Slope Monitoring Measurements (Continued)
Measurement Date
4 October 2017 18 October 2017 Relative Movement(in.)
Pin Northing Easting Elevation Northing Easting Elevation Northing Easting Magnitude Elevation Direction
ID (ft NAD83) (ft NAD 83) (ft NAVD88) (ft NAD83) (ft NAD 83) (ft NAVD88) Ay Ax Oz
J6 636494.456 945537.566 2144.459 636494.527 945537.630 2144.482 0.852 0.768 1.147 0.276 NE
J7 1 636458.238 945536.154 2145.418 1 636458.202 945536.136 2145.440 -0.432 -0.216 0.483 0.264 SW
Note(s):
[1] McKim and Creed performed baseline survey of slope pins on 4 October 2017 and first slope monitoring survey 18 October 2017.
[2] Horizontal and vertical survey accuracy is to 0.10 ft(1.2 in.);relative movements in bold indicate displacement greater than survey accuracy.
[3] Magnitude of relative movement(or displacement)computed based on the horizontal displacement only.
4 of 4

FIGURES

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s' Notes: t ENERGY.
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d Earthstar Geographies,CNES/Airbus DS,USDA,USGS,AEX,
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MOVEMENTS
OCTOBER 2017
DS,USDA,
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17
3. Slope pins and riprap buttress surveyed by McKim&Creed on 4 %k Geosynteccl' DUKE
i October 2017. ENERGY.
4.Survey tolerance is 0.1 ft. Slope pins that moved more than the Z JT consultants
survey�olerance are labeled%Mth magnitude and .
movement. r' CHARLOTTE,NC OCTOBER 2017

APPENDICES

Appendix A
Existing Conditions Survey (prepared by
McKim and Creed)

NOTES:
i
•ALL DISTANCES ARE HORIZONTAL GROUND
DISTANCES(US SURVEY FOOT)UNLESS OTHERWISE NOTED. Sm
•PROPFRTY SUBJECT TO ANY VAUD h ENFORCEABLE
EASEMENTS,RESTRICTIONS 1,RIGHTS OF WAY OF RECORD.
•SURVEY PROPERTY ONES ARE BASED ON PHYSICAL EVIDENCE AND
EXISTING MONUMENTS FOUND DURING THE SURVEY.
•ALL COORDINATES LISTED HEREON ARE PROJECT COORDINATES UNLESS
OTHERWISE NOTED.
•CONTOUR INTERVAL SHOWN AT 1'AND 5' �p4' ddP
F�
•THE COORDINATE SYSTEM DEVELOPED FOR THIS PROJECT IS BASED
ON NORTH CAROLINA STATE PLANE COORDINATES ESTABLISHED BY
CPS METHODS USING VRS SOFTWARE.
PROJECT COMBINED SCALE FACTOR(GROUND TO GRID}.0,99978084
GEOID MODEL: 12(B) VICINITY MAP
UNITS:US SURVEY FOOT NOT TO SCALE)
PROJECT DATUM:HORIZONTAL-NAD83/2011
VERTICAL-NAVD68 _
•DATE OF FIELD SURVEY:10/04/17
--_-�!; g
UCEND
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(IN FEET)
1 inch= 40 fL
DATE REVISION INITIALCF= TOPOGRAPHIC SURVEY PROJECT y: D0159-0660
OF PROJ.SVYR: JCD
��+�/��,{�+� DRAWN BY: JCD
[PRHJNONARY PLAT \/ 1Vl l�1LV1C3 F�AREA ON ASHEVII I E AIRPORT FIELD SK.: NA
COMP.FILE: 2017-1D-D4 AIRPORT
NOT FOR RECORDATION, FOR SHEET 1 OF 1
CONVEYANCES,OR SALES 8020 Tower Point Drive
Charlotte,North Carolina 28227
Phone: [phone], Fax: [phone] DUKE ENERGY
F-1222
DATE:OCTOBER 4,2017 SCALE:1' 4D'
Internet Site: http://www.mckimereed.com DATE: ARDEN BUNCOMBE NORTH CAROLINA I DWG. A

Appendix B
Slope Monitoring flan

Prepared for
Duke Energy Progress,LLC
526 South Church Street
Charlotte,North Carolina 28202
SLOPE MONITORING PLAN
Revision 0
Asheville Regional Airport — Area 1 Structural Fill
Asheville, North Carolina
Prepared by
G C}syn
corsultarits
Geosyntec Consultants of NC,PC
1.300 South Mint Street, Suite 300
Charlotte,North Carolina 28203
License No. C-3500
Project No. GC6463
CA►�p���rs
'Q ez. October 2017
0 low
SEAL
044112
' James D. McNash, P.E.
a Registration No. 044112
fditlt�ttt���y Date: 27 October 2017

ARA--Arco 1 Structural Fill r�tr€�t?S C b
Slope jLlonitoririg Plan c i isiilta€is
LIST OF ACRONYMS AND ABBREVIATIONS
Acronym/Abbreviation Definition
ARA Asheville Regional Airport
Area 1 Area I Structural Fill
CCR Coal Combustion Residuals
Charah Charah, Inc.
DORS Distribution of Residual Solids
Duke Energy Duke Energy Progress, LLC.
DWR Division of Water Resources
ft Foot/Feet .
GCL Geosynthetic Clay Liner
Geosyntec Geosyntec Consultants of North Carolina, PC
NAD83 North American Datum of 1983
NAVD88 North American Vertical Datum of 1988
NC North Carolina
NCDEQ North Carolina Department of Environmental Quality
NOV Notice of Violation
Plan Slope Monitoring Plan
GC6463/ARA Structural Fill Slope Monitoring Plan i October 2017

ARA—Area/Structural Fill :G66syntec '
Slope illonitoring Plan c nkdtanfa=
TABLE OF CONTENTS
1. Introduction..........................................................................................................................1
1.1 Project Background.....................................................................................................1
1.2 Site Background..........................................................................................................1
2. Monitoring System...............................................................................................................2
3. Proposed Monitoring Plan ...................................................................................................3
LIST OF TABLES
Table 1. Baseline Slope Monitoring Pins Coordinates
LIST OF FIGURES
Figure 1. Site Map
Figure 2. Slope Monitoring System
GC6463/ARA Structural Fill Slope Monitoring Plan ii October 2017

ARA—Area 1 Structural Fill �ie.Osyn- teCc'
Slope Alonitoring Plan cbtis`ultanfs'�
1. INTRODUCTION
1.1 Project Background
Geosyntec Consultants of North Carolina, PC (Geosyntec) prepared this Slope Monitoring Plan
(Plan) for the North Slope of the Area 1 Structural Fill (Area 1) at the Asheville Regional Airport
(ARA), located near Asheville, North Carolina (NC). This Plan is intended to satisfy North
Carolina Department of.Environmental Quality's (NCDEQ)requirement to "establish a system to
monitor for slope movement" as set forth in an email to Duke Energy Progress, LLC. (Duke
Energy) dated'15 September 2017.
1.2 Site Backlrround
Area I at ARA was constructed by Charah, Inc. (Charah) and completed in. 2009. The coal
combustion residuals (CCR) used to construct Area 1 were purchased by Charah from Duke
Energy's Asheville Plant. As-built drawings prepared by Charah indicate that Area 1 was
constructed with a geosynthetic clay liner (GCL) base liner and a compacted soil cover system.
The as-built drawings depict 6-ft and 4-ft thick compacted soil cover over the top deck and side
slopes of the structural fill, respectively. .However, 2-ft side slope cover thickness was field
verified by Charah on 14 December 2015 through hand auger borings. The Duke Energy Progress
ash reuse permit, formally referred to as the Distribution of Residual Solids (DORS)
(WQ0000020), was issued by the NCDEQ Division of Water Resources (DWR) via renewal to
Duke Energy on 2 September 2015 and incorporates the ARA Structural Fill Projects.
Duke Energy identified wet areas and a small slough in the cover soils during monthly inspection
activities on 7 September 2017, referred to as a breach by NCDEQ in the 15 September 2017.
email, along the North Slope of Area 1. Duke Energy notified NCDEQ and scheduled a formal
inspection of Area 1 on 15 September 2017. NCDEQ subsequently issued a set of short-term
requirements via an email to Duke Energy on the same date. The first set of requirements was
completed on 22 September 2017, which included the temporary stabilization of the breach
(slough) and wet areas with a geotextile, fine sand and riprap buttress system until a permanent
repair plan is prepared. The email also formalized two sets of short-term requirements to be
implemented by Duke Energy within 30 and 90 days, respectively.
One requirement to be addressed within 30 days is to "establish a system to monitor for slope
movement". The purpose of this Plan is to describe and document compliance with the monitoring
requirement of the email. The remainder of this Plan describes the monitoring system installed by
Geosyntec on 4 October 2017 and the proposed monitoring plan for the system.
GC6463/ARA Structural Fill Slope Monitoring Plan ] October 2017

ARA—Area l Structural Fill Ueogi tecD
Slope Monitoring Plan coi Cants.
2. MONITORING SYSTEM
Geosyntec initially inspected the temporary stabilization measures during a pre-bid meeting held
at ARA on 22 September 2017. On 4 October 2017, Geosyntec visited ARA to inspect the North
Slope of Area 1 and install a slope monitoring system. The slope monitoring system consists of
18-inch steel stakes (slope pins) driven into the slope at regular intervals to establish a grid for
routine monitoring. The slope monitoring system is shown on Figure 2. A total of 78 slope pins
were installed in ten transects as described below.
Geosyntec installed 64 slope pins to create eight transects (A through H) through the temporarily
stabilized area. Transects A and H are offset approximately 25-ft from each side of the temporary
riprap stabilization system at the northern toe of Area 1 structural fill. Each transect consists of
eight slope pins. Pins 1 through 3 are installed at the toe,midpoint,and top of the temporary riprap
stabilization system, respectively. Pins 4 through 6 are installed along the face of the slope at
approximately 20 to 25-ft centers. Pins 7 and 8 are installed at the approximate edge of the slope
crest and approximately 25 to 30-ft offset from the edge of the slope crest, respectively.
Similarly, Geosyntec installed 14 slope pins to create Transects I and J. Transect 1 encompasses
an additional limited wet area located approximately 50-ft east of the temporary riprap stabilization
system. Transect J is located at the eastern corner of the Area 1 structural fill and cuts the area
that was visually estimated to be the steepest slope of the northern face of the Area 1 structural fill.
Transects I. and J each have seven slope pins.
The slope pins will be surveyed on a regular basis as described in Section 3 of this Plan to monitor
the slope for movement.
GC6463/ARA Structural Fill Slope Monitoring Plan 2 October 2017

ARA—Area I Structural Fill GeosyntecI>,
Slope Monitoring Plan [ (5..
3. PROPOSED MONITORING PLAN
Geosyntec proposes that coordinates (i.e., northing, easting, and elevation) of each slope pin be
surveyed on a regular basis. The slope pin locations will be compared between surveys to identify
movement over time, if any. The baseline slope pin survey was performed by McKim and Creed
on 4 October 2017 immediately after installation. The baseline slope pin locations are shown on
Figure 2 and the coordinates are summarized in Table 1.
Geosyntec proposes the slope pins be surveyed at the following frequency:
• first 90 days— survey on a semi-monthly basis (i.e. baseline survey plus five additional
surveys) for October, November, and December, which includes the 4 October and 18
October surveys;
• next 90 days—survey once a month in January, February and March 2018; and
• remainder of 2018 — survey quarterly, with surveys in June, September and December
2018.
As soon as practical upon receipt of survey data, Geosyntec shall review the survey data and
provide results, analysis, and recommendations to Duke Energy, which will include verification
with ARA site personnel that observed slope movements are not induced due to routine
maintenance (i.e. mowing) of the slope.
If movement of a slope pin greater than the tolerance of the survey measurement(e.g.± 0.10 feet)
is observed between survey events, Duke Energy will notify NCDEQ by phone per the Asheville
Regional Airport Coal Combustion Products Structural Fill Projects Permit No. WQ0000020.
GC6463/ARA Structural Fill Slope Monitoring Plan 3 October 2017

TABLES

Table 1. Baseline Slope Monitoring Pins Coordinates
Pin ID Northing Easting Elevation [21
Al 636481.90 945163.37 2105.85
A2 636470.29 945167.18 2109.65
A3 63645 8.64 945171..28 2112.46
A4 636434.93 945180.01 2117.49
A5 636413.12 945190.02 2123.25
A6 636397.57 945199.94 2128.45
A7 636 376.28 945211.54 21.35.01
A8 636355.93 945224.66 2138.56
Bl 636489.78 945186.32 2106.37
B2 636478.38 945190.29 2109.82
B3 636465.73 945194.86 2113.34
B4 636443.28 945203.33 2119.21
B5 636420.82 945211.41 2125.49
B6 636402.30 945216.88 2130.52
B7 636383.34 945222.38 2135.43
B8 636361.97 945235.11 2138.48
Cl 636498.77 945209.94 2106.74
C2 636486.64 945212.95 2110.18
C3 636474.02 945216.83 2113.40
C4 636451.46 945223.69 2120.01
C5 636428.34 945231.25 2126.40
C6 636410.39 945236.61 2131.54
C7 636394.41 945241.29 2136.20
C8 636372.50 945251.91 2138.61
D1 636506.82 945233.51 2106.84
D2 636494.16 945237.30 2110.49
D3 636479.66 945241.21 2114.44
D4 636460.58 945247.70 2119.88
D5 636435.97 945254.81 2126.81
D6 636418.09 945259.65 2132.83
D7 636405 95 945263.49 2136.13
D8 636384.22 945272.17 2139.20
E1 636515.08 945257.04 2107.78
- ] of 3

Table 1. (Continued)
Pin ID Northing ill Easting[I] Elevation tzl
E2 636503.44 945261.52 21.10.62
E3 636487.91 945266.99 21,14.95
E4 636469.84 945273.84 2120.08
E5 636445.35 945280.13 2126.68
E6 636430.14 945283.78 2132.29
E7 636414.96 945287.45 2136.56
E8 636391.98 945294.25 2139.24
F1 636522.51 945280.46 2107.98
F2 636511.03 945284.71 2111.12
F3 636498.74 945288.01 2114.14
F4 636475.51 945294.06 2120.70
F5 636452.05 945300.52 2127.39
F6 636436.63 945305.29 2132.26
F7 636421.12 945309.40 2136.93
F8 636397.33 945315.00 2139.86
G1 636531.10 945310.14 2108.44
G2 636520.93 94531.5.06 2110.69
G3 636509.09 945319.59 2114.54
G4 636486.58 945327.94 2121.21
G5 636463.45 945 334.34 2128.15
G6 636445.38 945338.77 2133.08
G7 636429.03 945343.13 2137.78
G8 636405.77 945349.32 2141.97
HI 636538.02 945333.28 2109.51
H2 636525.88 945336.26 2111.90
H3 63651.3.87 945339.58 2115.37
H.4 636491.79 945345.83 2122.37
H5 636468.37 945352.96 2129.40
H6 636450.45 945358.59 2134.19
H7 636432.97 945363.36 2139.41
H8 636409.57 945369.44 2144.03
I1 636551.43 945397.61 2113.64
12 636527.47 945402.76 2119.32
13 636505.31 945409.02 2126.39
2 of 3

Table 1. (Continued)
Pin ID Northing['] Easting Elevation [21
14 636482.98 945418.12 2133.10
15 636465.99 945424.12 21.37.88
16 636449.74 945431.12 2144.53
17 636429.37 945438.93 2144.69
Jl 636589.80 945566.49 2110.12
J2 63656&95 945558.83 2117.95
J3 636546.84' 945552.55 2127.18
J4 636524.61 945545.04 2135.30
J5 636511.11 945541.10 2139.67
J6 636494.46 945537.57 2144.46
J7 636458.24 945536.15 2145.42
Notes:
[1] Coordinates are based on North Carolina State plane grid system,North American Datum
of 1983 (NAD83).
[2] .Elevations are provided in ft North.American Vertical Datum of 1988 (NAVD88).
3 of 3

FIGURES

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, , SITE LOCATION MAPa `I —
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Geosynte& DUKE
° Notes: ENERGY® Figure
1.Service Layer Credits:Source:Esri,DigitalGlobe,GeoEye, �''� ConSllltlritS
Earthstar Geographics,CNES/Airbus DS,USDA,USGS,AEX,
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a
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locationsAsheville,North Carolina
2. Monitoring well 4 , , GeosynteO' DUKE
Summary and Boring Logs"letter prepared by Charah,Inc.dated ENERGY.
• December 2009. considtants
3. Slope pins and riprap buttress d by McKim&Creed .

Laverty, Brett
From: Toepfer, John R <[e-mail]>
Sent: Thursday, November 09, 2017 1:17 PM
To: Davidson, Landon
Cc: Czop, Ryan; Moore, Andrew W; Laverty, Brett; Weisker, Brian R; Hill, Tim S.; Pickett, Matt;
Nordgren, Scott R.; Sullivan, Ed M; Kafka, Michael T.; Adair, Brian -geosyntec; Shin, Weston -
geosyntec; Lanter, Steven
Subject: [External] RE: Asheville Airport area 1 CCP Structural Fill - Piezometers
Attachments: Area I Well Permit Asheville Airport November 9, 2017.pdf
CAOTION:-External email.Do not cli6k1inks or open`-attachments unless°verified Send all suspiciou's email as an'attachment to '.
report:'spam@nc gav
Landon—attached is the permit request to install wells (piezometers) at Area I fill Asheville Airport. As this is not Duke
Energy's property,the attached has been signed by an Airport official. Duke Energy requests an expedited approval
since we would like to begin this exploratory work beginning next week. Please let me know of questions. thanks
John R. Toepfer, P.E.
Duke Energy
Lead Engineer
410 S. Wilmington Street/NC15
Raleigh, NC 27601
919-546-7863 phone
919-632-3714 cell
919-546-3669 fax
From: Laverty, Brett [mailto:[e-mail]]
Sent: Friday, November 03, 2017 4:01 PM
To: Toepfer, John R
Cc: Czop, Ryan; Davidson, Landon; Moore, Andrew W; Risgaard, Jon
Subject: Asheville Airport area 1 CCP Structural Fill - Piezometers
*** Exercise caution. This is an EXTERNAL email. ®O NOT open
attachments or click links from unknown senders or unexpected
email. ***
John,
The ARO is recommending that you submit a monitoring well application for the proposed piezometers at the Asheville
Airport.The monitoring well application is attached.You can submit an electronic copy of the application and required
site map directly to Andrew Moore in the ARO.There are no application fees and turnaround is fairly quick dependent
upon Andrew's workload.
Along with the application, can you provide the ARO with a sealed proposal and narrative detailing the installation of the
piezometers?The ARO is aware that installing the piezometers means puncturing the GCL liner. I don't believe the
Division is going to hold up the piezometer installation but we are concerned about what this means for the integrity of
the structural fill long-term. Please give me a call if you would like to discuss further.

Brett Laverty
Brett Laverty
Hydrogeologist—Asheville Regional Office
Water Quality Regional Operations Section
Division of Water Resources
North Carolina Department of Environmental Quality
828 296 4500 office
email: brett.lave rty(u7ncdenr.gov
2090 U.S. Hwy. 70
Swannanoa, N.C. 28778
-� othi g C rnpares-,_,_
Email correspondence to and from this address-is subject to the
North Carolina Public Records.Lave and may be disclosed to third parties.
2

� DUKE D Visfo of� «R� yes
410 S.Wilmington Street.
Rafergh NC 27601
- ENERGY MairmgAddress
Mail Code NO 5
Rov 1 5 2017 Raleigh,Nc27601
-
919 546 7t363:
919-546-=2(fax)
November 9,2017 Water Quality Regional Operations
Asheville Pepli, i Office
North Carolina Depariment of Environmental Quality.
Attn:Mr.Landon Davidson
2090 U.S.70 Highway
SWannanoa,_NC:28778 -
RE:- " Application for Permit to Construct Monitoring Wells(Piezometers)at the Asheville Airport Area 1 .:
Structural Fill,Buncombe County, North Carolina
Dear Mr..Davidson:
Duke Energy Progress,:tLC. (DEP) plans to install seven piezometers at the Asheville Airport within the
Area ':structural fill near locations shown on the'enclosed figure.. As DEP is not the property.owner,
Department of.Environmental Qu ail i.#y (DEQ).form GW-22MR has. beerr.eompleted and signed by an
Airport official.: The need for this form for plezo. meters:Was confirmed by email by Brett Laverty,on
November.3, 2017. As field work is anticipated:to,begin the week;-of Noveriiber`13, we respectfully-
request'a.n expedited approval of this application
Please note that.-oncea:field work commences;the need for:an eight piezometer:may be necessary.: As.
such; DEP requests a' .q' approval from l)EQ for up to eight.piezometers. Also,three of these piezometers are
planned:foHristallation by:hand. These piezometers.are anticipated to be.shallow. Due to1mitations of -
'the hand auger.borings, there may:not be room for cement-bentonite mix grout as required by 15A
NCAC 02C .0108. Therefore, DEQ requests a variance for these three hand-auger piezometers. These
piezometers.may be installed for 12 to 18 months..
if you have any questions or need any clarification regarding the information;provided, feel free.to
contact me:at iohn.toei)[e-mail] orat 919-546-7863 at your-convenience.
Respec II ubmitt-d,
Jo Toepfer, P.E.
Lead Engineer,Duke Energy EHS CCP
Waste:&,Groundwater Programs.
End: Form GW=22MR
Figures 1,Al and A2.=October 2017
cc/enc(via e-mail):' Mr.Ed Sullivan.=Duke.Energy
Ms.;Teresa Williarnt—Duke Ener
gy
Mr.•Scott Nordgren—Duke.Energy
ms
Mr. Matt Pickett Duke Energy
Mr.Brian Adair-Geosyntec

NORTH CAROLINA DEPARTN '.OF ENVIRONMENTAL QUALITY DIVISIG `WATER RESOURCES -
APPLICATION FOR,PERMITTO CONSTRUCTA MONITORING;OR RECOVERY WELL,SYSTEM
PLEASE TYPE OR PRINT CLEARLY
In:accordance with the provisions of Article 7,Chapter 87,,General Statutes'of;North Carolina and regulations pursuant thereto,
application is hereby made for a permit to construct monitoring or recovery wells.
FOR OFFICE USE ONLY
1. Dater Nove'mb&3:2017
3 f 1
PERMIT NO.,, ISSUED DATE 2:. County: .. Buncombe
I
t
`3. What type of well are you applying for?(monitoring or recovery); Piezometer-
4. Applicant: Duke Energy Progress,LLC.1DEPl Telephoner 919-546-7863
Applicant's Mailing Address: ._ •410 S.Wilmington Street/NC15 Ralefoh NO 27601
.. 3
S
Applicant's Email Address(if available):- iohn.toebfer®duke-enerdv.com
f
S. Contact Person(if different than Applicant): John Toeofer. Telephone:. [phone] .
Contact Person's Mailing Address: Same as above.
Contact Person's Email Addresss(if-available): Same as above
6. Property
'Owner(if.different than Applicant): Greater Asheville Regional Airport Authority Telephone;828-654-3253
Property Owner's'Mailing'Address: 61 Terminal Drive,.Suite 1,Fletcher,NC 28732
Propprty'0wnees Email Address(if available); mreismanbfivavl.com
7: Property Physical Address(Including PIN Number) 61 Terminal Drive,Suite 1,Fletcher;NO 28732..
City Fletcher . Courity.Buncombe Zip Code 28732
8.' Reason forWell(s): Assessment
(ex: non-discharge permit requirements,suspected contamination,assessment,groundwater contamination;remediation,efc)
9. Type of facility or site for which the well(s)!s(are)needed; GreaterAsheviile Reaionai A(rbort Authority
{ex; non discharge facllity waste disposal site,landfill,UST,etc:)
10. Are there any current water quality permits or incidents associated with this facility or site? If so,list permit and/or incident no(s).
WOOO0002U
11. Type,of contaminants being monitored or recovered: : N/A
(ex: organlcs,nutrients,heavy metals,etc.)
i2. Are there any existing wells,.assocated with the proposed well(s)7 If yes,how many?. No
Existing Monitoring or Recovery,W611 Construction Permit No(s).: N/A
t
13. Distance from proposed Well(s)to nearest:known waste or pollution source(in feet): N/A
14. Are there any water upply wells located less than-Soo feet from the proposed well(s)? .. `No 1
If.yes,give distapce(s); N/A
15. Well Contractor. Geologic Exaloratlon Certification No... NO#4121-
WeII Contractor Address: 176 Corrimerce Blvd.,Statesville NC•28625 -
:. l
PROPOSED WELL CONSTRUCTION INFORMATION
1. As required by 15A N.CA.C'02C 0105(f)(7),attach a,weil,gonstruction diagram of each well showing the following: i
a, borehole and well diameter e.' Type-of casing material and thickness
b. Estimated well depth f: Grout horizons i
C. Screen intervals g. Wellhead completion details
d. Sand/gravei pack Intervals
Continued on Reverse

PROPOSED WELL CONSTRUCTION INFORMATION(Continued)'
2. Number of wells to be constructed in unconsolidated 5.`. How will the well(s)be secured? The piezometers
material:. 7 Piezometers will be secured via a locking cap
3. Number of wells to be.constructed in bedrock: 0 - 6. Estimated beginning con.struction date: .Nov.2017
4. Total Number of wells to be constructed: 7 Piezometers 7. Estimated construction completion date: Nov:2017_
(add answers from 2 and.3).
ADDITIONAL INFORMATION
1. As required by-15A NCAC 02C:0105(f)(5),attach a scaled map of the site showing the locations of the following:
a. All property boundaries,at least one of.which is referenced to a minimum:(if:two landmarks such'as identified roads,
intersections;streams,or lakes within 500 feet of the proposed well or well system.
b. All existing wells,identified by'type of use,within 500 feet of the proposed well or well.system.
C. The:prdposed well or well system.
d. Any test borings within.500 feet of proposed well or well system..
e. _ All sources of known:of:potential groundwater contamination(such:as septic tank systems;:pesticide,chemical or fuel
storage.areas,animal feedlots as.defined in G.S.143=215.10%5),landfills,or other waste disposal areas);within 500 feet
of the.proposed well or well_system..
SIGNATURES
The Applicant hereby agrees that the proposed wells)will be constructed in accordance with:approved specification.-and conditions of
this Well Constru '" rmit as regul a under the Well Construction Standards(Title 15A of the North Carolina Administrative Code,
-Su C)'an accepts full responsibility for.compliance with these rules_:
)� D Lead Engineer
Signature of p scant or t Title of Applicant or`Agent
. John.Toeofer . . . ''tf signing as Agent,attach authorization agreement stating
Printed name of Applicant:or'Agent that you have the authority to act as the Agent.
If the property is owned by someone other than the applicant,the property owner hereby consents to allow the applicant to construct
wells as outlined-in:this Well Construction.Permit application and that it shall be the responsibility of the applicant to ensure that the
well conform to the Well Construction'Standards(Title 15A of the North Carolina Administrative Code,Subchapter 2C). "
�.. � �.�-�..:�---- y►t:..lu$I. Ji
Signature of Property Owner(if different than Applicant) Printed name of Property Owner(if different than'Applicant)
DIRECTIONS
Please send the completed application to the appropriate Division:of Water Resources'Regional Office:
Asheville Regional.Office Raleigh Regional Office Wilmington Regional Office "
2090-U.S.Highway 70 3800 Barrett Drive 127 Cardinal.DdVe Extension
Swannanoa,NC 28778 Raleigh;NC 27609 Wilmington,NC 28405
Phone: [phone] Phone:-(91917914200 Phone: [phone]
Fax: [phone] Fax: [phone] Fax: [phone]
Fayetteville Regional Office Washington Regional Office Winstom-Salem Regional Office .
225 Green Street,Suite 714 M 'Washington Square Mall 450 W.Hanes Mill Road
Fayetteville,NC 2830.1.-5094 Washington,NC 27889 Suite 300
Phone: (910):433--3300 Phone: [phone] Winston-Salem,NC 27105
Fax: [phone] Faz: [phone] Phone: [phone]
Fax (336)•776-9797
Mooresville Regional Office -----
610 East Center Avenue win eon ale y�x: w �
Mooresville,NC 28115. - alms
Phone: [phone]
Fax: [phone]
\F ett
-ngton
R , GW-221VIR Rev.3-1-2016
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200 FeetProposed Inclinometer „+
Proposed SPT(Note 3) <`+~ 1As taus# rg'lu.* lY 1� 4 3wWiltic + sk
3r�yt it ? '� a" �. PROPOSED FIELD
{ Proposed Hand Auger(Note 3) t,. A rtt x Irg7rxy3 + * ( a1 n r°* r# *` y= .INVESTIGATION LOCATIONS
®Ri ra Buttress Nil,¢ a ;} a
Rip rap
u,'r Yak r s �I," �h e i4il mar + 6lttty,' f 7 �"y;.( i[� Asheville Regional Airport
' Asheville,North Carolina
Notes: f ' " r "I * ' * )I fps .. ;
1.Service Layer Credits:Source:Earl,DlgitalGlobe,GeoEye, d'k i"ft'� iF`*` s W
i EarthslerGeographics,CNES/Airbus DS,USDA,USGS, S. m.,, I�+, (leQs•�/�'.�te(+D i DUKE .Figure
f AaroGRID,IGN;and the GIS User Community. ,„ ,._ #` � .,P a j t y ``. r y,,,� ,a� s a'� 1 x rk.I �r J" 9
2,Proposed investigation locations are shown at ' °,*Y ,y,W ,n } ram," r iN t„a rf' l,�'j �I kfiY ENERGY
y . !„ a ,r: , I , consultants
3 locations and are subject to change due to field conditions.
4 3.SPT and Hand Auger borings will be converted to piezometers
CHARLOTTE,NC OCTOBER 2017

LOCKING
EXPANSION PLUG CAP
CONCRETE PAD MINIMUM 1 FT
GROUND
SURFACE SLOPE TO 4 IN
DRAIN (APPROXIMATE)
v \,
CEMENT/BENTONITE GROUT
30:TO 40 FT
(NOTE 3).
-I
BENTONITE SEAL 1 FT
,Y
1 INCH DIAMETER 1 FT
RISER-SCH 40 PVC (MINIMUM)
GRANULAR
BACKFILL
o -.
0
SLOTTED 1 INCH DIAMETER
v) SCREEN (0.010 INCH SLOT)
w
5 FT
ty-
Q
N
O
a
O.
i
0
a
cr
BOTTOM CAP/SUMP NOMINAL
uj BOREHOLE
W DIAMETER:
4 INCH NOT TO SCALE
Z NOTES: PROPOSED TYPICAL PIEZOMETER
Y 1. UPON COMPLETION OF SPT BORINGS THE PIEZOMETER WILL CONSTRUCTION DETAIL
o BE CONSTRUCTED IN EACH BOREHOLE AS SHOWN HEREIN. FOR SPT BOREHOLES
o
V 2. ACTUAL CONSTRUCTION IS SUBJECT TO CHANGE DUE TO
FIELD CONDITIONS. GeosptecO FIGURE
w
w 3. DEPTH TO THE TOP OF SCREEN WILL DEPEND ON THE consultants
ai LOCATION OF WATER LEVEL. A•1
PROJ NO: NCP201713122 OCTOBER 2017
Y

r
BOLLARD (MARKER POST)
LEAN CONCRETE PAD
(SLOPE TO DRAIN),
8 INCH DIAMETER I
BOLT-LOCKING MANHOLE
LOCKING CAP WITH
EXPANSION PLUG
1 FT _* 1 FT (APPROXIMATE)
(APPROXIMATE) r_ (APPROX)
1 FT BELOW
BENTONITE SEAL GROUND SURFACE
(APPROXIMATE)
1 FT 3 FT
1 INCH DIAMETER ' ': (MINIMUM) (APPROXIMATE)
RISER SCH. 40 PVC
N
O
O-
5 FT X 1 INCH DIAMETER
SCREEN (0.010 INCH SLOT)
5 FT
GRANULAR
N BACKFILL
0
a
0
0
a
w BOTTOM CAP/SUMP
NOMINAL
w BOREHOLE DIAMETER: 3 INCH
fn
a
W
NOTES: NOT TO SCALE
w 1. UPON COMPLETION OF HAND AUGER BORINGS,THE PROPOSED.TYPICAL.PIEZOMETER
Y PIEZOMETER WILL BE CONSTRUCTED IN EACH BOREHOLE AS CONSTRUCTION DETAILS FOR HAND
SHOWN HEREIN. AUGER BOREHOLES
0
cn 2. ACTUAL CONSTRUCTION IS SUBJECT TO CHANGE DUE TO
w FIELD CONDITIONS. GeOSyntec® FIGURE
o consultants
a, A.2
PROD NO: NCP2017/3122 OCTOBER 2017
Y

Laverty, Brett
From: Moore, Andrew W
Sent: Monday, November 13, 2017 1:04 PM
To: Toepfer, John R
Cc: Davidson, Landon; Laverty, Brett
Subject: RE: [External] RE: Asheville Airport area 1 CCP Structural Fill - Piezometers
Attachments: 20171113 WM0100425 PERM.pdf; Statewide Variance .0108.pdf; Well Construction
Variance Request 2C .0100 Rev. 3-6-2017 (4).docx
John,
See attached monitoring well permit for the construction of up to eight piezometers on the Greater Asheville Regional
Airport Authority property.
With regard to the variance for the hand auger piezometers,the piezometers may meet the conditions for a statewide
variance to 2C.0108 issued April 22, 2013,for situations in which shallow groundwater is encountered. Please review
the attached statewide variance to determine whether the piezometers can be constructed in accordance with the
requirements of the variance. If not,you will need to submit a variance application form,which I have also attached.
Feel free to contact me if you have any questions.
Andrew W. Moore, P.G.
Environmental Specialist—Asheville Regional Office
Water Quality Regional Operations Section
NCDEQ— Division of Water Resources
828 296 4684 office
email: [e-mail]
2090 U.S. Hwy. 70
Swannanoa, N.C. 28778
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.
From:Toepfer,John R [mailto:[e-mail]]
Sent:Thursday, November 09, 2017 1:17 PM
To: Davidson, Landon<[e-mail]>
Cc:Czop, Ryan <[e-mail]>; Moore,Andrew W<[e-mail]>; Laverty, Brett
<brett.lave [e-mail]>; Weisker, Brian R<[e-mail]>; Hill,Tim S.<Tim.Hill@duke-
energy.com>; Pickett, Matt<[e-mail]>; Nordgren,Scott R. <[e-mail]>;
Sullivan, Ed M <[e-mail]>; Kafka, Michael T. <[e-mail]>;Adair, Brian -
geosyntec<[e-mail]>; Shin,Weston-geosyntec<[e-mail]>; Lanter,Steven
<Steven.Lanter@ ncdenr.gov>
Subject: [External] RE:Asheville Airport area 1 CCP Structural Fill - Piezometers
mac,
CAUTItN External email po not click links or�open attachments unless verified Send at!suspicrous erna►1 as a attachment to= u
Iret� DO
art
1

Landon—attached is the per request to install wells (piezometers)at Area I fill Asheville Airport: As this is not Duke
Energy's property,the attached has been signed by an Airport official. Duke Energy requests an expedited approval
since we would like to begin this exploratory work beginning next week. Please let me know of questions. thanks
John R. Toepfer, P.E.
Duke Energy
Lead Engineer
410 S. Wilmington Street/NC15
Raleigh, NC 27601
919-546-7863 phone
919-632-3714 cell
919-546-3669 fax
From: Laverty, Brett [mailto:brett.lave[ty(ancdenr.gov]
Sent: Friday, November 03, 2017 4:01 PM
To: Toepfer, John R
Cc: Czop, Ryan; Davidson, Landon; Moore, Andrew W; Risgaard,Jon
Subject: Asheville Airport area 1 CCP Structural Fill - Piezometers
** Exercise caution. This is an EXTERNAL email. DO NOT open
attachments or click links from unknown senders or unexpected
email. * *
John,
The ARO is recommending that you submit a monitoring well application for the proposed piezometers at the Asheville
Airport.The monitoring well application is attached.You can submit an electronic copy of the application and required
site map directly to Andrew Moore in the ARO.There are no application fees and turnaround is fairly quick dependent
upon Andrew's workload.
Along with the application,can you provide the ARO with a sealed proposal and narrative detailing the installation of the
piezometers?The ARO is aware that installing the piezometers means puncturing the GCL liner. I don't believe the
Division is going to hold up the piezometer installation but we are concerned about what this means for the integrity of
the structural fill long-term. Please give me a call if you would like to discuss further.
Brett Laverty
Brett Laverty
Hydrogeologist—Asheville Regional Office
Water Quality Regional Operations Section
Division of Water Resources
North Carolina Department of Environmental Quality
828 296 4500 office
email: brett.lavertVa__ncdenr.gov
2090 U.S. Hwy. 70
Swannanoa, N.C. 28778
2

r �
ROY COOPER
Governor
MICHAEL S.REGAN
a Secretary
Water Resources LINDA CULPEPPER
Environmental Quality Interim Director
November 13,2017
Duke Energy Progress,LLC
Attn: John Toepfer
410 S.Wilmington Street/NC15
Raleigh,NC 27601
Re: Well Construction Permit WM0100425
Asheville Airport Area I Structural Fill
Buncombe County
Dear Mr. Toepfer,
In accordance with your application submitted November 9,2017,we are forwarding well construction
permit WM0100425 dated November 13,2017.The permit is for the construction of eight piezometers on
Greater Asheville Regional Airport Authority property as described in the application and the attached
permit.
The permit will be effective from the date of issuance for a period of one year and is subject to the
conditions and limitations as specified therein.A Well Construction Record shall be completed and
signed by the certified drilling contractor for each well.The forms shall be submitted to the Department
upon completion of the wells and shall reference the applicable permit number.Please review the attached
permit conditions.
If you should have any questions or need additional information, contact Andrew Moore at 828-296-4500.
Sincerely,
G. Landon Davidson,P.G.
Regional Supervisor
Water Quality Regional Operations Section
cc: ARO file
State of North Carolina Environmental Quality I Water Resources
2090 U.S.Hiss may 70;Swannanoa,North Carolina 28778
828-296-4500

NORTH CAROLINA
DEPARTMENT OF ENVIRONMENTAL QUALITY
DIVISION OF WATER RESOURCES
PERMIT FOR THE CONSTRUCTION OF MONITORING WELL
In accordance with the.provisions of Article 7, Chapter 87, North Carolina General Statutes, and other
applicable Laws,Rules and Regulations.
PERMISSION IS HEREBY GRANTED TO
Duke Energy Progress,LLC
FOR THE CONSTRUCTION OF A MONITORING WELL SYSTEM consisting of eight piezometers owned by
Duke Energy Progress,LLC,410 S.Wilmington Street/NC15,Raleigh,NC 27601.The piezometers will be located
on property owned by the Greater Asheville Regional Airport Authority located in Buncombe County(PIN#
964352328400000).This Permit is issued in accordance with the application received on November 91 2017, in
conformity with specifications and supporting data,all of which are filed with the Department of Environmental
Quality and are considered integral parts,of this Permit.
This Permit is for well construction only,and does not waive any provision or requirement of any other applicable
law or regulation. Construction of any well under this Permit shall be in strict compliance with the North Carolina
Well Construction Regulations and Standards (15A NCAC 02C .0100), and other State and Local Laws and
regulations pertaining to well construction.
If any requirements or limitations specified in this Permit are unacceptable, you have a right to an adjudicatory
hearing upon written request within 30 days of receipt of this Permit. The request must be in the form of a written
petition conforming to Chapter 150B of the North Carolina General Statutes and filed with the Office of
Administrative Hearings,6714 Mail Service Center,Raleigh,North Carolina 27699-6714. Unless such a demand is
made,this Permit is final and binding.
This Permit will be effective for one year from the date of its issuance and shall be subject to other specified
conditions,limitations,or exceptions as follows:
1. Issuance of this Permit does not supersede any other agreement,permit, or requirement issued by
another agency.
2. The well(s)shall be located and constructed as shown on the attachments submitted as part of the
Permit application.
3. Each well shall have a Well Contractor Identification Plate in accordance with 15A NCAC 02C
.0108(0)where applicable.
4. The monitoring well shall be maintained in accordance with 15A NCAC 02C.0108.
5. A Well Construction Record (GW-1) for each well shall be submitted to the Division of Water
Resource's Information Processing Unit within 30 days of the well completion in accordance with
15A NCAC 02C.0114.
1
6. When the well is discontinued or abandoned,it shall be abandoned in accordance with 15A NCAC
02C .0113 and a well abandonment record (GW-30) shall be submitted to the Division of Water
Resource's Information Processing Unit and the property owner within 30 days of the well
abandonment in accordance with 15A NCAC 2C.0114.
Permit issued the 13th day of November,2017
FOR THE NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
Landon Davidson,Regional Supervisor
Water Quality Regional Operations Section
By Authority of the Environmental Management Commission
Permit No.#WM0100425

RECEIVED .
NCDENR [;PR 25 2T13
North Carolina Department of Environment and Natural.Re ol�rce
Division of Water Quality �A�hLOW Regional Office
Pat McCrory Charles Wakild,P.E.
Governor Director Secretary
April 22,2013
Subject: State-Wide Well Construction Variance
North Carolina Well Construction Standards
Rule 15A NCAC 02C.0108
Standards of Construction:Well Other Than Water Supply
To Whom it May Concern:
Current rules codified in the North Carolina Administrative Code(NCAC)Title 15A Subchapter 02C
..0108 require that a well, other than a water supply (monitoring well, recovery well, etc.), meet
minimum.construction-standards consisting of one (1) foot of packing,material above the top of the
screen; one (1) foot thick bentonite seal above the,packing material, and three (3.) feet of cement or
concrete type grout from the bentonite seal to the land surface.:Adherence to these rules means that
no well can be constructed such that the top of the.well screen is located any closer than five(5)feet
from the ground surface. 'Please note that 15A NCAC 02C .0108(h)'allows for installation of a less
than one (1) foot bentonite seat above the packing material if the screen depth necessitates a thinner
seal. This well construction is allowed without a variance to the rule where site conditions dictate the
necessity.
There are certain settings where it may be necessary to construct a monitoring or recovery well that
does not meet the minimum construction standards for well screen packing material and annular
space grout. The geographical and physical conditions that call for construction of a well other than
water supply that does not meet the minimum standards can occur.in any'part of the State. These.
conditions can include shallow groundwater conditions associated with geology,the proximity to a
groundwater discharge boundary,or the nature of the constituents being monitored or recovered. .
Therefore,the Aquifer Protection Section(APS) is prepared to grant a statewide variance applicable
to the cot ruction of wells other than water supply.:'The granting of this variance shall in no way
relieve the well contractor, owner, or agent from the other requirements of the North Carolina Well
Construction Standards, or other applicable law,rule or regulation that maybe administered by other
agencies.
The approval of this variance is contingent upon the presence of one or more of the following
conditions within five (5) feet of the ground surface validated on-site by an appropriate North
Carolina licensed professional (Engineer, Geologist, or Soil Scientist). Supportive documentation of
these conditions may be requested by the APS:
AQUIFER PROTECTION SECTION
1636 Mail Service Center,Raleigh,North Carolina 27699-1636 one L, 7 Location:512 N.Salisbury St.,Raleigh,North Carolina 27604 NOt u1C�1fO11 I]1
Phone:91:www.ncwaterguality.org
gFAX:919 807�496 ���������
Internet:www.ncwatemuality.orq
An Equal Opportunity 1 Affirmative Action Employer

r
••' Direct observation of the groundwater table during installation or investigative
activities.
• Site assessment activities that confirm perched or high water table conditions based
on evidence of soil redoximorphic features.
i
• The presence of a contaminant to be monitored or recovered such as a Light Non
i Aqueous Phase Liquid(LNAPL)"or free product.
A well granted this variance must meet the following minimum construction standards with regards
to grout and packing material:
i
' • Packing material placed in'the annular space around the well screen shall extend at
least six(6)inches above the top of the screen.
f
• A six(6) inch thick seal comprised of chip or pellet bentonite shall be placed in the
annular space above and in direct contact with the packing material.
• A one(1)foot seal of concrete or cement grout shall be installed in the annular space
from land surface to the top of the bentonite seal(upper one foot of well horizon).
Provided that the grout is installed and ;used in strict accordance with the manufacturers .
specifications and that no well is installed with a screen depth of less than two (2)feet from the land'
surface regardless of the water table depth, it is my finding that the conditions and limitations
specified above are sufficient for approval of a variance outlined in 15A NCAC 02C .0118. 'This
variance will be effective from the date of its issuance until it is amended or rescinded by the issuing
agency. If you are dissatisfied with this decision, you may commence a contested case by filing a
petition under G.S. 150B-23 within sixty(60)days of the decision.
If you have any questions regarding this variance,please contact your local APS Regional Office or
the APS Central Office at(919)807-6464.
Sincerely,
S.J Zimmerman,P. Chief
Aquifer Protection Section
cc: Regional Aquifer Protection Supervisors
Well Contractors Certification Commission
Local County Health Departments
DHHS—On-Site Water Protection Branch
Page 2 of 2

Laverty, Brett
From: Toepfer,John R <[e-mail]>
Sent: Friday, November 03, 2017 7:03 AM
To: Laverty, Brett
Cc: Davidson, Landon;Wooten, Rick; Michael A. Reisman; Risgaard,Jon; Czop, Ryan; Pickett,
Matt; Nordgren, Scott R.; Hill, Tim S.
Subject: [External] RE:Asheville Airport Area 1 CCP Structural Fill - New Rupture
E?ternal email Dinotcnot lick lmk n attar menus unless veretl Sentf al[suspicious email as an atacfamerit to
repoI t Spate@nC g©u s — g ti y�x sL,—, �: s ..�.�...., .,�.,."
Brett—we have received and will respond via letter: Initially, it appears that the scarp was identified at least as far back
as 2015 and doesn't appear to have changed. thanks
John R. Toepfer, P.E.
Duke Energy
Lead Engineer
410 S. Wilmington Street/NC15
Raleigh, NC 27601
919-546-7863 phone
919-632-3714 cell
919-546-3669 fax
From: Laverty, Brett[mailto:[e-mail]]
Sent: Thursday, November 02, 2017 9:21 AM
To: Toepfer, John R; Czop, Ryan; Pickett, Matt
Cc: Davidson, Landon; Wooten, Rick; Michael A. Reisman; Risgaard,Jon
Subject: Asheville Airport Area 1 CCP Structural Fill - New Rupture
*** Exercise caution. This is an EXTERNAL email. DO NOT open
attachments or click links from unknown senders or unexpected
email. ***
John and Ryan,
I wanted to make you aware that during the course of surface water sampling yesterday I observed a new rupture near
the toe of Area 1.The rupture is located on the west end of the east cell and across the access road immediately above a
flowing groundwater seep that we sampled yesterday(see attached photo).The sampling location has been labeled
SW8-A1.The rupture is near the top of the embankment and is approximately 15 ft. long. Scott Nordgren was made
aware of it. It was also observed that the rip rap in the temporary patch area has begun to pull away from the original
rupture thus exposing the scarp underneath.This may indicate possible slope movement.
Please investigate and document both areas.A 5-day report will be required for the new rupture at SW8-A1.A 5-day
report will also be required if it is determined that movement is occurring in the temporary patch area. Please
acknowledge this email by COB on Friday November 3, 2017.
1

Brett Laverty
Brett Laverty
Hydrogeologist—Asheville Regional Office
Water Quality Regional Operations Section
Division of Water Resources
North Carolina Department of Environmental Quality
828 296 4500 office
email: brett.lavertyPricdenr.aov
2090 U.S. Hwy. 70
Swannanoa, N.C. 28778
- Nothimg Compares tip.
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.
2

Field Notes from 2017/11/01 Site Visit-Area 1 Coal Ash Structural Fill,Asheville Airport
Previous Site Visits: 2017/09/15, 2017/10/09, and 2017/10/20.
The site walk-over covered the embankment slopes of the Area 1 coal ash structural fill, with a concentration in
the vicinity of the slope monitoring survey grid established by Geosyntec Consultants for Duke Energy. The
site visit was my first since the heavy rainfall of 2017_10_23. Referenced photographs and a scanned copy of
my field book notes with photograph numbers are available at: G:\RO\Shared\NCGS\AVL\2017_1 l_l rmw.
Observations
1. Standing water was present on the cap material on the east side of the gated entrance of the Area 1 access
road. This location has had standing water after rainfall events as observed in past site visits. Photographs
4151, 4152.
2. There was visual evidence for movement since 2017/10/20 along a segment of the original ground rupture
where it is covered by the temporary slope repair immediately below slope monitoring pins D3 and E3. In
this area the rip-rap cover of the temporary repair had settled exposing localized areas of a few inches of
near-vertical slopes in cap soil material. This area is upslope of the `bulge' referenced in note 4 below.
Photographs 4163-4165, 4167-4170, pan 4163-65, and pan 4176-69.
3. Small tension cracks were observed in the soil cap at monitoring pin D3 and extended about 30 inches
northeast along contour toward pin E3. Photograph 4172.
4. The `bulge' in the rip rap cover of the temporary repair appeared to be larger than observed in previous site
visits. The `bulge' is in the general area of pins C2, D2 and E2. Photograph 4161. .
5. Localized, small areas of wet soil,ponded water and erosion gullies in cap material indicative of seepage
were observed in the area between pins H3 and I2. Similar features have been observed in this general area
on previous site visits. Photograph 4173.
6. A subtle, arc-shaped depression above an apparent hump was observed in the cap material at a location
about 175 feet southeast of pin J1. No visible evidence of active slope movement(e.g., sliding)was
observed at this feature. The feature may be related to past erosion or shallow sliding (sloughing) of cap
material. Photographs 4157-4159. A small erosion gully is present near the toe of the embankment slope
here.
7. A zone of macropores (burrows), small erosion gullies, and a possible soil crack was observed along the
- contour of the embankment slope in the area of pins B6, C6, D6 and F6. Surface wash of some of the
coarse sand backfill of the macropores was present,presumably as a result of the heavy rainfall on
2017/10/23. Some of these features were marked with Ash Pond O&M flagging. Photographs 4178, 4179,
4181, 4182, 4183, 4188.
8. An unflagged macropore was observed approximately 45 feet west of pin A4. Photograph 4187.
9. Seepage estimated a«0.1 gpm was observed at the location on the access road where it has been observed
in previous site visits. Photograph 4184.
Rick Wooten
2017_11_02

410 S.Wilmington Street
DUKE
Raleigh,,NC 27601 .
ENERGY Mailing Add
Mail Code NC.15.: ;
Raleigh,,NC27 601.: `
919.546-7863 .. .
. 919=546-6302.(fax).
October.27 .2017
..:.Mr. Landon Davidson I )
NC DEQAsheville Regional Office:
2090 U.S.70 Highway
:Swannanoa, NC 28778. ; .
. ... . : ... . .. .
RE: ::Coal Combustion Products Structural Fill Permit.No.WQ0000020::::
:.
5 Day Report.: _ . .
Dear Mr::Davidson:
Duke Energy's contract surveyors were.on site at the Ashevill"Airport on October 18,2017 completing
the firstsurvey of the slope.monitoring pins since.they.were installed in Area.I on October..4, 2017. The
results of the'first survey event were provided to Duke'Energy on October.23,2017. The survey results
.revealed: sm .... .. .
• :"O.nly_two of the 78 slope pins displaced greater.than ft(1 2 in.ches) horizontally.: :.
• None of the 78-slope pins displaced.greater than.0.10 ft(1,21ni ches)-vertically, -
• Of the two slope:pins(65,J1)-that were observed to displace greater than:-1:2 inches;only J1:.
displaced dovilnslope(2088-in NE):'135,.which is located mid-slope=of the western edge of the
. -
temporary stabilization:measure, displaced_in the southeast.direction (1.319-in SE) instead of
the dowrisiope/northwest direction.;
•. The direction.o.f.calculated movements do not follow a.consistent trend.,
Since two of the 78.pins displaced greater.than 0.1 feet; Mr...Brett Laverty of the Department'of
Environmental Quality's Asheville Regional Office was notified of'this issue by telephone on October 23,
2017 to meet the intent'of.your email to Duke Energy dated September 15;:2017(e:g.any;movement).
The next:survey of the pins in:Area I is scheduled for.November 1, 2017.::If;you have any questions or
,need any clarification regarding the information provided;feel free to contact meat
lo:hn.toepfer@duke-ener�y.com or at 9.19-54.6-7863 at you convenience...
Respectfully-submitted,
CM
o Toepfer, P. Division afW er Resources
Lead Engine
er.
Waste&Groundwater Programs'.,
-NOV.
cc: Matt Pickett."-Duke Energy
Scott Nordgren—Duke;Energy : Waternuaiity Regional Oporations
-Ed Sullivan—Duke Energy . : Asheville Regionai.O{fide
Michael A..Reisman—Asheville,Regional Airport

S.Wilmington Street.
DUKE
410
Raleigh,NC 27601
ENERGY®
Mailing Address.. ... .
Mail Code NC
Raleigh,NC 27601. ... .
919-546-7863
919-546-6302(fax) . . .
-'-'-_ September2:7. 2017
Mr." Landon Davidson
NC DEQAsheville Regional Office.. :: .. . .
2090 U.S.70 Highway
Swannanoa, NC)28778:
RE: Coal Combustion Products'Structural Fill Permit No.WQ0000020.:
5 Day Report. .
" Dear Mt.:Davidson: ...
Duke Energy personnel were on-site at the Asheville.Airport on:Friday,September.22, 2017 completing: :
. :
repairs.to stabilize wet areas previously encountered when two additional areas with exposed ash were
discovered. :Each additional area with exposed ash;was approximately one foot by one foot;in size.
:These two additional areas were approximately 90 feet east of the repaired'area.. Since the necessary
equipment and supplies were at the Airport,these two minor areas were also repaired-on September
22, 2017: : ::. .
Mr: Brett Laverty oft Department of_Enuironmental Quality's Asheville Regional Office was notified:of.
this issue by telephone on September 22,2017 to meet Duke Energy's 24 hour.reporting.requirement.
Photographs:of all the repai_rs:_completed on September 22, 2017 were sent via email to Mr :Laverty on
:September 22&25,2017. If you haVe.any questions or need any clarification regarding the information
provided,feel free to contact me at iohn toepfer@duke-enemy corm or at 919-546 7863 at your
convenience.: .
ReA
submitted,.: :.
KP
hn Toepfer, .E.
Lead Engineer.
Environmental, Heath, and Safety
cc: Matt:Pickett—Duke:Ener
gY - _
Scott Nordgren—Duke*Energy F �Qt:i-I E .
b� Resources
Ed Sullivan Du
Energy visionof4 water
. . . . Michael A. Reisman—Asheville Regional.Airport :.. .
SEP 2 9 :. IT:, .
Water.Quality Regional Operations
Q-,y
Asf�eville Rec�iona e_��

From:Toepfer,John R [mailto:[e-mail]]
Sent: Friday,September 22, 2017 3:02 PM
To: Davidson, Landon<[e-mail]>
Cc: Laverty, Brett<[e-mail]>; Risgaard,Jon<[e-mail]>; Campbell,Ted
<[e-mail]>; Czop, Ryan<[e-mail]>;Sullivan, Ed M
<[e-mail]>; Weisker, Brian R<[e-mail]>; Hill,Tim S.
<[e-mail]>; Pickett, Matt<[e-mail]>; Nordgren,Scott R.
<Scott.No rdg re n @ d u ke-e ne rgy.co m>
Subject: RE:Asheville Airport CCR structural fill Area 1 breach WQ0000020
Landon—below information in red text to cover the items DEQ requested to be completed by
September 22,2017. Please let me know of questions on the information provided. thanks
To be completed by September 22"d, end of business:
• Submit a brief report that documents corrective measures taken to-date,documents relevant
details of the breach, and lists any recommendations for corrective measures.We realize this
will be a data-limited report based on initial information only.This report can be submitted via
email to [e-mail].
The area that was originally tarped on the northeast end of Area I fill was about 90 feet long by 23 feet
down the slope. To ensure that there is no more surface erosion, Duke Energy will repair the entire area
that was observed wet on Friday,September 15,2017. This encompasses an area about 130 feet long
by 23 feet up the slope (whole length of the silt fence that was installed on the lower bench). The
improved area will be covered with 4-6" of sand in order to restore grade and compact if necessary(—55
yards of sand). On top of the sand, Duke Energy will install a non-woven fabric,secured with landscape
staples and covered with a layer of Class A rip-rap(or Class B rip rap if readily available). Duke Energy
will coordinate the delivery with Vulcan material and have them deliver directly to the airport and stage
the material at the top of the fill outside the Airport perimeter security fence. The work will require the
temporary removal of the silt fence(2 rows) and hay bales (2 rows)in order to perform this work. The
silt fence and hay bales will be reinstalled at completion of work. All other areas on Airport property
that are impacted by equipment will be seeded and matted and end of work. Duke Energy began these
temporary repairs on September 21,2017 and plans to have them completed by September 22, 2017.
• Began weekly inspections of entire north slope of Area 1 and report findings to Asheville
Regional Office
Duke Energy agreed to weekly inspections and inspections after 0.5"of rain (or greater)within a 24 hour
period.-Duke Energy has completed inspections above and beyond this agreement so far. A summary of
the inspections completed since September 15,2017 have been sent via email to the Asheville Regional
Office.
• Stabilize the breach area and remove any CCR material present on the surface
Any CCR at the surface will be removed.
• Eliminate animal burrows that have been flagged and any others observed during weekly
inspection.
The animal burrows will be filled in accordance with Duke Energy procedures for maintenance of
earthen dams at the Asheville Plant.

Provide as-built engineered plans for Area 1.These can be submitted electronically as an option.
See attached,stamped as-builts provided by Charah, Inc.to Duke Energy via email on September 21,
2017.
Separate from above, Duke Energy had a meeting at the Asheville Airport in the AM of September 22,
2017 with 3 vendors capable to assist Duke Energy on the 30 day and 90 day deliverables spelled out by
DEQ in the September 15,2017 email to Duke Energy. Duke Energy will strive to meet these deadlines
and will contact DEQ if an extension to these deadlines is needed. Duke Energy will continue to perform
weekly inspections of the Area I fill but will re-assess this schedule based upon the outcome of the 30
day deliverable to DEQ.
John R. Toepfer, P.E.
Duke Energy
Lead Engineer
410 S.Wilmington Street/NC15
Raleigh, NC 27601
919-546-7863 phone
919-632-3714 cell
919-546-3669 fax

From: Davidson, Landon [mai Ito:landon.davidson(ftcdenr.gov]
Sent: Friday, September 15, 2017 4:55 PM
To:Toepfer,John R; Czop, Ryan
Cc: Laverty, Brett; Risgaard,Jon; Campbell,Ted
Subject: Asheville Airport CCR structural fill Area 1 breach WQ0000020
John and Ryan-
Thank you for meeting with us today at the subject site to review and discuss the CCR structural fill issue
located at Area 1.As discussed during our onsite meeting,the intent of this email is to capture initial,
short-term requirements we believe necessary to correct the breach of the soil cap in this area.
Additional requirements will be outlined in forthcoming correspondence from the Division. Please let
me know if any of these items listed below do not correlate with your onsite notes or understanding of
the required corrective measures.
To be completed by September 22"d, end of business:
• Submit a brief report that documents corrective measures taken to-date,documents relevant
details of the breach,and lists any recommendations for corrective measures.We realize this
will be a data-limited report based on initial information only.This report can be submitted via
email to [e-mail].
• Began weekly inspections of entire north slope of Area 1 and report findings to Asheville
Regional Office
• Stabilize the breach area and remove any CCR material present on the surface
• Eliminate animal burrows that have been flagged and any others observed during weekly
inspection.
• Provide as-built engineered plans for Area 1.These can be submitted electronically as an option.
To be completed within the next 30 days:
• Accurately map the rupture and wetted area
• Establish a system to monitor for slope movement (e.g.,slope pins)
• Conduct preliminary assessment of slope stability—a geotechnical engineer will need to inspect
the rupture/wetted area and identify any immediate hazards.The geotechnical engineer should
provide recommendations on temporary stabilization measures and the monitoring of slope
movement.
• Submit a report documenting any findings of.the engineering review,changes in the breach
area, additional corrective measure employed,etc.
Action items to be addressed in the next 90 days
• Conduct engineered slope stability study, calculate factor of safety, identify corrective action
measures and determine cause of the slope failure(breach).The investigation should
encompass both east and west structural fill cells within Area 1
• Conduct investigation into source of seepage water discharging from structural fill to include
mapping all seep locations for Area 1.
• Begin monitoring surface water quality at the property line (November sampling)and seep
identified during site visit.Additional sampling locations may be required based on findings of
seep survey.
Reportable conditions

g
Report to Asheville Regional Office under the following circumstances:
1. Any new breach or exposure of coal ash at the surface.
2. Any coal ash the reaches nearby wetlands and/or surface waters
3. Any movement or changes in the existing rupture.
4. Any additional seepage that reaches nearby wetlands and/or surface waters
5. Any other reportable conditions pursuant to the subject permit(Section IV, 12).
Please let me know if you wish to discuss any of these requirements.We realize some of these
requirements may be revised as additional information and data become available. DWR will issue
correspondence in the coming weeks regarding regulatory requirements pursuant to the subject permit.
Regards,
Landon
G. Landon Davidson, P.G.
Regional Supervisor—Asheville Regional Office
Water Quality Regional Operations Section
NCDEQ—Division of Water Resources
828 296 4680 office
828 230 4057 mobile
Landon.David sonancden r.gov
2090 U.S. Hwy. 70
Swannanoa, N.C. 28711
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.

Street
DUKE
itrriin�;on 410 S.W
9h, 601
Ralei NC
ENERGY
Mailing Address
Mail Code NC 15
Raleigh,NC :27
601:
;91-W-7863
. . 919 6302(fax)
September 1.1, 2017 5as i Mr. Landon Davidson. l i.
NC DENR Asheville Regional Office =
2090 U.S:70 Highway
Swannanoa, NC 28778.. .
RE: Coal Combustion Products Structural Fill Permit No.WQ0000020
5 Day Report
Dear lVlr::Davf son: .. .
Duke Energy personnel completed the 3' quarter inspection'ofthe three closed coal ash structural#ills'
at the Asheville.Regional-Airport on September 7„2017..During this inspection; ash was observed at the
surface of the soil cap on the no"rthern slope of the Area I fill. Mr. Brett Laverty of the Department of
Environmental"Quality's Asheville Regional Office was notified of this issue by telephone'at'
approximately 4:30 PM on September 7:to.meet Duke Energy's.24-hour reporting requirement. Mr.:
Laverty subsequently visited the Area I fill on September 8,2017 and concluded that no ash had reached
:
surface.waters.
- Airport personnel;along with.their contractors,.immediatelybegan to remove exposed ash and,.as a
precaution began installation of:two rows of silt fence and hay bales:below the location With exposed
ash. After installation of the silYfence and:hay bales;the location with exposed ash:was covered with:
temporary liner. In addition to these improvements,daily inspections will be performe.d until after
Hurricane Irma passes. Another site visit is scheduled with Mr. LaveeG for September 15,:2017.
Soon after the adverse-weather from the hurricane passes; Duke Energy and Airport personnel will begin
: liwork on_.a. more permanent solution to the erosion:issue at Area I ... .Once that has been.completed;
Duke Energy will notify DEQ.: : If you have any questions or need any clarification: regarding the
information providedJeel free to contact:me at lohn.toe.p:[e-mail] or at 919-546-7863.at.
your convenience.
Respectfully-submitted,
.aohn Toe fer, P.E.
Lead Engineer :: w.
sa
.....
Environmental,.Heath, and Safety
cc: . Matt Pickett 7-'Duke Energy f� i
RE E- EL
Scott:Nordgren—Duke Energy Division of Water Resources
Ed Sullivan—Duke:Energy
Michael A:Reisman—Asheville Regional Airport
.. _ . tia
OUR :.
Water Quality Regional.Operation
s
Asheville Redional:Office

D V�� 410 S.Wilmington Street
Raleigh,NC 27601
ENERGY Maiiirrgaddress
Marl Code NC 15.
Raleigh,NO 27601.
919.546-7863
919-546-6302(fax)
September 11, 2017
Mr. Landon Davidson
NC DENR Asheville Regional Office
2090 U.S.70 Highway
Swannanoa,NC 28178
RE: Coal Combustion Products Structural Fill Permit No.WQ0000020
5 Day Report
Dear Mr::Davidson:
Duke Energy personnel completed the 3rd quarter inspection of the three closed coal ash structural fills
at the.Ashevil.le Regional Airport on September 7,2017. During this inspection,ash was observed at the
surface of the soil cap on the northern slope of the Area I fill. Mr. Brett Laverty of the Department of
Environmental Quality's Asheville Regional Office was notified of this issue by telephone at
approximately 4:30 PM on September 7:to meet Duke Energy's 24 hour reporting requirement. Mr.
Laverty subsequently visited the Area I fill on September 8,2017 and concluded that no ash'had reached
surface waters.
Airport personnel,along with their contractors, immediately began to remove exposed ash and,as a
precaution,began installation of two rows of silt fence and hay bales-below the location with exposed
ash. After installation of the sfltlence and:hay bales,the location with exposed ash was covered With
temporary liner. In addition to these improvements,daily inspections will be performed until after
Hurricane Irma passes. Another site visit is scheduled.with Mr.Laverty for September 15, 2017.
Soon after the adverse weather from the hurricane passes, Duke Energy and Airport personnel will begin
work on a more permanent solution to the erosion issue at Area I fill. Once that has been completed,
Duke Energy:will notify DEQ. If you have any questions or need any clarification regarding the
information provided,feel free to contact me at [e-mail] or at 919-546-7863 at
your convenience.
Respectfully submitted,.
/ohoep er, P.E.
Lead Engineer
Environmental, Heath,and Safety
cc: Matt Pickett—Duke Energy
Scott Nordgren—Duke Energy r,,v;:,,;;;,'u;'�;,;;�, ,.•••:;��S
Ed Sullivan—Duke Energy
Michael A. Reisman--Asheville Regional Airport $EP 1017
weter norii ,�17.ersionaf C?peratinn,

•�~DUKE ` .
410 � mgtonStreet
_ c 2rs
ENERY�
T
M
MaihngAddress
s
n � to h 3�'
ig NC2760 1
,
630{fax)
919-546 7
September 27,°2A17
:
919.54s
t
t :
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� Mr.Landon Nvidson
NC DEQAshevtlle Regional Office o .,
2090 U S-70 Highways
. Swannanoa`NC)28778 ,
u
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s
Aa•, RE. Coal Combustion PraductsStructural Fill I)Or`mit°No .WQ0000020:
5 Day Report
.R
,
Dear"M'r Davidson:
Duke,-,,Energy personnel were on site at the Asheville.Arport on Friday,September"22,2017 completing-
repairs to stabilize wet areas previousfy'encountered when two additional areas with exposed ash were
discovered Each;additional area-_with exposed ash was approximately one.foot l y one foot to size
These two additional areas were approximately90feet east,ofthe repaired area Since.the necessary,,
_ equipment supplles.vrere atthe Airport,these two mmor� eas were.also aired on September
22,-2017
v
Mr Brett Laverty of the.Department of Environmental Quality's Asheville Regional Office.was notified of
this issue by telephone on September 22,201710 meet Duke-Energy`s 24 hour reporting requirement.
Photographs of all3ithe repairs.completed on"September 22,2017 were sent pia email to Mr Laverty on a
September 22&25,�2017 If you have.any questionsor need any cia�ification rega;rdmg.the mforriation
provided,feel freeao contact me at Bohr toeofer@duke-energy camuor at 919=546-7863 at-your
convenience.
w
Respe tfully submitted;-
,
n T0epfer, P E
Environmental,Heath,and Safety
cc: Matt Pickett-Duke Energy .
Scott Nordgren—'Duke Energy'
...- .. w... .. ... ,. __n
Ed Sullivan Duke Energy
Michael,A.Reisman=Asheville 'Regional Airport

Laverty, Brett
From: Pickett,Matt<[e-mail]>
Sent: Sunday,September 10,2017..8:47 AM
To: Laverty,Brett
Cc: John Coon;Michael A.Reisman;Hill,Tim S.;Toepfer,John R;Weisker,Brian R
Subject: Asheville Airport Temp Repairs
Attachments: AVL Al Repair Looking N 9-7-17.JPG;AVL Al Repair Looking SE 9-7-17.JPG
Brett,
Attached are pics of the temporary repair the Airport made on Friday,September 7. As discussed,I will make daily
checks and send you updates on the area once the storm hits.
spoke with the airport about meeting back at the site on 9-15-17 at 10:00 and they agreed.I will send out a meeting
notice as a reminder.
Matt Pickett,P.E.
Lead Engineer-Duke Energy
Asheville and W.S.Lee CCP System Owner
200 CP&L Drive
Arden,NC 28704
AVL—828.650,7128
LEE—864-847-3213
CELL—828.216.139q

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