WQ0000020 Aville Arpt Correspondence 1-'19 - 8-'19

Laverty, Brett
From: Toepfer, John R <[e-mail]>
Sent: Friday,August 30, 2019 12:20 PM
To: Davidson, Landon; Laverty, Brett
Cc: Sullivan, Ed M; Hanchey, Matthew F.; Czop, Ryan; Williams, Teresa Lynne; Woodward, Tina;
Pruett, Jeremy J.; Pickett, Matt; Webb, Kathy-synterracorp; McNash, James-geosyntec;
Michael A. Reisman; John Coon; Nordgren, Scott R.; Moeller, Bryan Thomas; Bednarcik,
Jessica L; Hill, Tim S.
Subject: [External]Asheville Airport Area I - Response to DEQ August 12, 2019 Letter
Attachments: Asheville Airport Area 1 DWR Technical Review Comments August 12 2019.pdf; Asheville
Airport Area I Fill DEP Response-August 2019-Compiled.pdf
F External email.Do not click links or open attachments unlessEROME
youIN erfy.i Send all-suspicious email as an attachment to
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Landon and Brett—attached is Duke Energy's response to the DEQ letter dated August 12,2019 for the Asheville Airport
Area I structural fill. Duke also included in our response the Airport response from August 26,2019. Please let me know
of questions you have.
Also, please confirm that Duke Energy can discontinue 'surface water'sampling at SW9-AI and SW12-Al. Also confirm
that DEQ requests annual 2B/2L sampling at the 'surface water'sampling locations similar to that performed in July
2018. Duke would propose to complete annually in July each year. Thanks
cc line—file accordingly, no hard copies will be sent.
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

S
DUKE 4i0S Wilmington7601 Skeet
Raleigh,NC 27601
ENERGY® MaliingAddress
Mail Code NO 15
Raleigh,NC27601
919-546.7863
August 30,2019
NCDEQ Asheville Regional Office
Attn: Mr.Brett Laverty
2090 U.S.70 Highway
Swannanoa,NC 28778
RE: Duke Energy Progress,LLC.Permit WQ0000020,Asheville Airport Fills
Response to NCDEQ Letter dated August 12,2019
Dear Mr.Laverty:
Enclosed is the Duke Energy Progress LLC. (DEP) response,via our contractor Geosyntec Consultants of
North Carolina, PC, to the North Carolina Department of Environmental Quality (NCDEQ) letter dated
August 12, 2019 regarding the Asheville Airport Area I structural fill. Also enclosed is the Asheville
Airport's letter dated August 26, 2019 which covers the Airport's response for the pipe corridor within
Area I. These two responses fulfill the information requested by NCDEQ within the August 12,2019 letter.
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,
ohn Toepfer,P.E.
Lead Engineer,Duke Energy EHS CCP
Waste&Groundwater Programs
Enclosures
cc: Landon Davidson—NCDEQ ARO
Mr. Matt Hanchey—NC20 Mr. Michael Reisman—Asheville Airport
Mr. Ed Sullivan-EC13K Asheville Regional Airport
Ms.Teresa Williams—Asheville Plant 61 Terminal Drive,Suite 1
Ms. Kathy Webb-SynTerra Fletcher, NC 28732
Mr.James McNash—Geosyntec
Ms.Jessica Bednarcik—STO6K
Enc: Geosyntec Consultants of North Carolina,PC letter dated August 30,2019
Asheville Airport letter dated August 26,2019

Geosyntec
® 1300 South Mint Street,Suite 30 Charlotte,North Carolina 28203
PH 704.227.0840
y 1 engineering license C-3500
consultants geology license C-295
www.geosyntec.com
Geosyntec Consultants of NC,P.C.
30 August 2019
Mr. John R. Toepfer,P.E.
Lead Engineer
Duke Energy Progress,LLC.
410 S. Wilmington St./NC 15
Raleigh,North Carolina 27601
Subject: Response to NCDEQ 90-Day Report Submittal Review Comments and Required
Corrective Actions
Permit No.WQ0000020
Duke Energy Progress,LLC.
Coal Combustion Products (CCP) Structural Fill Projects
Asheville Regional Airport
Buncombe County,North Carolina
Dear Mr. Toepfer:
Geosyntec Consultants of North Carolina, PC (Geosyntec) prepared this letter to Duke Energy
Progress, LLC (Duke Energy) in response to the North Carolina Department of Environmental
Quality (NCDEQ) Division of Water Resources (DWR) Asheville Regional Office (ARO) Site
Assessment Review letter dated 12 August 2019. Duke Energy submitted several technical
evaluations for the Area 1 Structural Fill (Area 1) at Asheville Regional Airport(ARA) located in
Buncombe County, to respond to NCDEQ requirements provided in a 30 April 2018 letter titled
Review of 90-Day Report Submittal and Required Interim Measures. The 12 August 2019 Site
Assessment Review letter provides commentary on the following documents submitted between 21
September 2018 and 30 April 2019 in response to the 30 April 2018 NCDEQ requirements:
• Area 1 Saturated Hydraulic Conductivity Evaluation;
• Area 1 Geosynthetic Clay Liner(GCL)Performance Evaluation;
• Hydrogeologic Conceptual Model Report; and
• Surface Water Assessment Reports.I
NCDEQ requested a response from Duke Energy to the comments contained within the 12 August
2019 Site Assessment Review letter. Geosyntec prepared this letter to provide clarifications in
response to NCDEQ's comments.
1 Surface Water Assessment Reports prepared by SynTerra Corporation Inc,SynTerra.
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30 August 2019
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RESPONSE TO NCDEQ COMMENTS
The paragraphs below provide each NCDEQ comment in italic font followed by the corresponding
response in normal font. Comments were provided by NCDEQ as a bulleted list; as such, the
comments were numbered sequentially herein and a response to each is provided in the following
subsections.
NCDEQ Comments
Comment 1.
The 2008 Hydrogeologic Assessment Summary Report concluded that local groundwater
elevations fluctuate in a narrow range and estimated 7 ft. of separation between the seasonal high-
water table (SHWT) and the base elevation of the Area 1 CCP fill. The initial hdrogeologic
investigation failed to account for the extreme drought conditions affecting Buncombe County
during the period of investigation and consequently underestimated the elevation of the SHWT
relative to the proposed base elevation of the CCP fill. Two piezometers (E.g., PZ-2 & PZ-3D)
that penetrate the GCL-indicate current groundwater surface elevations range between 4- 11 feet
above the base elevation of the CCP fill.
Response:
Duke Energy and Geosyntec were not involved in the permitting phase of Area 1 and cannot
comment on the appropriateness of the estimated SHWT. However,piezometers PZ-2,PZ-3, and
PZ-31) were installed after visually observing the GCL material within a split spoon sample
collected during a standard penetration test(SPT). The approximate elevations for which the GCL
was observed were identified at 2111.9 ft,2102.2 ft,and 2104.3 ft North American Vertical Datum
of 1988 (NAVD88)for PZ-2,PZ-3, and PZ-3D,respectively. Piezometers PZ-2 and PZ-31)were
screened below the identified GCL elevation. Since installation, the maximum water elevation
within PZ-2 was recorded as 2,115.2 ft NAVD88, which is approximately 3.3 ft above the
encountered GCL elevation. Groundwater and interstitial water elevations measured from
piezometers installed within the Area 1 footprint are provided through the 15 August 2019 on
Figure 1. Meanwhile, the maximum water elevation within PZ-31) was measured as 2,114.7 ft
NAVD88 since installation, which is approximately 10.4 ft to 12.5 ft above the GCL. The current
water elevations measured beneath the GCL suggest that the groundwater would rise to elevations
higher than those reported by Silar Services, Inc. within the 2008 Hydrogeologic Assessment
Summary Report', if left unimpeded by the GCL.
z Silar Services,Inc.,2008."Hydrogeologic Assessment Summary Report." Prepared for Charah,24 October 2008.
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30 August 2019
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Comment 2.
Hourly pressure transducer data at nested piezometers PZ2-AI and PZ3-AI indicate increasing
groundwater and interstitial water surface elevations with time. For example, interstitial water
surface elevations at PZ3 Al have increased approximately 2—3 feet since monitoring began in
December 2017. Groundwater surface elevations at PZ3D-A1 have increased approximately 1 —
2 feet since monitoring began in August 2018.
Response:
Pressure transducers installed within PZ-2, PZ-2S, PZ-3, and PZ-3D have shown interstitial or
groundwater elevation increases between 0.5 ft to 2.0 ft (approximately) since installation in
August 2018. As presented within the 2019 Q2 Slope Monitoring Report' and within Figure 2,the
pressure transducers installed with PZ-2, PZ-3, and PZ-3D have shown a downward trend since
February 2019, which is after temporary surface water improvements were installed on the north
top deck area of the east cell in September and October 2018. Meanwhile, PZ-2S has remained
approximately constant since April 2019, when the datalogger was restarted after a period of
inadvertent suspension of datalogging. Geosyntec and Duke Energy will continue to monitor these
instruments in accordance with proposed corrective actions discussed below to assess whether the
observed fluctuations are the result of seasonal variations or the temporary modifications to the
cap system. Mean annual precipitation between 44 to 48 inches per year has been reported for the
area4. Precipitation in 2017 and 2018 was above average with 54.1 and 79.5 inches of rainfall
recorded, respectively at the Asheville Regional Airports. Groundwater levels are expected to
decrease through time should the rainfall totals return to expected normal values.
Comment 3.
Interstitial water surface elevations are increasing at 5 piezometers that terminate above the GCL.
For example, interstitial water surface elevations at PZ4-AI have increased approximately 2—4
'Quarterly Slope Monitoring Report, 2nd Quarter(Q2) 2019, Asheville Regional Airport—Area 1 Structural Fill."
prepared for Duke Energy by Geosyntec,August 2019.
4LeGrand,H.E.,and Nelson,P.F.,2004,"A Master Conceptual Model for Hydrogeologic Site Characterization in the
Piedmont and Mountain Region of North Carolina," A Guidance Manual: Raleigh, North Carolina Department of
Environment and Natural Resources,Division of Water Quality,Groundwater Section Ground Water Report,50 p.
'National Oceanic and Atmospheric Administration, 2019,Asheville Area Detailed Climate Information:Historical
Rainfall Summary Totals. https://www.weather.gov/gsp/avlcli.
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30 August 2019
Page 4
feet since monitoring began in November 2017. Interstitial water surface elevations at PZI-Al
have increased approximately 2—3 feet since monitoring began in November 2017.
Response:
Interstitial water surface elevations have shown a downward trend since February 2019, as
presented within the Q2 2019 Quarterly Slope Monitoring Report. Geosyntec and Duke Energy
will continue to monitor these instruments in accordance with proposed corrective actions
discussed below to assess whether the observed fluctuations are the result of seasonal variations
or the temporary modifications to the cap system. Groundwater levels are expected to decrease
through time should the rainfall totals return to expected normal values (See the response to
Comment 2 for explanation of rainfall excess in 2017 and 2018).
Comment 4.
The placement of CCP fill and a low-conductivity GCL across pre-existing groundwater
pathways and within an active groundwater discharge area has altered the movement of
groundwater locally resulting in groundwater mounding on the east-side of the CCP fill. Over
the last decade, groundwater surface elevations have risen an estimated 10—40 feet on the east
side of the CCP fill. In contrast to these dynamic changes, groundwater surface elevations on the
north side or down gradient of the CCP fill have remained relatively stable during the same
period.
Response:
Geosyntec reviewed available data and could not identify the location where the groundwater
surface on the east side of Area 1 was documented to rise 40 ft. In 2008, groundwater elevations
southwest of the proposed Area 1 fill ranged between 2,111.6 ft mean sea level(MSL)and 2,112.7
ft MSL, as reported within the 2008 Hydrogeologic Assessment Summary Report. Monitoring
well MW-4 was abandoned during Area 1 construction;while MW-4A was installed south of Area
l's west cell to serve as a background monitoring well. Monitoring well MW-9 was installed in
2018 southeast of the Area 1 fill approximately 1,000 ft from the former MW-4 location, and a
groundwater elevation of 2,142.8 ft NAVD88 was measured in November 2019. The difference
in measured groundwater elevations is nearly 30 ft between 2008 and 2019; however, the
groundwater elevation measurements from these two monitoring wells(MW-4 and MW-9)cannot
be compared as they are not adjacent to each other. Comparison of inferred potentiometric
counters within the Area 1 east cell interior near the north slope between the 2008 Hydrogeologic
Assessment Summary Report and the Hydrogeological Conceptual Model Report6 indicate
6 Hydrogeologic Conceptual Model Report—Asheville Regional Airport Area 1 Structural Fill,prepared by Geosyntec
on behalf of Duke Energy,January 2019.
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30 August 2019
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approximately 20-ft rise in groundwater elevations. However, groundwater elevations in both
Reports are measured predominantly east of the limits of CCR.
Comment S.
Groundwater surface elevations at monitoring wells NIW7 AI and MW8 AI are near or possibly
exceeding the GCL termination elevations along the northeast corner of the CCP fill. A localized
mound of interstitial water at piezometer PZ4 AI, which is near the two monitoring wells, may
support assertions that groundwater is overtopping the GCL and entering the northeast corner of
the CCP fill cell.
Response:
Available as-built information for Area 1 is limited to drawings prepared by Vaughn Engineering.
These as-built drawings depict the GCL termination near elevation 2,118 ft MSL adjacent to MW-
7, but do not identify how the GCL was terminated (i.e., within an anchor trench) and relative to
the 2-ft low permeability cap. The measured groundwater elevations at MW-7 have ranged
between 2,117.7 ft and 2,118.7 ft NAVD88 since installation,which appears to be the basis for the
above NCDEQ comment. Figure 3 presents a cross section near MW-7 from the Vaughan
Engineering as-built drawings with the measured water elevations overlain. Water elevations
measured within piezometer PZ-4 have ranged between 2123.8 ft and 2128.4 ft NAVD88 since
installation which is between 5 ft and nearly 10 ft higher than elevations measured within MW-7.
The observed elevation difference suggests that an outward hydraulic gradient from the fill has
been maintained over the measurement period rather than groundwater entering the cell.
Comment 6.
On October 12, 2009, a correspondence from Progress Energy Carolinas, Inc. (Duke)provided
information on several design elements for the Area I CCP fill including the reinforced concrete
pipe (RCP), underlying drainage layer, GCL, soil cap consisting of four to six feet of clay with an
approximate permeability of 1.12 x 10-5 cm/sec, and an impervious surface cap covering 73%of
the crown. The recently completed saturated hydraulic conductivity evaluation determined that
soil cap samples ranged between 6.9 x 10_1 cm/sec and 3.0 x 10-5 cm/sec. Given that the soil cap
appears to be performing as intended may indicate that the CCP fill was not completed as designed
and the missing impervious layer is contributing to the conditions that allow precipitation to
infiltrate the CCP fill.
7 Charah—Asheville Regional Airport Coal Combustion Product Engineered Fill:March 2010 Update—"As-built'
Surface Development as of December 29,2008.,Prepared for Charah,8 March 2010.
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30 August 2019
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Response:
The 12 October 2009 letter to NCDEQ from Progress Energy Carolinas, Inc. identifies that 73
percent of Area 1 will contain pavement or buildings. However, as-built drawings indicate that
the "proposed cover types" include composite areas of impervious cover (73.21 percent) and
permeable cover(26.79 percent) between the east and west cells of Area 1, but does not delineate
any areas that contain pavement or buildings. Design drawings that delineate the layout or
configuration of impervious areas were not submitted to NCDEQ or provided to Duke Energy. As
such, documentation that indicates that the "soil cap system" was designed to contain impervious
cover are not available to Duke Energy.
Comment 7.
A water quality sampling event was conducted at piezometers PZ2S-Al and PZ3 A1, which
terminate above the GCL and represent water in contact with the CCP fill. In comparison to the
background groundwater monitoring well(MW4A-Al), analytical results for the interstitial water
indicate elevated concentrations of antimony, arsenic, barium, boron, calcium, magnesium,
molybdenum, selenium, and strontium. For example, the highest arsenic and boron concentrations
at PZ3-Al were 583 times and 57 times greater than the highest background groundwater
concentration respectively.
Response:
The water quality sampling event from PZ-2S and PZ-3 (installed to measure interstitial water
elevations) collected samples of interstitial water in contact with CCR. Monitoring well MW-4A
was installed to provide background information for groundwater. As such, a technical basis to
compare interstitial water in contact with CCR and background groundwater samples for
constituents of interest(COIs) concentration does not exist.
Comment 8.
A Notice of Violation (NOV-2018-DV-0101) was issued to Duke and the Airport for the discharge
of seepage water containing CCP constituents at an active seep(SW8-Al) located at the toe of the
east cell. In comparison to MW4A-Al, analytical results for SW8-AI indicate elevated
concentrations of arsenic, barium, boron, calcium, iron, magnesium, manganese, molybdenum,
and strontium. For example, the highest arsenic and boron concentrations at SW8-AI were 683
times and 23 times greater than the highest background groundwater concentration respectively.
Response:
NCDEQ's comment is acknowledged. Concentrations from samples at seep SW8-Al appear to
be higher than those measured for COIs in the background monitoring well MW-4A.
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Comment 9.
A one-time surface water quality monitoring event was conducted between July 9— 12, 2018 by
Duke at select surface water sites to determine exceedances of 2B surface water standards using
the criteria for hardness-dependent freshwater metals outlined in 15,4 NCAC 02B .0211 (11). It
has been determined that that arsenic concentration at toe seep SW8-A1 exceeds the chronic
freshwater aquatic life standard(150 ug/l) and the human health standard(10 ug/l)for a Class B
stream.
Response:
NCDEQ's comment is acknowledged.
Comment 10.
Sodium bentonite has a high cation exchange capacity that leaves interlayer sodium ions
susceptible to exchange with divalent and polyvalent cations, which can limit the bound water
fraction and suppress osmotic swell resulting in a GCL with a higher hydraulic conductivity.
During the construction of Area 1, CCP fill with a moisture content ranging from 14%to 39%was
placed on newly installed GCL panels thus exposing the sodium bentonite to divalent and
polyvalent cations during the critical pre-hydration phase. The GCL was further exposed to CCP
leachate during the extended construction period when the cells were open and receiving direct
precipitation. The pool of interstitial water that has since developed within the structural fill
continues to expose the GCL to divalent and polyvalent cations including elevated levels of
calcium and magnesium. It is important to note that a compatibility test with CCP constituents
was never completed per the recommendation of the GCL manufacturer.
Response:
Geosyntee concluded within the Area 1 Geosynthetic Clay Liner (GCL)Performance Evaluations
provided as an attachment to the Hydrogeologic Conceptual Model Report that the hydraulic
conductivity for GCL in contact with CCR leachate typically ranges from 10-9 centimeters per
second(cm/sec)to 10'cm/sec.Geosyntec indicated that based on testing on similar CCR leachates
from other Duke Energy facilities that the ionic strength of the CCR leachate is relatively low and
does not typically classify as high ionic strength. Duke Energy and Geosyntec cannot comment
on the construction aspects of the GCL as the construction of Area 1 was conducted by others;
however,the standard of practice for GCL placement allows subgrade moisture and dew to saturate
the outer layer of bentonite within the GCL during initial hydration stages. The outer bentonite
layer is typically allowed to swell slightly and lessen the influence of cation exchange during
operations.
s Area 1 Geosynthetic Clay Liner(GCL)Performance Evaluation,prepared for Duke Energy,September 2018.
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Comment 11.
The 60-inch RCP was constructed beneath the CCP fill, not as an underdrain for baseflow, but as
a federal/state requirement to maintain the continuity of flow from an upgradient 54-inch
stormwater RCP. The conceptual design proposed creating a drainage layer within the former
stream channel and beneath the RCP and connecting the two layers with 2 ft wide gravel-filled
trenches placed at 100 ft intervals. The existence of the connector trenches cannot be confirmed,
and the available construction photographs show only a thin layer of drainage aggregate
surrounding the RCP. Both drainage layers were backfilled with soil without the use offilter fabric
or other means of protecting against the migration of fines into the drainage voids. Rising
groundwater elevations beneath the CCP fill have inundated the RCP resulting in the development
of a potentially destabilizing seepage face on the north slope of the RCP corridor. Recent review
comments by the Division of Energy, Mineral and Land Resources expressed concern that the
saturated conditions surrounding the RCP could weaken the pipe bedding and potentially allow
the pipe joints to shift and leak.
Response:
Duke Energy and Geosyntec were not involved with the design or construction of components
discussed in Comment 11 and cannot comment to the construction details associated with the 60-
inch RCP and related structures. However, prior engineering assessments submitted to NCDEQ
by Geosyntec do not identify that the upward groundwater pressure beneath the GCL has migrated
into the RCP soil corridor above the GCL and caused the observed seepage in the northern slope
of the east cell and RCP soil corridor. Based on available interstitial water elevation data, these
two seeps appear to be the result of entrapped interstitial water and not upwelling groundwater
from the gravel bedding layer. As such, the RCP performance cannot be directly linked to nor
result"in the development of a potentially destabilizing seepage face on the north slope of the RCP
soil corridor". Wet areas or saturated ground conditions along the 15-in. diameter and 60-in.
diameter RCPs north of the limits of CCR were identified and are likely due to the RCP soil
corridor performance. Note that responsibility for the structural assessments and maintenance of
the 15-in. diameter and 60-in. diameter RCPs was accepted by the ARA Authority who has
conducted routine inspections to assess performance of the RCPs. ARA Authority submitted a
response to NCDEQ related to Comment 11 within a letter dated 26 August 2019.
CORRECTIVE ACTION MEASURES
Within the 12 August 2019 Site Assessment Review letter NCDEQ requires Duke Energy and the
ARA Authority to develop corrective action measures and a long-term monitoring for Area 1. The
following items sequentially identify the corrective actions required within NCDEQ's letter.
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Corrective Actions
The following sections identify the required corrective action in italics; while, the response is
provided is provided in normal font.
Corrective Action 1:
Remedial Strategy— The DWR is requiring the development of a remedial strategy (strategy) to
abate the infiltration of groundwater and/or precipitation into the Area 1 CCP fill and to abate or
control the illegal discharge of seepage water with CCP impacts to surface waters. The strategy
must include a plan to permanently stabilize the CCP fill slope and abate or control the seepage
face on the north slope of the RCP corridor. The plan to stabilize the CCP fill must include a
strategy to manage the mounding of water inside the cell. The strategy must include a plan to
stabilize the RCP and annually evaluate the condition of the RCP. This strategy must be submitted
to DWR as a sealed report with engineered plans for review and comment.
Response:
Duke Energy and Geosyntec are preparing a permanent cover system design to limit infiltration
into the fill, abate the seepage face, and permanently stabilize the fill. A tentative schedule to
submit the design to NCDEQ is provided subsequently within this letter. Annual evaluation of the
RCP stability is the responsibility of the ARA Authority, and is not discussed further herein.
Corrective Action 2:
Piezometric and phreatic surface monitoring— The DWR is requiring the development of a plan
to monitor interstitial water elevations and groundwater elevations beneath and adjacent to the
CCP fill. The plan should include quarterly water level monitoring at all existing and planned
monitoring wells and piezometers. This monitoring plan must be submitted to DWR as a sealed
report for review and comment.
Response:
Duke Energy or their consultants routinely monitor interstitial and groundwater elevations within
and beneath the fill. As such, the approved slope monitoring plan will be revised to include
quarterly interstitial and groundwater elevation monitoring at a minimum. The revised slope
monitoring plan will be submitted to NCDEQ under separate cover.
Corrective Action 3:
Groundwater monitoring— The DYVR is requiring semi-annual monitoring at the following sites:
MW-IA, MW2A, MW4A, MW5, MW6, MW7, MW8, and MW9. Samples should be submitted as
total metals and be analyzed for the list of CCP constituents identified in your permit.
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Response:
Semi-annual groundwater monitoring from the above monitoring wells is currently performed by
Duke Energy and/or their consultants. The semi-annual monitoring of groundwater will continue
until otherwise revised within the permit or directed by NCDEQ.
Corrective Action 4:
Surface water monitoring — The DWR is requiring quarterly surface water monitoring at the
following sites: SW2-AI, SW3 A1, SW4B AI, SWS A1, SW6-AI, and SW8-AI. Samples should
include both total and dissolved samples and be analyzed for CCP constituents. When practical,
sampling should be conducted at base flow conditions to the maximum extent possible and at least
5 days after a rain event of any magnitude.
Response:
Duke Energy and/or their consultants already conduct quarterly surface water monitoring and will
continue to do so as directed by NCDEQ. Duke Energy understands that they may discontinue
quarterly surface water sampling at locations SW9-A1 and SW12-Al.
Corrective Action 5:
Surface water monitoring— The DWR is requiring an annual monitoring event of select surface
water sites using the criteria for hardness-dependent freshwater metals outlined in 15A NCAC
02B .0211 (11). It is important to note that this annual event can replace one of the quarterly
surface water monitoring events listed above. Monitoring sites will include SW2-AI, SW3-AI,
SW4b-AI, SW5-A1, SW6-Al, and SW8-Al. Samples should be analyzed for CCP constituents.
When practical, sampling should be conducted at base flow conditions to the maximum extent
possible and at least 5 days after a rain event of any magnitude.
Response:
Duke Energy understands that NCDEQ requests surface water sampling at the above locations
similar to the surface water sampling event that was completed in July 2018 for 213/2L sampling.
Duke Energy will incorporate the corrective action into forthcoming sampling events upon
NCDEQ confirmation.
Proposed Schedule for 2019 Corrective Actions
The schedule to implement the above corrective actions is described below. For the schedule to
complete Corrective Action No. 1, identified in the first bullet of the August 2019 NCDEQ letter,
is dependent on ARA Authority and NCDEQ input and may be delayed if timely response is not
received. Subsequent implementation of the remedial design prepared to address Corrective
Action No. 1 is dependent on NCDEQ comment, agency review, and site access.
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The proposed timeline to complete each corrective action is as follows:
Corrective Proposed Schedule for
Corrective Action Measure Description
Action No. Completion
• Prepare a remedial strategy/design abate
No. 1 and control seepage and infiltration into 31 March 2020
Part A Area 1 to permanently stabilize the
northern slope.
No. 1 • Plan to stabilize the RCP and to annually
N/A1l1
Part B inspect the RCP.
Develop Plan to monitor the groundwater
No.2 31 September 2019
and interstitial water elevations quarterly.
• Conduct semi-annual monitoring of
No. 3 Next Sampling Event 121
monitoring wells MW-6 through MW-9.
• Perform quarterly surface water
No. 4 Next Sampling Event i21
monitoring at select locations
• Annual surface water sampling event for
No. 5 Quarterly Event in 2019
hardness at select locations
Notes:
[1] Geosyntec understands that the ARA Authority will provide a timeline to complete this requirement
under separate cover.
[2] Duke Energy currently samples these monitoring well and surface water locations during routine
monitoring events for Area 1.
CLOSURE
If you have any questions or require additional information,please do not hesitate to contact Mr.
James D.McNash at 704.227.0855 or at [e-mail].
Sincerely,
J, es D. McNash,P.E.(Nc)
Senior Engineer
V amasc O, , (NC,FL)
Princ' al Engineer
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Daily Precipitation
2100 L 0.0
2-Oct-2017 I-Jan-2018 2-Apr-2018 2-Jul-2018 1-Oct-2018 31-Dec-2018 I-Apr-2019 I-Jul-2019 30-Sep-2019
Measurement Date
Figure 1. Area I Piezometer Water Elevations
Notes:
[1] Daily rainfall measurements (Gauge ID: 1,,'-AVL) downloaded from the State Climate Office of North Carolina CRONOS
Database at NC State.
[2] Piezometers PZ-1 through PZ-6 were installed by Geosyntec,between 15 and 17 November 2017.
[3] Piezometers PZ-2S, PZ-31), and PZ-7 were installed between 6 and 14 August 2018.
[4] PZ-2 and PZ-3D are screened within foundation soils; PZ-7 is screened within the RCP soil corridor; and PZ-1, PZ-2S, and
PZ-3 through PZ-6 are screened within the Area I CCR fill.

2125 �_.._. ______.W......f..y......... ,__.._.......__�u _...�..._._._..__..._... __.._..._..._w_...._.___...._.__._.._...._...-...W�..... ,..,.._..,r._._._......,v_...��.._.,__n_.V.-_.._.....__��._._... _.._� 1.5
j 1 1..25
t 1 111f � j ti
I 1 m PZ-2
{ { Transducer
q ! m PZ-2S
9
Zam (( ,_ Transducer
..®.� .��..�..._�. ,o
•7 O PZ-3
cct ' 8 M Transducer
5 1
$ � $ { 1 O PZ-3D
O 1 i i 0.5 Transducer
f -Hourly
Precipitation
0.25
3
i
i {
2105 8 Aill 0
29-Jul-18 14-Sep-18 1-Nov-18 19-Dec-18 5-Feb-19 25-Mar-19 12-May-19 29-Jun-19 16-Aug-19
Measurement Date
Figure 2. Area 1 Pressure Transducer Measurements
Notes:
[1]Hourly rainfall measurements(Gauge ID:KAVL)downloaded from the State Climate Office of North Carolina CRONOS Database at NC State.
[2]PZ-2 and PZ-3D are screened within foundation soils;while,PZ-2S and PZ-3 are screened within the Area 1 fill.
[3] Sharp reductions in water elevations represent hourly intervals where the pressure transducers were removed from piezometers during well development,
sampling,and other maintenance activities.
[4]PZ-2S did not log data between 22 January 2019 and 3 April 2019. Geosyntec re-started the datalogger for the transducer on 3 April 2019.
[5]PZ-3D transducer data starting August 2019 appears to jump between elevation 2114.5 ft and 2113.5 ft. The desiccant was observed to be saturated on 15
August 2018 and will be replaced during the next event.

r
94J M 4W 2te11. W ICU :C, 0.
50 0rA 490 2011 2W 40p
21W
�954
I I f
I I I
I I I
�1rc0
I
PZ-4 I� 13
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(approx.) I sE'rsnED L4 1Hr Id ci
2140 1 I I ,riy
ZS40
F.iJi [3:a0f rt+F FLL, •OF->)p
MW_7
14 GSE v I Iots
_ ...........I.t:, a_ I WL 1
-39RD WAS asn00
nAT�.tiD tE G1
2116 d '4 — __- rr r$ I d:l- RW MRH II: ELEVAIffe
s rasa
I �AS euir J
END ccp Fur AS
,I� as eu1S
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OW►2-90 �Ospa
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2S'aG Eli C.M 2s =11:1H`: % G!S n10419 v�R C00iYA
FROM
E4r EUMVk LVOW r I I UMHMT OKW
3 110 W ic1YP:�F.�YM, 11 y I I r H'iH15 r a
HAS IS A' PLACM
I ;,_I I
{ I
�G>y
r S MG GG0 55D zM9vC 490 355 330 20U 1:,0 1GG, 50 lob 160 21M M am 4GO 4M 507
Figure 3. Cross Section (STA: 12+00) from Area 1 As-Built Drawings near MW-7

Laverty, Brett
From: Michael A. Reisman <[e-mail]>
Sent: Tuesday, August 27, 2019 9:39 AM
To: Laverty, Brett
Subject: RE: [External]Airport 60 Inch RCP Response
PL,ep
_ �fflam
rnal=email� attachort.s , o:
Its not a work plan, but rather bid documents, including plans and specifications for the repairs. Yes, I had previously
told Landon we would provide those when available. Our submittal to your office will not hold up our public bidding of
the project however.
The overall work I believe is only scheduled to take about 60 days, and a video inspection will be conducted upon
completion of the work, and a written report submitted to us with the post-repair condition. We will provide that report
to your office when we receive it obviously. Thereafter, we will plan to conduct an annual video inspection update
annually, so that it is done once about every 12 months.
MR
From: Laverty, Brett<brett.lave [e-mail]>
Sent:Tuesday,August 27, 2019 8:50 AM
To: Michael A. Reisman<[e-mail]>
Cc: Davidson, Landon<[e-mail]>
Subject: RE: [External]Airport 60 Inch RCP Response
Mike,
Two quick questions after reviewing your response. Can you forward a copy of Kimley-Horn's workplan when it becomes
available next month?When do you anticipate conducting the next video inspection?
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: [e-mail]
2090 U.S. Hwy. 70
Swannanoa, N.C. 28778

i
SCANNED AUG 2 9 2019
hVlleR EsA
-�
I R P O R T Water Quality Regional Operations
Take the easy way out. Asheville Regional Office
August 26, 2019
NCDEQ
Mr. Brett Laverty
1f2090 U.S. Highway 70
,Swannanoa, NC 28778
Dear Mr. Laverty:
The Greater Asheville Regional Airport Authority is in receipt of your letter to Mr. Paul
Draovitch of Duke Energy Progress and Mr. Lew Bleiweis dated August 12th, 2019.
Please accept the following information from the Airport Authority in response to your
request for a remedial strategy specifically concerning the plan to stabilize the 60-inch
RCP and annually evaluate its condition. All other information you have requested will
be provided under a separate response from Duke Energy Progress.
1. As discussed with you last week by phone, to clarify your intent concerning the
terminology "stabilize the RCP", you confirmed to me that the current actions
(noted below) being undertaken by the Authority are acceptable and satisfactory
in response to`your letfer:
2. As previously discussed with and documented to Mr. Landon Davidson, the
Authority objected to-the method used by Duke Energy in its 2018 assessment of
the condition of the RCP. The'method utilized a standard intended for small
diameter water and sewer pipes, not large-scale storm water pipes. Exhaustive
research on the Authority's part ultimately determined that NCDOT itself did not
have a documented standard for assessing the condition of large RCP, but rather
relied upon the experience and qualifications of consultants to determine pipe
condition, and appropriate repair means and methods.
3. The Authority hired the consulting firm of Kimley-Horn, which has significant
experience evaluating the condition of large RCP on behalf of the NCDOT.
Kimley-Horn conducted a review-of the previously provided CCTV inspection
provided by Duke Energy. Furthermore, Kimley-Horn conducted an on-site
inspection•of the-pipe and the manholes, which were not included in Duke's
report
61 Terminal Drive,Suite 1 • Fletcher,NC 28732•828-684-2226•flyavl.com

Mr. Brett Laverty
August 26, 2019
Page 2
4. Kimley-Horn's condition report identified certain deficiencies in the pipe, as well
as in the manholes. Each was categorized by severity, and recommendations
were provided for repair. A copy of this report was provided to your office shortly
after receipt.
5. The Authority subsequently engaged Kimley-Horn for design of the repairs and to
produce bid documents for this project. Additionally, upon completion of the
project, they will re-inspect the pipe and submit a report that documents the
condition of the pipe post-repair as a baseline for future comparison.
As also indicated to you when we spoke, Kimley-Horn's investigation also
concluded that a prior sediment basin within the existing slope of Area 1, which
was filled in as part of the CCB project, and west of where the 60 inch pipe
daylights, may not have been closed properly. This may be contributing to water
logging of the area upstream of this location and impacting the RCP. The plans
for repair of the pipe are intended to address this issue as well to remediate this
situation.
6. The plans and specifications for the repair of the pipe are scheduled to be
complete in early September 2019, followed immediately by a public bid process.
Once bids are received, the Authority intends to award a contract for the work at
its next meeting of the Airport Board.
7. As noted above, a subsequent inspection of the pipe after the repairs are
complete is intended to establish a new baseline condition for future reference.
The Authority intends to undertake an annual inspection of the pipe thereafter
and produce a report that documents its condition, relevant to the new post-
repair baseline condition.
Over the past several months, I have occasionally informed Landon Davidson via email
of the current status of this project, most recently on July 12t", 2019. Please contact
me with any questions, or if you require any additional information.
Sincerely,
/4'. C-
Michael A. Reisman, A.A.E.
Deputy Executive Director

Laverty, Brett
From: Pickett, Matt<[e-mail]>
Sent: Friday,August 16, 2019 10:42 AM
To: Laverty, Brett
Cc: Toepfer, John R; Hill, Tim S.; Nordgren, Scott R.; Bednarcik, Jessica L
Subject: [External]Airport Areal Inspection 8/15/19
e External email. Do not-click links or operas ttach.menu unless you verify.Sendall suspicions email as an attachment to
re .orts,a.i - n au
Brett,
I made it to the airport yesterday (8/15)for my quarterly inspection of all 3 fills and everything looked good,
with no signs of movement or exposed ash.The airport had mowed the slopes and top deck so got a good
inspection of those areas. The toe and RCP corridor had very high vegetation which limited the
inspection. We also took inclinometer,transducer, piezometer measurements and had our quarterly survey
event as well, that will be included in the 3rd quarter report.
Thanks,
Matt Pickett,P.E.
Lead Engineer- Duke Energy
Asheville CCP System Owner
200 CP&L Drive
Arden, NC 28704
AVL—828.650.7128
CELL—828.216.1398
1

I
Laverty, Brett
From: Toepfer, John R <[e-mail]>
Sent: Wednesday, August 14, 2019 3:58 PM
To: Davidson, Landon; Laverty, Brett
Cc: Sullivan, Ed M; Hanchey, Matthew F.; Czop, Ryan; Williams, Teresa Lynne; Woodward, Tina;
Pruett, Jeremy J.; Pickett, Matt; Webb, Kathy-synterracorp; McNash, James-geosyntec;
Michael A. Reisman ([e-mail]); John Coon [e-mail]); Nordgren, Scott
R.; Moeller, Bryan Thomas; Hunsucker, Tim; Holt, Fred; Bednarcik, Jessica L; Stroud, Andrew
T.
Subject: [External]Asheville Airport July 2019 Sampling Event Results
Attachments: Asheville Airport SW July 2019-Compiled.pdf
External REMail. ®o not click links or ope _atfiachments=unless you verify.Send all suspicious email as am attachment to
am
Landon/Brett—two copies of the attached have been sent to the Information Processing Unit per permit WQ0000020
and one hard copy is being sent to Asheville Regional Office. Please let me know of questions on the attached.
cc line—file accordingly, no hard copies are being sent. 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
Asheville Airport SW July 2019-Compiled
. 1

Laverty, Brett
From: Laverty, Brett
Sent: Monday,August 12, 2019 8:45 AM
To: Toepfer, John R; Michael A. Reisman ([e-mail])
Cc: Davidson, Landon ([e-mail]); Wooten, Rick
Subject: Asheville Airport Area 1 Technical Review Response
Attachments: Asheville Airport Area 1 DWR Technical Review Comments August 12 2019.pdf
John and Mike,
Attached is the Division's technical review comments with regards to the latest round of site assessment and monitoring
reports for the Area 1 CCP fill.The Asheville Regional Office is available to meet 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.laverty(a)ncdenr.gov
2090 U.S. Hwy. 70
Swannanoa, N.C. 28778
ho- -�. "j``Nothing Con pa�ts�
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.
1

�V4 Q,
ROY COOPER
Governor a
MICHAEL S.REGAN
Secretary QUAM
LINDA CULPEPPER NORTH CAROLINA
Director Environmental Quality
August 12, 2019
Mr. Paul Draovitch—SVP, Environmental, Health &Safety
Duke Energy Progress, Inc.
526 South Church Street, EC3XP
Charlotte, N.C. 28202
Lew Bleweis,A.A.E., Executive Director
Greater Asheville Regional Airport Authority
61 Terminal Drive, Suite 1
Fletcher, N.C. 28732
Subject: Site Assessment Review
Duke Energy Progress, Inc.
Greater Asheville Regional Airport Authority
Asheville Airport CCP Structural Fill—Area 1
NOV-2017-PC-0616 (Incident#201701440) and
NOV-2018-DV-0101 (Incident#201800515)
Permit No.WQ0000020
Buncombe County
Dear Mr. Draovitch and Mr. Bleweis,
On April 30, 2018,the Division of Water Resources (DWR) provided comments to Duke Energy Progress,
Inc. (Duke) and the Greater Asheville Regional Airport Authority(GARAA) concerning the assessment
(90-day submittal) of the Area 1 coal combustion product (CCP)structural fill (fill)with regards to the
failure/breach of the north slope soil cap and the subsequent exposure of coal ash (CCP) in September
2017. Duke and GARAA were required to conduct additional site assessment activities in support of a
remedial strategy for the Area 1 CCP fill.
The April 2018 DWR response letter expressed concerns that direct precipitation and infiltrating
groundwater is entering the Area 1 CCP fill and pooling/moving downslope along the top of the GCL.
Water in contact with the CCP fill (i.e., interstitial water) is moving through the fill slope and discharging
to an unnamed tributary to the French Broad River(Class B) known locally as Hidden Creek. According to
the December 2017 Geosyntec Engineering Analysis Report,this movement of interstitial water through
the CCP fill slope is also responsible for initiating the shallow sliding(veneer)failure of the soil cap on
the north slope of the east cell. As part of the corrective action response, Duke and GARAA were
responsible, in part,for installing additional piezometers and groundwater monitoring wells,
development of a hydrogeologic conceptual model, interstitial water investigation, soil cap assessment,
geosynthetic clay liner(GCL) evaluation, slope stability assessment and monitoring, and surface water
and groundwater monitoring.
D ��� North Carolina Department of Environmental Quality I Division of Water Resources
Asheville Regional Office 1 2090 U.S.Highway 70 1 Swannanoa,North Carolina 28778
NORTH CAROLI
Mp=.��.fW.�mM.]11..; /`� 828.296.4500

Paul Draovitch
Lew Bleweis
August 12,2019
Page 2 of 5
Between September 21, 2018 and April 30, 2019, DWR received several site assessment and monitoring
reports including the Area 1 Saturated Hydraulic Conductivity Evaluation,Area 1 Geosynthetic Clay Liner
(GCL)Performance Evaluation, Hydrogeologic Conceptual Model Report for the Area 1 Structural Fill, and
surface water assessment reports. DWR has reviewed these reports and is providing the following
comments to highlight issues that may be affecting the short and/or long-term stability of the CCP fill,
impacts and vulnerabilities to surface water resources, and existing conditions that could interfere with
corrective action measures:
• The 2008 Hydrogeologic Assessment Summary Report concluded that local groundwater
elevations fluctuate in a narrow range and estimated 7 ft.of separation between the seasonal
high-water table (SHWT) and the base elevation of the Area 1 CCP fill.The initial hydrogeologic
investigation failed to account for the extreme drought conditions affecting Buncombe County
during the period of investigation and consequently underestimated the elevation of the SHWT
relative to the proposed base elevation of the CCP fill.Two piezometers (E.g., PZ-2 & PZ-3D)that
penetrate the GCL indicate current groundwater surface elevations range between 4-11 feet
above the base elevation of the CCP fill.
• Hourly pressure transducer data at nested piezometers PZ2-A1 and PZ3-A1 indicate increasing
groundwater and interstitial water surface elevations with time. For example, interstitial water
surface elevations at PZ3-A1 have increased approximately 2—3 feet since monitoring began in
December 2017. Groundwater surface elevations at PZ3D-A1 have increased approximately 1-
2 feet since monitoring began in August 2018.
• Interstitial water surface elevations are increasing at 5 piezometers that terminate above the
GCL. For example, interstitial water surface elevations at PZ4-A1 have increased approximately
2—4 feet since monitoring began in November 2017. Interstitial water surface elevations at PZ1-
A1 have increased approximately 2—3 feet since monitoring began in November 2017.
• The placement of CCP fill and a low-conductivity GCL across pre-existing groundwater pathways
and within an active groundwater discharge area has altered the movement of groundwater
locally resulting in groundwater mounding on the east-side of the CCP fill. Over the last decade,
groundwater surface elevations have risen an estimated 10—40 feet on the east side of the CCP
fill. In contrast to these dynamic changes,groundwater surface elevations on the north side or
down gradient of the CCP fill have remained relatively stable during the same period.
• Groundwater surface elevations at monitoring wells MW7-Al and MW8-Al are near or possibly
exceeding the GCL termination elevations along the northeast corner of the CCP fill.A localized
mound of interstitial water at piezometer PZ4-Al, which is near the two monitoring wells, may
support assertions that groundwater is overtopping the GCL and entering the northeast corner
of the CCP fill cell.
• On October 12, 2009, a correspondence from Progress Energy Carolinas, Inc. (Duke) provided
information on several design elements for the Area 1 CCP fill including the reinforced concrete
pipe (RCP), underlying drainage layer, GCL, soil cap consisting of four to six feet of clay with an
approximate permeability of 1.12 X 10'cm/sec, and an impervious surface cap covering 73%of

Paul Draovitch
Lew Bleweis
August 12,2019
Page 3 of 5
the crown.The recently completed saturated hydraulic conductivity evaluation determined that
soil cap samples ranged between 6.9 x 10-7 cm/sec and 3.0 x 10-1cm/sec. Given that the soil cap
appears to be performing as intended may indicate that the CCP fill was not completed as
designed and the missing impervious layer is contributing to the conditions that allow
precipitation to infiltrate the CCP fill.
• A water quality sampling event was conducted at piezometers PZ2S-Al and PZ3-Al, which
terminate above the GCL and represent water in contact with the CCP fill. In comparison to the
background groundwater monitoring well (MW4A-Al), analytical results for the interstitial
water indicate elevated concentrations of antimony, arsenic, barium, boron, calcium,
magnesium, molybdenum, selenium, and strontium. For example,the highest arsenic and boron
concentrations at PZ3-Al were 583 times and 57 times greater than the highest background
groundwater concentration respectively.
• A Notice of Violation (NOV-2018-DV-0101)was issued to Duke and the Airport for the discharge
of seepage water containing CCP constituents at an active seep (SW8-Al) located at the toe of
the east cell. In comparison to MW4A-Al, analytical results for SW8-A1 indicate elevated
concentrations of arsenic, barium, boron, calcium, iron, magnesium, manganese, molybdenum,
and strontium. For example,the highest arsenic and boron concentrations at SW8-A1 were 683
times and 23 times greater than the highest background groundwater concentration
respectively.
• A one-time surface water quality monitoring event was conducted between July 9—12, 2018 by
Duke at select surface water sites to determine exceedances of 2B surface water standards
using the criteria for hardness-dependent freshwater metals outlined in 15A NCAC 02B .0211
(11). It has been determined that that arsenic concentration at toe seep SW8-A1 exceeds the
chronic freshwater aquatic life standard (150 ug/1) and the human health standard (10 ug/1)for
a Class B stream.
• Sodium bentonite has a high cation exchange capacity that leaves interlayer sodium ions
susceptible to exchange with divalent and polyvalent cations, which can limit the bound water
fraction and suppress osmotic swell resulting in a GCL with a higher hydraulic conductivity.
During the construction of Area 1, CCP fill with a moisture content ranging from 14%to 39%was
placed on newly installed GCL panels thus exposing the sodium bentonite to divalent and
polyvalent cations during the critical pre-hydration phase.The GCL was further exposed to CCP
Ieachate during the extended construction period when the cells were open and receiving direct
precipitation.The pool of interstitial water that has since developed within the structural fill
continues to expose the GCL to divalent and polyvalent cations including elevated levels of
calcium and magnesium. It is important to note that a compatibility test with CCP constituents
was never completed per the recommendation of the GCL manufacturer.
• The 60-inch RCP was constructed beneath the CCP fill, not as an underdrain for baseflow, but as
a federal/state requirement to maintain the continuity of flow from an upgradient 54-inch
stormwater RCP.The conceptual design proposed creating a drainage layer within the former
stream channel and beneath the RCP.and connecting the two layers with 2-ft wide gravel-filled
trenches placed at 100-ft intervals.The existence of the connector trenches cannot be

Paul Draovitch
Lew Bleweis
August 12,2019
Page 4 of 5
confirmed, and the available construction photographs show only a thin layer of drainage
aggregate surrounding the RCP. Both drainage layers were backfilled with soil without the use
of filter fabric or other means of protecting against the migration of fines into the drainage
voids. Rising groundwater elevations beneath the CCP fill have inundated the RCP resulting in
the development of a potentially destabilizing seepage face on the north slope of the RCP
corridor. Recent review comments by the Division of Energy, Mineral and Land Resources
expressed concern that the saturated conditions surrounding the RCP could weaken the pipe
bedding and potentially allow the pipe joints to shift and leak.
Corrective Action Response
A permit was issued to Duke Energy Progress, Inc.on September 2, 2015 for the continued operation
and monitoring of thee CCP structural fills located at the Asheville Regional Airport.A performance
standard within the permit states that the CCP fills must be effectively maintained at all times so there is
no discharge to surface waters, nor any contravention of groundwater or surface water standards. In the
event the facilities fail to perform satisfactorily, including the creation of nuisance conditions due to
improper operation and maintenance,the Permittee shall contact the Asheville Regional Supervisor, and
take any immediate corrective action.
Based on the comments above,the following areas are to be addressed by Duke and GARAA through
the development of corrective action measures (i.e., remedial strategy) and long-term monitoring for
the Area 1 CCP fill:
• Remedial Strategy—The DWR is requiring the development of a remedial strategy (strategy)to
abate the infiltration of groundwater and/or precipitation into the Area 1 CCP fill and to abate or
control the illegal discharge of seepage water with CCP impacts to surface waters.The strategy
must include a plan to permanently stabilize the CCP fill slope and abate or control the seepage
face on the north slope of the RCP corridor.The plan to stabilize the CCP fill must include a
strategy to manage the mounding of water inside the cell. The strategy must include a plan to
stabilize the RCP and annually evaluate the condition of the RCP.This strategy must be
submitted to DWR as a sealed report with engineered plans for review and comment.
• Piezometric and phreatic surface monitoring—The DWR is requiring the development of a plan
to monitor interstitial water elevations and groundwater elevations beneath and adjacent to the
CCP fill.The plan should include quarterly water level monitoring at all existing and planned
monitoring wells and piezometers.This monitoring plan must be submitted to DWR as a sealed
report for review and comment.
• Groundwater monitoring—The DWR is requiring semi-annual monitoring at the following sites:
MW-1A, MW2A, MW4A, MW5, MW6, MW7, MW8, and MW9. Samples should be submitted as
total metals and be analyzed for the list of CCP constituents identified in your permit.
• Surface water monitoring—The DWR is requiring quarterly surface water monitoring at the
following sites: SW2-A1,SW3-A1,SW4B-A1,SW5-A1,SW6-A1, and SW8-A1. Samples should
include both total and dissolved samples and be analyzed for CCP constituents.When practical,

Paul Draovitch
Lew Bleweis
August 12,2019
Page 5 of 5
sampling should be conducted at base flow conditions to the maximum extent possible and at
least 5 days after a rain event of any magnitude.
• Surface water monitoring—The DWR is requiring an annual monitoring event of select surface
water sites using the criteria for hardness-dependent freshwater metals outlined in 15A NCAC
02B .0211(11). It is important to note that this annual event can replace one of the quarterly
surface water monitoring events listed above. Monitoring sites will include SW2-A1,SW3-A1,
SW4b-A1,SW5-A1, SW6-A1, and SW8-A1. Samples should be analyzed for CCP constituents.
When practical, sampling should be conducted at base flow conditions to the maximum extent
possible and at least 5 days after a rain event of any magnitude.
The DWR is requiring a response to the comments contained in this review.The analysis by DWR and
other DEQ staff reflected in the comments above find that the Area 1 structural fill continues to
experience conditions that could contribute to structural instability and seepage discharge. The
response should include a work plan and timeline to address the action items listed above.The Asheville
Regional Office is available to discuss the remedial strategy, monitoring, and the review comments
contained in this correspondence.
Should you have any questions regarding these matters, please feel free to contact me or Regional
Supervisor Landon Davidson at(828) 296-4500.
Sincerely,
DocuuSSiigned by:
�4P/{�i J'GWelt;t
8F6E55D512AE438...
Brett Laverty
Water Quality Regional Operations
Asheville Regional Office
ec: Michael Reisman—Asheville Regional Airport Authority
John Toepfer—Duke Energy
DEQ DWR Central Office
WQAsheville Files
WQ Enforcement/Non Discharge(laserfiche)

Laverty, Brett
From: Pickett, Matt<[e-mail]>
Sent: Tuesday, July 23, 2019 3:41 PM
To: Laverty, Brett
Cc: Toepfer, John R; Hill, Tim S.; Nordgren, Scott R.; Bednarcik, Jessica L
Subject: [External]Airport Area 1 Inspection 7/22/19
xternal email. ©o not click links or open attachments unless you verify-Send all suspicious email as an attachment to
re•.arts p am ..nc. ov
Brett,
I made it to the airport yesterday (7/22) for an inspection after the significant rainfall we had last week and
everything looked good, with no signs of movement or exposed ash. I was on vacation out of town all last
week, so yesterday was the first day I had the opportunity to go check out the site.
Thanks,
Matt Pickett, P.E.
Lead Engineer-Duke Energy
Asheville CCP System Owner
200 CP&L Drive
Arden, NC 28704
AVL—828.650.7128
CELL—828.216.1398
1

Laverty, Brett
From: Laverty, Brett
Sent: Monday, July 15, 2019 8:22 AM
To: Davidson, Landon
Subject: RE: [External]Airport 60 Inch Pipe
Landon,
We have asked in the past but never got an answer from the Airport about a commitment for annual video inspections.
As it stands, no one has inspected the RCP since February 2018.This is not just a DIVILR stormwater issue because the
integrity of the RCP also affects the integrity of the CCP fill.
Brett
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.lavertVCaD_ncdenr.gov
2090 U.S. Hwy. 70
Swannanoa, N.C. 28778
'�thing 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: Davidson, Landon
Sent: Friday,July 12,2019 3:41 PM
To: Laverty, Brett<brett.lave [e-mail]>
Subject: FW: [External] Airport 60 Inch Pipe
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.Davidson a ncdenr.gov
2090 U.S. Hwy. 70
Swannanoa, N.C. 28711
1

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North Carolina Public Records Law and may be disclosed to third parties.
From: Michael A. Reisman<[e-mail]>
Sent: Friday,July 12, 2019 3:30 PM
To: Davidson, Landon<[e-mail]>
Subject: [External] Airport 60 Inch Pipe
External email.Do not click limks or openW0A attachments unless you verify.Send ail as an attachment to
re ort.spam ;nc. ov
Landon: ,
I just wanted to take a quick moment to update you on the status of the repair of the 60 inch pipe in Area 1 at the
airport. While nothing moves as quickly as I would like,we have made progress on the matter. Our engineers are
presently working on completing bid documents for repair of the pipe, along with a few minor issues we found in the
manhole structures which were not part of the prior video inspection performed by Duke Energy. We expect to have
those done in early September, and have it out for bid immediately thereafter.
Michael A. Reisman,A.A.E.
Deputy Executive Director,
Development&Operations
Greater Asheville Regional Airport Authority
E-mail: [e-mail]
Office: 828-654-3253
Mobile: [phone]
WARNING: E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law"NCGS.Ch.132"and may be
disclosed to third parties by an authorized state official. All e-mail sent to or from The Greater Asheville Regional Airport Authority(AVL)business e-mail
system is subject to archiving,monitoring and/or review by AVL personnel.This message is intended exclusively for the individual or entity to which it is
addressed. If you are not the named addressee,you are not authorized to read, print, retain copy or disseminate this message or any part of it.If you
have received this message in error,please notify the sender immediately either by phone[phone])or reply to this e-mail and delete all copies of
this message.
2

Laverty, Brett
From: Toepfer, John R <[e-mail]>
Sent: Tuesday, June.11, 2019 8:47 AM
To: Laverty, Brett
Cc: Pruett, Jeremy J.; Hill, Tim S.; Nordgren, Scott R.; Pickett, Matt; Williams, Teresa Lynne;
Woodward, Tina; Walls, Jason A; Kafka, Michael T.; Hanchey, Matthew F.; McIntire, Mark D;
McNash, James-geosyntec; Michael A. Reisman; John Coon; Damasceno, Victor-
Geosyntec; Sheetz, Bryson; Sullivan, Ed M; Czop, Ryan; Bednarcik, Jessica L
Subject: [External] Q1 2019 Slope Monitoring Report-Asheville Airport Area I Structural Fill
Attachments: ARA_Area_1_Slope_Monitoring_Report Q1-2019.pdf
© External email:°Do°` iit cl ck links°or open}attachments unless you.verify.`Send alhsusp cious e' ail.as an attachment to°
re ort s a'm nc oV:E x i
Brett—attached is the 2019 Q1 slope monitoring inspection report prepared by Geosyntec. After your review, please 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

DocuSign Envelope ID:7773E1DO-3BAB-4235-B( =C27A761AOF7
Prepared for
DUKE
ENERGY©
PROGRESS
Duke Energy Progress,LLC
526 South Church Street
Charlotte,North Carolina 28202
QUARTERLY SLOPE MONITORING
REPORT
First Quarter (Q1) 2019
Asheville Regional Airport — Area 1 Structural Fill
Asheville, North Carolina
Prepared by
Geosyntecc>
consultants
Geosyntec Consultants of NC,PC
1300 South Mint Street, Suite 300
Charlotte,North Carolina 28203
License No. C-3500
0�CAR`�f/ Project No. GC6463
��`pQ`•'• Ese•?` '� ;�. June 2019
$•.•�oF
•4 SEAL •:
044112 �aLS �I GNaS�,
y�v•'• p1� r• ,�' James D.McNash,P.E.
ina� Date:- June Registration No 044112
1
/fillIt1

DocuSign Envelope ID:7773E1130-313AB-4235-13C C27A761AOF7
ARA—Area 1 Structural Fill GeosynteO'
Quarterly Monitoring Report—Ql 2019 consultants
LIST OF ACRONYMS AND ABBREVIATIONS
Acronym/Abbreviation Definition
ARA Asheville Regional Airport
bgs Below Ground Surface
CCR Coal Combustion Residuals
CPP Corrugated Plastic Pipe
OF Degrees Fahrenheit
DORS Distribution of Residual Solids
DWR Division of Water Resources
E&SC Erosion and Sediment Control
FS Factor(s) of Safety
ft Foot/Feet
GCL Geosynthetic Clay Liner
HSA Hollow Stem Auger
in. Inch(es)
lb Pound
NCAC North Carolina Administrative Code
NAD83 North American Datum of 1983
NAVD88 North American Vertical Datum of 1988
NCAC North Carolina Administrative Code
NCDEQ North Carolina Department of Environmental Quality
GC6463/ARA Area 1—Slope Monitoring Report_Ql_2019 i June 2019

DocuSign Envelope ID:7773E1DO-3BAB-4235-B( -C27A761AOF7
ARA—Area 1 Structural Fill Geosyntecc'
Quarterly Monitoring Report—Q12019 consultants
Acronym/Abbreviation Definition
NOV Notice of Violation
PVC Polyvinyl Chloride
Q1 First Quarter or Quarter 1
RCP Reinforced Concrete Pipe
SPT Standard Penetration Test
GC6463/ARA Area I—Slope Monitoring Report Ql_2019 ii June 2019

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ARA—Area 1 Structural Fill Geosynteca
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TABLE OF CONTENTS
1. Introduction..........................................................................................................................1
1.1 Project Background.....................................................................................................1
1.2 90-Day Requirements.................................................................................................1
1.3 Corrective Action Measures.......................................................................................2
1.4 Site Background..........................................................................................................3
1.5 Report Organization....................................................................................................4
2. Summary of Slope Monitoring System................................................................................5
2.1 Slope Monitoring System—Phase I............................................................................5
2.2 Slope Monitoring System—Phase II..........................................................................5
2.3 Slope Monitoring System—Phase III.........................................................................6
2.4 Slope Monitoring System Repair................................................................................7
2.5 Measurement Frequency.............................................................................................7
3. Slope Pin Data Summary..............................................:......................................................8
3.1 Slope Pin Measurements.............................................................................................8
3.2 Slope Pin Measurement Observations........................................................................8
4. Water Elevation Summary...................................................................................................9
4.1 Piezometer Measurements..........................................................................................9
4.2 Transducer Measurements........................................................................................10
5. Inclinometer Casing Summary ..........................................................................................11
6. Quarterly Monitoring Observations...................................................................................12
7. References..........................................................................................................................13
LIST OF TABLES
Table 1. Baseline and Most Recent Slope Pin Survey Data
Table 2. Slope Monitoring System Instrumentation and Monitoring Well Installation Details
Table 3. Piezometer Phreatic Surface Level Measurements
GC6463/ARA_Area 1—Slope Monitoring Report_Q1 2019 iii June 2019

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LIST OF FIGURES
Figure 1. Asheville Regional Airport Site Location Map
Figure 2. Slope Monitoring Pin Baseline Survey Locations
Figure 3. Slope Monitoring System Instrument Locations
Figure 4. Slope Pin Movements—East Fill
Figure 5. Slope Pin Movements—West Fill
Figure 6. Computed Slope Pin Transects A and B Displacements (East Cell)
Figure 7. Computed Slope Pin Transects C and D Displacements (East Cell)
Figure 8. Computed Slope Pin Transects E and F Displacements (East Cell)
Figure 9. Computed Slope Pin Transects G and H Displacements (East Cell)
Figure 10. Computed Slope Pin Transects I and J Displacements (East Cell)
Figure 11. Computed Slope Pin Transects K and L Displacements (West Cell)
Figure 12. Computed Slope Pin Transects M and N Displacements (West Cell)
Figure 13. Piezometer Measurement Data
Figure 14. Pressure Transducer Measurements
Figure 15. Slope Inclinometer Profile Change Plots
Figure 16. Slope Inclinometer Tilt Change Plots
LIST OF APPENDICES
I Appendix A Area 1 Slope Pin Survey Measurements (by McKim& Creed)
Appendix B Inclinometer Data Results
GC6463/ARA_Area 1—Slope Monitoring Report Q1_2019 iv June 2019

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ARA—Area I Structural Fill Geosynteca
Quarterly Monitoring Report—Q1 2019 Consuhants
1. INTRODUCTION
1.1 Project Background
Duke Energy Progress, LLC (Duke Energy) identified wet areas and a small slough' in the soil
cap, with an isolated seep at the base of the east cell of the Area 1 structural fill (Area 1) north
slope during inspection activities at Asheville Regional Airport (ARA) on 7 September 2017.
Duke Energy notified the North Carolina Department of Environmental Quality (NCDEQ)
Division of Water Resources (DWR) on 7 September 2017, as required by Condition IV.12 of
Coal Combustion Products Structural Fill Permit (WQ0000020). Regulatory inspections of the
north slope were conducted on 7 September and 15 September 2017. NCDEQ subsequently issued
short-term requirements with submittals at 7-day, 30-day, and 90-day intervals to Duke Energy
via email correspondence on 15 September 2017. The short-term requirements were formalized
within a Notice of Violation (NOV),NOV-2017-PC-0616, dated 17 November 2017.
1.2 90-Day Requirements
The short-term 90-day submittal requirements included the following action items:
• conduct an engineered slope stability study, calculate factor of safety (FS), identify
corrective action measures, and determine the cause of the breach;
• investigate the source and map the locations of seeps in Area 1;
• begin surface water quality monitoring at the property line in November 2017 of a seep
identified during the regulatory inspection;
• map any new and existing features within or near the east and west cells, and any other
feature related to potential slope movement and/or slope failure;
• conduct a groundwater/surface water investigation of the east and west cells;
• perform a risk assessment that addresses the existing and potential failure modes,
probabilities of failures, and consequences of failures.
• provide a plan to be implemented if slope failure is imminent or occurring; and
• provide any documentation related to Area 1 that was evaluated during or after construction
related to slope stability or any of the above-referenced requirements.
'Referred to as a breach by NCDEQ in a 15 September 2017 email to Duke Energy.
GC6463/ARA Area 1_Slope Monitoring Report_Q1_2019 1 June 2019

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ARA—Area 1 Structural Fill Geosyntec"'
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Geosyntec prepared an Engineering Analysis Report [Geosyntec, 2017] to address the 90-day
submittal requirements described above, submitted by Duke Energy to NCDEQ on 29 December
2017.
1.3 Corrective Action Measures
Duke Energy received comments on the 90-day submittal from NCDEQ on 30 April 2018 and the
Engineering Analysis Report which requested additional corrective action measures. Corrective
Action 7 requires additional slope monitoring and reporting activities described as follows:
"Slope stability monitoring—The DWR is requiring continued monthly slope stability monitoring
which includes the following:
a) Slope monitoring pins:monthly frequency in the existing array unless observations and/or
monitoring data indicate changes in the movement locations and/or accelerated rates.
Please report pin locations as surveyed, pin movement greater than 0.2 feet, and qualify
the survey error.
b) Please increase the pin displacement reporting tolerance to 0.2 ft.per the recommendation
in the Engineering Analysis Report.
c) Inclinometer: monthly frequency unless observations and/or monitoring data indicate
changes in the movement locations and/or accelerated rates. Please report tilt change
(incremental displacement),profile change (cumulative displacement), and findings of any
systematic errors in inclinometer data (e.g., those identified from diagnostic plots).
d) Visual slope inspections at monthly intervals unless observations and/or monitoring data
indicate changes in the movement locations and/or accelerated rates.
e) Piezometers:monthly depth to water readings paired with daily rainfall rates from the rain
gauge at the Asheville Airport.
fi Mapping of any new slope movement features, groundwater discharge features (e.g.,
springs, seeps, upwellings), and CCP exposure or discharge areas.
g) A quarterly monitoring report bearing the seal of a North Carolina licensed engineer is
required to be sent to the ARO for review at the end of each quarter."
Duke Energy informed NCDEQ in January 2019 that slope pin and inclinometer survey activities
will be performed on a quarterly basis. Duke Energy also confirmed that Area 1 slope inspections
will continue monthly and manual depth to water levels will be collected during each monthly
inspection. Geosyntec prepared this Quarterly Slope Monitoring Report—First Quarter(Q1)2019
(Report)—to present the collected measurements from the Area 1 slope monitoring system during
GC6463/ARA Area 1_Slope Monitoring Report—Q1-2019 2 June 2019

DocuSign Envelope ID:7773E1DO-313AB-4235-13C C27A761AOF7
ARA—Area 1 Structural Fill GSOSynte&
Quarterly Monitoring Report—Q1 2019 consultan[S
monthly inspections during January 2019 and March 2019 to support the above requirements.
Third and fourth quarter slope monitoring system data [Geosyntec, 2018; 2019a] were submitted
by Duke Energy to NCDEQ DWR in November 2018 and February 2019, respectively. This
Report presents the available slope monitoring instrument measurements from installation through
31 March 2019.
1.4 Site Background
Area 1 is situated near the northeastern ARA property boundary (Figure 1) and was constructed
pursuant to the contract between Charah, Inc. (Charah) and the ARA Authority to expand airport
operations. Area 1 is owned, operated, and maintained by the ARA Authority. The Area 1
footprint formerly consisted of a topographic valley prior to construction and contained a historical
stream channel that flowed northward from the property. The historical stream channel traverses
a residential area situated on the northern property boundary adjacent to Area 1 before discharge
into the French Broad River.
Area 1 was constructed by filling the topographic valley with compacted CCR purchased from
Duke Energy's Asheville Steam Electric Plant by Charah. The historical stream channel was re-
routed upgradient of Area 1 within a 54-inch (in.) diameter reinforced concrete pipe (RCP) and a
concrete junction box was installed to transition from the 54-in. to a 60-in. diameter RCP bedded
with drainage aggregate within the Area 1 footprint. The historical stream channel branch west of
the 60-in. diameter RCP was also filled with drainage aggregate and covered. The 60-in. diameter
RCP flows into a concrete junction box with a 15-in. diameter RCP with headwall which
discharges slightly to the northwest and a 60-in. diameter RCP with headwall that discharges to
the north. Construction photographs indicate that the 15-in.diameter RCP outlet pipe was installed
with a lower invert than the 60-in. diameter RCP. Soil backfill was placed from the RCP spring
line to 2 feet(ft) above the top of pipe.
As-built drawings prepared by Vaughn Engineering [2010] indicate that Area 1 was constructed
with a geosynthetic clay liner(GCL)base liner and a soil cap system. Soil backfill was compacted
on the GCL above and within 50 ft of the 60-in. diameter RCP. The 60-in. diameter RCP divides
Area 1 into western and eastern components (termed"west cell" and "east cell" herein); thus,the
Area 1 north slope is divided into east and west cells as bisected by the approximately 100-ft wide
compacted soil corridor. CCR was used as structural fill within the remainder of Area 1. The soil
cap system was constructed with approximately 6-ft and 2-ft thick soil layers on the top deck and
side slopes, respectively. Access to the base of the structural fill slope is achieved via 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
DWR via renewal to Duke Energy on 2 September 2015 and incorporates the ARA Structural Fill
GC6463/ARA Area 1—Slope Monitoring Report_Ql_2019 3 June 2019

DocuSign Envelope ID:7773E1DO-3BAB-4235-BI _C27A761AOF7
ARA—Area 1 Structural Fill GEOsynteCa
Quarterly Monitoring Report—Q12019 consultants
Projects. As such, Duke Energy previously performed quarterly inspections of the structural fill
slopes and completes semi-annual groundwater monitoring. Duke Energy continues groundwater
monitoring,but increased the slope inspection frequency to monthly per NCDEQ's request.
1.5 Report Organization
This Report was prepared under the responsible charge of Mr. James D. McNash, P.E.(Nc) and
reviewed by Dr. Victor M. Damasceno, Ph.D., P.E.(rlc), both with Geosyntec. Professional
engineer certification of this Report is provided on the cover sheet.
This Report was organized to present the slope monitoring measurements and data interpretations
as follows:
• Section 2 — Summary of Slope Monitoring System: This section describes the slope
monitoring system.
• Section 3—Slope Pin Data Summary: This section presents the Area 1 slope pin data and
interpretation.
• Section 4—Water Elevation Summary:This section describes the groundwater and phreatic
measurements collected from piezometers and pressure transducers within and adjacent to
Area 1.
• Section 5—Inclinometer Casing Summary: This section presents the casing survey data for
the inclinometer installed within the Area 1 east cell and describes the interpretation of
collected measurements.
• Section 6—Quarterly Monitoring Observations:This section presents closing remarks and
observations related to Q 12019 slope monitoring activities.
GC6463/ARA_Area 1_Slope Monitoring Report_Q1_2019 4 June 2019

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2. SUMMARY OF SLOPE MONITORING SYSTEM
The slope monitoring system was installed in three phases (Phase I, Phase 11, and Phase III) as
discussed in the following subsections.
2.1 Slope Monitoring System—Phase I
Geosyntec visited ARA on 4 October 2017 to inspect the Area 1 east and west cells and install the
first phase of the slope monitoring system. Phase I consisted of 78 slope pins installed in ten
transects. The slope pins consisted of 18-in. long steel stakes driven into the slope at regular
intervals to establish a grid and survey transects for routine monitoring(Figure 2).
Geosyntec installed 64 slope pins along eight transects (A through H) adjacent to and through the
temporarily stabilized area. Transects A and H are offset approximately 25-ft from each side of
the temporary riprap stabilization system installed in 2017 at the toe of the east cell. Each transect
consists of eight slope pins. Slope pin rows 1 through 3 were installed at the toe, midpoint, and
top of the temporary riprap stabilization system, respectively. Slope pin rows 4 through 6 were
installed along the face of the slope at approximately 20 to 25-ft centers. Slope pin rows 7 and 8
were installed at the approximate edge of the slope crest and approximately 25 to 30-ft offset from
the edge of the slope crest, respectively. Slope pins in row 6 (A6 through 1­16) were positioned
downslope of an apparent slough formation to assess potential future movements and evaluate
whether the slope distress was due to slope movement or vegetation management activities.
Geosyntec installed 14 additional slope pins to create Transects I and J. Transect I traverses the
east slope along an observed wet area approximately 75-ft east of the slough area and temporary
riprap stabilization system. Transect J is located along the eastern corner of Area 1, estimated to
be the steepest component of the east fill northern slope. Transects I and J contain seven slope
pins each.
The initial Slope Monitoring Plan for the east section of the Area 1 North Slope was included as
part of the 30-day submittal [Geosyntec, 2017] to NCDEQ. Slope pin coordinates (i.e. northing,
easting, and elevation) were surveyed between October 2017 and September 2018 for the Area 1
east cell and the baseline slope pin survey data is provided in Table 1.
2.2 Slope Monitoring System—Phase II
Geosyntec mobilized to Area 1 on 14 November 2017 to install four additional slope pin transects
(K through N) spaced on approximately 25-ft intervals upslope, after the ARA Authority cleared
vegetation from the west cell north slope. Baseline slope pin coordinates (i.e. northing, easting,
and elevation) for these slope pin transects were surveyed on 15 November 2017 by McKim &
Creed.
GC6463/ARA_Area 1_Slope Monitoring Report_Ql_2019 5 June 2019

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Geosyntec also installed six piezometers (PZ-1 through PZ-6) and one slope inclinometer casing
(INC-1) as part of the Phase II Slope Monitoring System(Figure 3)between 15 and 17 November
2017. Piezometers PZ-1 through PZ-4 were installed within 6-in. diameter hollow stem auger
(HSA) boreholes advanced with standard penetration tests (SPTs) at select intervals to collect
physical samples of the soil cap, CCR, and foundation soils. Piezometers PZ-5 and PZ-6 were
installed within hand auger borings located on the east cell north slope. Piezometers PZ-1 and PZ-
3 through PZ-6 were screened within the CCR above the GCL base liner. Piezometer PZ-2 was
screened between 40 ft and 50 ft below ground surface(bgs), approximately 7 ft to 17 ft below the
Area 1 base liner. Each piezometer was constructed in accordance with well installation permit
WM0100425 and the North Carolina Well Construction Regulations and Standards - 15A North
Carolina Administrative Code (NCAC) 02C .0100. Piezometer construction information is
summarized in Table 2 and piezometer construction records are provided in the Engineering
Analysis Report[Geosyntec, 2017].
A slope inclinometer casing (INC-1)was installed adjacent to piezometer PZ-3 to a depth of 42.3
ft bgs. Specifically, the casing was installed approximately 9 ft into foundation soils, at auger
refusal, as indicated in Table 2. The primary grove direction(A-A')was positioned parallel to the
slope and in line with the expected direction of movement. The casing was grouted in place using
cement-bentonite grout. The cement-bentonite grout was mixed to a 1 pound(lb) cement to 6.6 lb
water to 0.4 lb bentonite ratio by weight,as recommended for soft soils by the casing manufacturer.
2.3 Slope Monitoring System—Phase III
The Phase III Slope Monitoring System consists of three additional piezometers (PZ-2S, PZ-3D,
and PZ-7) installed by Geosyntec in August 2018 within the Area 1 limits in response to the
Corrective Actions identified within the NCDEQ letter dated 30 April 2018. Each piezometer
consists of a 1-in. diameter PVC casing screened above the GCL (PZ-2S and PZ-7) or below the
GCL(PZ-3D)to evaluate water elevations within and below the structural fill. These piezometers
were installed in accordance with 15A NCAC 02C .0100. Piezometers PZ-2S and PZ-3D were
installed adjacent to piezometers PZ-2 and PZ-3, respectively, to assess the hydraulic conditions
below and above the GCL at these two locations. In addition. PZ-7 was installed within the RCP
soil corridor to assess phreatic conditions between the east and west area 1 cells. Installation
details for piezometers PZ-2S, PZ-3D, and PZ-7 are provided in Table 2 and within the
Hydrogeologic Conceptual Model Report [Geosyntec, 2019a].
NCDEQ requested the installation of pressure transducers within piezometers PZ-2, PZ-2S PZ-3,
and PZ-3D within the 30 April 2018 letter and subsequent communications. Geosyntec installed
Troll 500 vented pressure transducers with dataloggers on 14 August 2018 which were
programmed to collect measurements hourly. Data downloaded from the pressure transducers is
reported by Duke Energy within routine communications with NCDEQ.
GC6463/ARA Area 1_Slope Monitoring Report Q1_2019 6 June 2019

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2.4 Slope Monitoring System Repair
In August and September 2018, saturated soil conditions were observed approximately 20-ft east
of the temporary stabilization measure near slope pins H1 through H3. Upon NCDEQ DWR's
request, the temporary stabilization measure was extended along the northern Area 1 slope and
reinforced with additional riprap material to support the soil cap and structural fill slope. Several
slope pins were damaged/covered during riprap placement. Geosyntec observed the extension and
uncovered or replaced damaged slope pins during a 1 November 2018 site visit. The
damaged/covered slope pins are identified in Table 1 with an"(R)" suffix.
2.5 Measurement Frequency
Slope pin coordinates were generally collected by a registered professional land surveyor in the
state of North Carolina bi-weekly between 4 October 2017 and 22 January 2018, and monthly
thereafter until January 2019. Quarterly slope pin coordinates began in January 2019. Depth to
water measurements were collected from each piezometer and slope inclinometer surveys were
performed during monthly or during routine inspections of the east and west cells by Duke Energy.
Meanwhile, pressure transducers log data is collected hourly and downloaded at least quarterly
from units installed within piezometers PZ-2D/2S and PZ-3/PZ-3D. Slope monitoring system
measurements and interpretation are presented in Sections 3 through 5 of this Report.
GC6463/ARA—Area 1—Slope Monitoring Report_Q1_2019 7 June 2019

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3. SLOPE PIN DATA SUMMARY
This section presents: (i) the slope pin survey measurements, (ii) computed relative slope pin
displacements, and (iii) computed slope pin displacement in excess of 0.2-ft (i.e., reporting
threshold required by NCDEQ) since the baseline survey.
3.1 Slope Pin Measurements
McKim & Creed conducted the baseline survey event for slope pin Transects A through J and
Transects K through N on 4 October 2017 and 29 November 2017,respectively. Slope pin survey
events were performed approximately every two weeks by McKim & Creed, starting from 4
October 2017 until 22 January 2018 and monthly thereafter. Northing and easting coordinates of
the top of each slope pin were recorded in the North American Datum of 1983 (NAD83) and the
elevations in the North American Vertical Datum of 1988 (NAVD88). The baseline survey for
replaced slope pins was performed on 28 November 2018.
Geosyntec compared the survey coordinates for each slope pin between survey events and the
baseline survey events and computed: (i) the magnitude of lateral displacement, (ii) elevation
displacement, and (iii) the direction/angle of lateral displacement from north (set as 0 degrees).
The survey tolerance reported by McKim & Creed is ± 0.1 ft (1.2 in.) for northing, easting, and
elevation. As requested by NCDEQ, only slope pins with calculated displacement greater than or
equal to 0.2 ft (2.4 in.) compared to the baseline survey(s) are identified. The baseline survey
measurements and Ql (14January 2019) measurements are provided in Table 1. Figures 4 and 5
depict the slope pin locations and slope pin movements in excess of the 0.2-ft reporting limit,based
on the 14 January 2019 survey event for the east and west cells,respectively. Slope pin movements
since the baseline survey events are plotted in Figures 6 through 12 with daily rainfall data
collected by the ARA rain gauge (Gauge ID: KAVL) and provided through the CRONOS system
operated by North Carolina State University. The as-received survey data for each monitoring
event is provided in Appendix A.
3.2 Slope Pin Measurement Observations
The following observations are made based on comparison between the 4 January 2019 slope pin
survey and the base line survey event:
• One slope pin(J2)was calculated with lateral displacement above the reporting limit(i.e.,
0.2 ft/2.4 in.) relative to the baseline survey(s).
• Three slope pins (B8, F8 and G6) were calculated with vertical displacements above the
reporting limit(i.e., 0.2 ft/2.4 in.) in elevation relative to the baseline survey(s).
Calculated movements for slope pins installed along the west cell did not exceed the reporting
limit(i.e., 0.2 ft/2.4 in.).
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4. WATER ELEVATION SUMMARY
The following section describes the depth to water measurements collected from piezometers
screened within the structural fill and foundation soils below the GCL that serves as a base liner
for Area 1. Evaluation of the phreatic conditions was presented within the Hydrogeologic
Conceptual Model Report [Geosyntec, 2019a],provided under a separate cover.
4.1 Piezometer Measurements
Depth to water within piezometers PZ-1 through PZ-6 was measured by Geosyntec and Duke
Energy between 22 November 2017 and 19 March 2019;while depth to water measurements were
collected from piezometers PZ-2S,PZ-3D,and PZ-7 between 22 August 2018 and 19 March 2019.
Depth to water measurements and the computed phreatic surface elevations are summarized in
Table 3 and presented in Figure 13. Troll 500 pressure transducers were installed in PZ-2,PZ-2S;
PZ-3,and PZ-31) on 14 August 2018. Water elevations depicted in Figure 13 and provided within
Table 3 for measurement events after transducer installation are selected from transducer
measurements and typically were not manually collected unless otherwise noted. Daily rainfall
data downloaded from the State Climate Office of North Carolina CRONOS Database at North
Carolina State University for the rainfall gauge (ID: KAVL) at ARA is also presented within
Figure 13.
Depth to water elevations were converted into corresponding water elevations within each
piezometer based on the surveyed top of casing measurement. Water elevations for piezometers
PZ-1 and PZ-3, screened within the CCR, were found to range between 2,113.0 ft and 2,118.0 ft
NAVD88. Piezometer PZ-4, located in the northeast corner of Area 1,was interpreted with water
elevations that ranged between 2,123.8 ft and 2,128.4 ft NAVD88 during the monitoring period.
Water elevations within piezometers PZ-5 and PZ-6, situated mid-slope of the east cell, ranged
between 2,112.8 ft and 2,117.1 ft NAVD88. Meanwhile, piezometer PZ-2S was found with
elevations that ranged between 2,118.0 and 2,118.7 ft NAVD88 since installation.Piezometer PZ-
7, screened within the RCP soil corridor above the GCL, ranged between 2,117.2 ft and 2,118.0 ft
NAVD88.
Piezometers screened within foundation soils below the GCL (e.g., PZ-2 and PZ-3D) were
interpreted with water elevations that ranged between 2,112.3 and 2,115.8 ft NAVD88 during the
measurement period. In both piezometers,the groundwater elevation rises above the approximate
GCL elevations of 2,105.2 ft to 2,107.4 ft and 2,111.9 ft NAVD88 for PZ-3/31) and PZ-2,
respectively. The elevation of the groundwater in the piezometers screened below the GCL was
found to be lower than the water elevation in the piezometers screened above the GCL, which
indicates that the GCL separates the interstitial water from groundwater.
GC6463/ARA Area 1—Slope Monitoring Report_QI-2019 9 June 2019

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4.2 Transducer Measurements
Troll 500 pressure transducer data were downloaded periodically and measured pressures were
evaluated to estimate the phreatic surface elevation within the structural fill or within foundation
soils for each hourly measurement. Estimated phreatic elevations during the measurement period
are presented in Figure 14 and are presented with hourly rainfall measurements downloaded from
the State Climate Office of North Carolina CRONOS Database at NC State for the rainfall gauge
(ID: KAVL). During an April 2019 site visit, Geosyntec identified that the pressure transducer
installed within PZ-2S did not record data hourly since 22 January 2019. Geosyntec restarted the
data logger to record measurements hourly for subsequent monitoring reports.Deviations from the
measurement trend represent isolated periods where the transducer was removed from each
piezometer for maintenance or sampling activities.
GC6463/ARA_Area 1_Slope Monitoring Report_Q1_2019 10 June 2019

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5. INCLINOMETER CASING SUMMARY
Duke Energy performed the baseline slope inclinometer casing survey on 29 November 2017.
Subsequent surveys were generally conducted monthly between 12 December 2017 to 13
December 2018, and quarterly thereafter.
Profile change and tilt change plots which show quarterly data for INC-1 casing surveys are
provided in Figures 15 and 16. Appendix B presents the uninterpreted and interpreted inclinometer
casing data for all survey events. The profile change plots depict the cumulative displacement
within the slope inclinometer profile during the measurement event against the baseline casing
survey. The tilt change plots compare the tilt readings during the measurement event against the
baseline casing survey at each depth. In both cases, changes in the profiles represent movement.
The tilt change plot only depicts movement at a specific interval and does not depict accumulated
movement throughout the profile.
The slope inclinometer casing survey data provided in Appendix B are consistent between the
measurement events and do not identify any systematic errors in inclinometer data. The survey
results indicate that INC-1 did not deflect during the measurement period. As such, evidence of a
global slip surface within the CCR or translational movement along the GCL-CCR interface for
the Area 1 slope adjacent to INC-1 is not apparent.
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6. QUARTERLY MONITORING OBSERVATIONS
Geosyntee reviewed collected data as presented in the previous sections of this Report and
observed the following:
• Additional movements within the wet area and apparent scarp near slope pins H2 and H3
identified within prior Slope Monitoring Reports [Geosyntec, 2018; 2019b] were not
identified,particularly after the temporary stabilization measure was extended to the area.
• Water elevations interpreted from depth to water measurements within Area 1 piezometers
rise marginally after rainfall events, but generally return to a relatively constant elevation.
Slight increases in phreatic elevations were observed in Q 1 2019 but appeared to be
trending downward in response to lower rainfalls after a seasonally wet period.
• Global displacements have not been identified within inclinometer INC-1 installed within
the east cell of Area 1.
• Rapid displacements or sustained increases in phreatic surface elevations were not
observed.
• Surface water seep monitoring and sampling is managed by a third-party consultant and is
not discussed herein.
The slope monitoring system will be monitored during the second quarter of 2019 and additional
data collected will be presented to NCDEQ under separate cover.
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7. REFERENCES
Duke Energy, 2015. "Coal Combustion Products Structural Fill Permit No. WQ0000020: 2015
Annual Inspection Report." 31 December 2015.
Geosyntec, 2017. "Engineering Analysis Report",prepared for Duke Energy, December 2017.
Geosyntec, 2018. "Quarterly Slope Monitoring Report — 3rd Quarter (Q3) 2018", prepared for
Duke Energy, October 2018.
Geosyntec 2019a."Hydrogeologic Conceptual Model Report",prepared for Duke Energy,January
2019.
Geosyntec, 2019b. "Quarterly Slope Monitoring Report — 4th Quarter (Q4) 2018", prepared for
Duke Energy, February 2019.
McKim&Creed,2017."Topographic Survey of Fill Area on Asheville Airport for Duke Energy."
December 2017.
Vaughn Engineering, 2010. "Charah — Asheville Regional Airport Coal Combustion Product
Engineered Fill: March 2010 Update." Prepared for Charah, 8 March 2010.
GC6463/ARA-Area 1-Slope Monitoring Report-Q1_2019 13 June 2019

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TABLES

DocuSign Envelope ID:7773E1DO-3BAB-423'``43C-EC27A761AOF7
Table 1. Baseline and Most Recent Slope Pin Survey Data
Baseline Survey Date Survey Date
4 October 2017 15 November 2017 28 November 2018 14 January 2019 Relative Movement(ft)
Pin Northing Fasting Elevation Northing Fasting Elevation Northing Fasting Elevation Northing Fasting Elevation Northing Fasting Elevation Direction
ID121 (ft NAD83) (ft NAD 83) (ft NAVD88) (ft NAD83) (ft NAD 83) (ft NAVD88) (ft NAD83) (ft NAD 83) (ft NAVD88 (ft NAD83) (ft NAD 83) (ft NAVD88) oy Magn AZ
itude (o)151
AI(R) - - - - - - 636478.951 945163.458 2106.398 636479.036 945163.545 2106.340 -0.048 -0.002 0.048 -0.050 182
A2 636470.291 945167.177 2109.646 - - - - - - 636470.272 945167.247 2109.558 -0.055 -0.007 0.055 -0.078 187
A3 636458.644 945171.283 2112.458 - - - - - - 636458.664 945171.353 2112.435 -0.082 -0.001 0.082 -0.003 181
A4 636434.927 945180.011 2117.490 - - - - - - 636434.979 945180.035 2117.436 0.007 -0.044 0.045 -0.036 279
A5 636413.117 945190.021 2123.249 - - - - - - 636413.135 945190.047 2123.217 -0.070 -0.070 0:099 -0.016 225
A6 636397.566 945199.936 2128.452 - - - - - - 636397.569 945199.982 2128.370 -0.056 -0.00.1 0.056 -0.065 181
A7 636376.284 945211.539 2135.014 - - - - - - 636376.217 945211.585 2134.887 -0.146 -0.030 0.149 -0.115 192
A8 636355.931 945224.657 2138.556 - - - - - - 636355.870 945224.742 2138.346 -0.143 0.016 0.144 -0.200 174
B1(R) 636489.781 945186.317 2106.368 - - - 636486.321 945187.110 2107.212 636486.410 945187.247 2107.158 -0.050 0.065 0.082 -0.040 128
B2 636478.376 945190.288 2109.816 - - - - - - 636478.353 945190.345 2109.782 -0.121 -0.005 0.121 -0.019 182
B3 636465.725 945194.863 2113.344 - - - - - - 636465.857 945194.922 2113.310 0.004 -0.014 0.015 -0.036 286
B4 636443.276 945203.328 2119.209 - - - - - - 636443.251 945203.434 2119.179 -0.127 0.026 0.130 -0.017 168
135 636420.820 945211.405 2125.492 - - - - - 636420.765 945211.530 2125.363 -0.146 0.029 0.149 -0.103 169
B6 636402.301 945216.878 2130.521 - - - - - - 636402.225 945217.001 2130.430 -0.191 OA59 0.200 -0.066 163
B7 636383.344 945222.379 2135.427 - - - - - - 636383.289 945222.428 2135.331 -0.145 -0.029 0.148 -0.070 191
B8 636361.970 945235.113 2138.483 - - - - - - 636361.955 945235.235 2138.234 -0.098 0.021 0.100 -0.223 168
CI(R) 636498.766 945209.941 2106.735 - - - 636505.459 945206.906 2106.952 636505.522 945207.041 2106.891 -0.052 0.017 0.055 -0.051 162
C2(R) 636486.639 945212.946 2110.183 - - 636487.134 945212.718 2110.399 636487.290 945212.846 2110.329 -0.011 0.055 0.056 -0.060 101
C3 636474.019 945216.833 2113.404 - - - - - - 636474.296 945216.811 2113.224 0.137 -0.118 0.181 -0.177 319
C4 636451.458 945223.692 2120.012 - - - - - - 636451.484 945223.715 2119.911 -0.101 -0.071 0.123 -0.092 215
C5 636428.342 945231.254 2126.396 - - - - - - 636428.370 945231.286 2126.309 -0.120 -0.047 0.129 -0.069 1 201
C6 636410.388 945236.607 2131.544 - - - - - - 636410.467 945236.614 2131.358 0.021 -0.078 0.081 -0.162 285
C7 636394.411 945241.291 2136.195 - - - - - - 636394.392 945241.293 2136.092 -0.092 • -0.089 0.128 -0.087 224
C8 636372.500 945251.907 2138.611 - - - - - - 636372.484 945251.962 2138.409 -0.087 -0.029 0.092 -0.169 198
D1(R) 636506.816 945233.510 2106.841 - - - 636513.185 945229.617 2106.896 636513.307 945229.720 2106.857 0.005 -0.001 0.005 -0.049 349
D2(R) 636494.156 945237.299 2110.487 - - - 636495.263 945236.801 2111.077 636495.384 945236.884 2111.025 0.019 -0.019 0.027 -0.056 315
D3(R) 636479.664 945241.210 2114.438 - - - 636480.232 945244.029 2114.509 636480.342 945244.097 2114.457 -0.036 -0.012 0.038 -0.051 198
D4 636460.580 945247.699 2119.883 - - - - - - 636460.535 945247.792 2119.830 -0.1331 -0.010 0.133 -0.029 184
D5 636435.967 945254.813 2126.813 - - - - - - 636435.999 945254.851 2126.608 -0.067 -0.018 0.069 -0.189 195
D6 636418.086 945259.649 2132.832 - - - - - - 636418.036 945259.711 2132.723 -0.136' -0.054 0.146 -0.086 202
D7 636405.953 945263.486 2136.127 - - - - - - 636405.882 945263.544 2136.087 -0.172 -0.061 0.182 -0.018 200
D8 636384.217 945272.170 2139.196 - - - - - - 636384.155 945272.231 2139.148 -0.157 -0.029 0.160 -0.019 190
E1 636515.080 945257.040 2107.780 - - - - - - 636515.040 945257.165 2107.622 -0.183 0.054 0.191 -0.137 164
E2(R) 636503.440 945261.517 2110.616 - - - 636503.875 945261.274 2110.765 636504.002 945261.380 2110.703 -0.016 0.022 0.027 -0.040 126
E3(R) 636487.911 945266.994 2114.948 - - - 636483.218 945271.244 2116.574 636483.372 945271.328 2116.541 0.070 -0.019 0.073 -0.008 345

DocuSign Envelope ID:7773E1DO-3BAB-4235-BCBC-EC27A761AOF7
Table 1. Baseline and Most Recent Slope Pin Survey Data (Continued)
Baseline Survey Date 111121 Survey Date
4 October 2017 15 November 2017 28 November 2018 14 January 2019 Relative Movement(ft)
Pin Northing Fasting Elevation Northing Fasting Elevation Northing Fasting ' , Elevation Northing Fasting Elevation Northing Fasting Ma nitude Elevation Direction
ID121 (ft NAD83) (ft NAD 83) (ft NAVD88) (ft NAD83) (ft NAD 83) (ft NAVD88) (ft NAD83) (ft NAD 83) (ft NAVD88) (ft NAD83 )(ft NAD 83 ft NAVD88) 4y � g AZ (°)[5]
E4 636469.840 945273.842 2120.075 - - - - - - 636469.831 945273.910 2120.019 -0.114 -0.049 0.124 -0.040 203
E5 636445.349 945280.128 2126.682 - - - - - - 636445.377 945280.172 2126.619 -0.096 -0.014 0.097 -0.039 188
E6 636430.138 945283.777 2132.292 - - - - - - 636430.090 945283.862 2132.233 -0.175 -0.052 0.183 -0.045 197
E7 636414.959 945287.451 2136.557 - - - - - - 636414.967 945287.516 2136.515 -0.071 -0.051 0.087 -0.027 216
E8 636391.982 945294.253 2139.244 - - - - - I - 636391.925 945294.318 2139.114 -0.145 0.007 0.145 -0.110 177
R(R) 636522.509 945280.459 2107.975 - - - 636522.376 945282.069 2108.199 636522.525 945282.166 2108.140 -0.005 -0.024 0.025 -0.037 258
F2 636511.032 945284.714 2111.115 - - - - - - 636511.128 945284.775 2111.034 -0.025 0.006 0.026 -0.061 167
F3(R) 636498.740 945288.014 2114.139 - - - 636492.530 945289.646 2115.868 636492.671 945289.727 2115.810 0.031 -0.012 0.033 -0.033 339
F4 636475.506 945294.063 2120.697 - - - - - - 636475.484 945294.119 2120.648 -0.135 -0.031 0.139 -0.019 193
ITS 636452.046 945300.524 2127.393 - - - - - 636452.036 945300.606 2127.324 -0.126 -0.041 0.133 -0.046 198
F6 636436.629 945305.293 2132.264 - - - - - - 636436.575 945305.358 2132.104 -0.145 -0.028 0.148 -0.142 191
F7 636421.117 945309.404 2136.927 - - - - - - 636421.094 945309.471 2136.893 -0.052 -0.022 0.056 -0.016 203
F8 636397.327 945315.000 2139.859 - - - - - - 636397.255 945315.117 2139.628 -0.195 -0.017 0.196 -0.208 185
GI(R) 636531.104 945310.143 2108.443 - - - 636532.807 945310.760 2109.260 636532.923 945310.842 2109.214 -0.018 -0.021 0.028 -0.021 229
G2(R) 636520.932 945315.056 2110.686 - - - 636518.872 945315.859 2112.163 636519.024 945315.906 2112.110 -0.023 0.013 0.026 -0.020 151
G3(R) 636509.086 945319.588 2114.535 - - - 636498.600 945323.704 2117.742 636498.712 945323.811 2117.685 -0.037 -0.011 0.039 -0.029 197
G4 636486.579 945327.939 2121.207 - - - - - - 636486.674 945328.017 2121.164 -0.090 0.013 0.091 -0.018 172
G5 636463.454 945334.341 2128.149 - - - - - 636463.483 945334.469 2128.074 -0.057 0.006 0.057 -0.049 174
G6 636445.377 945338.768 2133.082 - - - - - - 636445.443 945338.795 2132.818 -0.050 -0.097 0.109 -0.247 243
G7 636429.029 945343.133 2137.778 - - - - - - 636429.067 945343.182 2137.716 -0.066 -0.042 0.078 -0.039 212
G8 636405.771 945349.322 2141.968 - - - - - - 636405.734 945349.382 2141.895 -0.159 -0.042 0.164 -0.038 195
H1(R) 636538.020 945333.277 2109.509 - - - 636535.906 945331.587 2110.724 636536.051 945331.651 2110.647 -0.001 0.009 0.009 -0.051 96
H2(R) 636525.882 945336.258 2111.896 - - - 636525.413 945333.750 2112.961 636525.530 945333.788 2112.896 -0.009 -0.027 0.028 -0.040 252
H3(R) 636513.866 945339.576 2115.371 - - - 636505.661 945339.951 2117.947 636505.811 945340.064 2117.897 0.021 0.007 0.022 -0.034 18
H4 636491.788 945345.834 2122.368 - - - - - - 636491.773 945345.965 2122.319 -0.123 0.032 0.127 -0.029 165
H5 636468.368 945352.958 2129.400 - - - - - - 636468.364 945353.063 2129.328 -0.137 0.023 0.139 -0.052 170
H6 636450.448 945358.593 2134.189 - - - - - 636450.460 945358.625 2134.135 -0.125 -0.070 0.143 -0.025 209
H7 636432.965 945363.355 2139.412 - - - - - - 636432.931 945363.455 2139.349 -0.090 -0.067 0.112 -0.048 217
H8 636409.569 945369.441 2144.034 - - - - - - 636409.546 945369.517 2143.928 -0.163 0.020 0.164 -0.063 173
I1 636551.433 945397.611 2113.643 - - - - - - 636551.468 945397.716 2113.585 -0.095 -0.008 0.095 -0.026 185
12 636527.467 945402.756 2119.318 - - - - - - 636527.508 945402.875 2119.188 -0.127 0.013 0.128 -0.103 174
I3 636505.311 945409.023 2126.391 - - - - - - 636505.364 945409.116 2126.352 -0.069 -0.032 0.076 -0.015 205
14 636482.975 945418.124 2133.100 - - - - - - 636482.963 945418.233 2133.061 -0.137 -0.060 0.150 -0.011 204
I5 636465.992 945424.121 2137.878 - - - - - 636466.109 945424.228 2137.827 -0.031 0.001 0.031 -0.018 178
I6(R) 636449.736 945431.123 2144.533 - - - 636441.968 945437.590 2146.264 636442.015 945437.732 2146.166 -0.048 0.000 0.048 -0.055 180

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Table 1. Baseline and Most Recent Slope Pin Survey Data (Continued)
Baseline Survey Date[il[z] Survey Date
4 October 2017 15 November 2017 28 November 2018 14 January 2019 Relative Movement(ft)
Pin Northing Easting Elevation Northing Easting Elevation Northing Easting Elevation Northing Easting Elevation Northing Easting Elevation Direction
ID121 (ft NAD83) (ft NAD 83) (ft NAVD88) (ft NAD83) (ft NAD 83) (ft NAVD88) (ft NAD83) (ft NAD 83) (ft NAVD88) (ft NAD83) (ft NAD 83) (ft NAVD88) Ay Ax Magnitude Oz (0)[51
I7(R) 636429.365 945438.929 2144.685 - - - 636418.142 945451.225 2144.741 636418.240 945451.347 2144.653 -0.005 -0.062 0.062 -0.053 265
11 636589.795 945566.491 2110.121 - - - - - - 636590.036 945566.614 2110.083 0.082 0.163 0.182 0.052 63
J2 636568.951 945558.829 2117.952 - - - - - - 636569.227 945558.969 2117.851 0.238 0.106 0.261 -0.002 24
J3 636546.840 945552.551 2127.177 - - - - - - 636546.967 945552.711 2127.072 0.156 0.051 0.164 -0.031 18
J4 636524.605 945545.038 2135.297 - - - - - - 636524.696 945545.208 2135.250 -0.052 0.027 0.059 -0.004 153
J5 636511.106 945541.104 2139.670 - - - - - - 636511.185 945541.239 2139.608 -0.052 -0.015 0.054 -0.020 196
J6(R) 636494.456 945537.566 2144.459 - - - 636484.746 945539.610 2146.797 636484.884 945539.730 2146.718 -0.018 -0.027 0.032 -0.046 236
J7 636458.238 945536.154 2145.418 - - - - - - 636458.264 945536.261 2145.350 -0.102 -0.021 0.104 -0.031 192
K1 - - - 636355.252 944990.677 2105.756 - - - 636355.248 944990.712 2105.760 -0.030 -0.024 0.038 0.013 219
K2 - - - 636331.850 944991.522 2113.769 - - - 636331.847 944991.546 2113.760 -0.023 -0.024 0.033 0.009 226
K3 - - - 636307.935 944991.991 2121.308 - - - 636307.939 944992.018 2121.294 -0.015 -0.034 0.037 0.000 246
K4 - - - 636284.719 944991.770 2129.980 - - - 636284.701 944991.823 2129.981 -0.014 -0.015 0.021 0.007 227
K5 - - - 636268.876 944992.094 2133.643 - - - 636268.869 944992.086 2133.640 -0.043 -0.047 0.064 1 0.010 228
K6 - - - 636244.438 944988.354 2135.738 - - - 636244.450 944988.366 2135.741 -0.003 -0.013 0.013 0.005 257
K7 - - - 636220.187 944984.130 2139.799 - - - 636220.133 944984.147 2139.750 -0.056 -0.031 0.064 -0.048 209
L1 - - - 636354.648 944959.744 2104.296 - - - 636354.688 944959.743 2104.332 -0.017 -0.012 0.021 0.014 215
L2 - - - 636331.594 944959.850 2113.090 - - - 636331.596 944959.867 2113.095 0.026 -0.025 0.036 0.030 316
L3 - - - 636308.016 944960.718 2120.726 - - - 636308.021 944960.709 2120.713 -0.031 0.009 0.032 0.019 164
L4 - - - 636284.789 944961.672 2129.735 - - - 636284.813 944961.677 2129.735 -0.032 -0.020 0.038 0.005 212
L5 - - - 636268.886 944962.238 2134.049 - - - 636268.882 944962.242 2134.042 -0.058 -0.010 0.059 0.008 190
L6 - - - 636244.305 944960.449 2136.222 - - - 636244.334 944960.439 2136.196 -0.045 -0.040 0.060 -0.021 222
L7 - - - 636219.873 944957.976 2139.827 - - - 636219.895 944958.017 2139.748 -0.078 -0.029 0.083 -0.071 200
M1 - - - 636346.980 944933.769 2108.038 - - - 636347.015 944933.776 2108.050 -0.020 -0.039 0.044 0.031 243
M2 - - - 636332.301 944934.044 2113.407 - - - 636332.371 944934.074 2113.421 -0.016 -0.029 0.033 0.037 241
M3 - - - 636308.354 944933.362 2120.764 - - - 636308.354 944933.385 2120.745 -0.016 -0.033 0.037 -0.005 244
M4 - - - 636284.650 944932.521 2129.623 - - - 636284.693 944932.516 2129.615 -0.008 -0.030 0.031 -0.007 255
M5 - - - 636268.791 944931.936 2134.684 - - - 636268.789 944931.952 2134.691 -0.009 -0.020 0.022 0.004 246
M6 - - - 636245.994 944928.466 2136.458 - - - 636245.988 944928.463 2136.436 -0.073 -0.021 0.076 -0.024 196
M7 - - - 636220.445 944923.770 2140.101 - - - 636220.438 944923.781 2140.105 -0.077. -0.024 0.081 0.005 197
N1 - - - 636357.618 944918.266 2107.490 - - - 636357.655 944918.262 2107.478 -0.025 -0.054 0.060 -0.006 245
N2 - - - 636352.426 944896.284 2117.312 - - - 636352.446 944896.300 2117.312 -0.040 -0.040 0.057 0.007 225
N3 - - - 636350.269 944885.756 2121.431 - - - 636350.303 944885.753 2121.431 -0.053 -0.056 0.077 0.010 227
N4 - - - 636348.810 944878.661 2122.579 - - - 636348.819 944878.631 2122.571 0.006' -0.083 0.083 0.017 274
1\'5 - - - 636347.724 944873.184 2125.008 - - - 636347.754 944873.138 2124.999 -0.022 -0.077 0.080 0.009 254

DocuSign Envelope ID:7773E1DO-3BAB-4235-BCBC-EC27A761AOF7
Table 1. Baseline and Most Recent Slope Pin Survey Data (Continued)
Baseline Survey Date 111111 Survey Date
Relative Movement(ft)
4 October 2017 15 November 2017 28 November 2018 14 January 2019
Pin Northing Easting Elevation Northing Easting Elevation Northing Easting Elevation Northing Easting Elevation Northing Easting Ma nitude Elevation Direction
ID['] (ft NAD83) (ft NAD 83) (ft NAVD88) (ft NAD83) (ft NAD 83) (ft NAVD88) (ft NAD83) (ft NAD 83) (ft NAVD88) (ft NAD83 (ft NAD 83) (ft NAVD88) oy Ox g Az (°)151
N6 - - - 636342.816 944850.556 2134.354 - - - 636342.841 944850.550 2134.353 -0.002 -0.030 0.030 0.006 266
N7 - - - 636335.035 944827.658 2136.142 - - - 636335.049 944827.624 2136.133 0.005 -0.072 0.072 -0.002 274
N8 - - - 636325.082 1 944805.769 F 2135.205 - - - 636325.122 944805.741 2135.219 -0.055 -0.054 0.077 0.013 224
Notes:
[1] McKim&Creed performed baseline survey of slope pins on 4 October 2017 for slope pins Al through J7 and 15 November 2017 for slope Pins Kl through N8.
[2] McKim&Creed performed baseline survey of damaged/recovered slope pins on 28 November 2018.Damaged/recovered slope pin IDs are denoted by"(R)"suffix.
[3] Horizontal and vertical survey accuracy is to 0.10 ft(1.2 in.);relative movements in bold indicate displacement greater than NCDEQ Reporting Limit of 0.20 ft.
[4] Magnitude of relative movement(or displacement)computed based on the horizontal displacement only.
[5] A direction of 0 degrees represents true north.

DocuSign Envelope ID:7773E1DO-313AB-42; BC-EC27A761AOF7
Table 2. Slope Monitoring System Instrumentation and Monitoring Well Installation Details
Survey Record Top of Bot. of Sand Pack/
Top of Well Screen Top of Screen Screen Bot. of Screen Prepack Ben De to Seal
Piezometer ID TOC Elev. Depth Unit
Northing(ft) Easting(ft) GSE (ft) (ft) Pad Elev. Depth Elevation (ft) Depth(ft Elevation(ft) Depth (ft bgs)
(ft) (ft bgs) bgs) (ft bgs)
PZ-1 636217.48 944940.05 2139.73 2142.73 2140.32 29.0 2110.73 34.0 2105.73 28.0 27.0 CCR
PZ-2 636169.71 945231.91 2144.89 2147.89 2145.17 40.0 2104.89 50.0 2094.89 38.0 31.2 Foundation Soil
PZ-2S 636171.53 945238.31 2144.19 2147.60 2145.06 20.0 2124.19 30.0 2114.19 18.9 17.0 CCR
PZ-3 636383.42 945306.57 2139.78 2142.78 2140.16 31.0 2108.78 36.0 2103.78 30.0 28.0 CCR
PZ-31) 636380.34 945296.73 2138.82 2142.34 2139.70 40.0 2098.82 50.0 2088.82 39.0 33.0 Foundation Soil
PZ-4 636457.27 945518.29 2145.52 2148.52 2145.63 27.0 2118.52 32.0 2113.52 26.0 25.0 CCR
PZ-5 636475.18 945250.34 2116.60 2119.60 2116.56 4.0 2112.60 6.5 2110.10 3.5 2.0 CCR
PZ-6 636567.12 945555.55 2119.17 2121.47 2119.28 7.5 2111.67 10.0 2109.17 6.0 3.0 CCR
PZ-7 636214.35 945122.99 2139.85 2139.95 2140.14 20.0 2119.85 30.0 2109.85 19.0 17.0 RCP Corridor Soil
Monitoring Well Information [3]
MW-lA 636559.68 944943.83 2097.70 2100.40 2097.99 5.0 2092.70 15.0 2082.70 3.0 2.0 Foundation Soil
MW-2A 636617.12 945291.16 2099.90 2102.71 2100.19 5.0 2094.90 15.0 2084.90 3.0 1.0 Foundation Soil
MW-4A 635188.59 944975.13 2152.00 2151.55 2152.29 30.0 2122.00 45.0 2107.00 27.0 23.0 Foundation Soil
MW-5 636320.32 944677.45 2152.00 2153.86 2152.29 42.0 2110.00 57.0 2095.00 40.0 36.0 Foundation Soil
MW-6 636581.93 945096.41 2102.83 2103.13 2100.96 10.0 2092.83 20.0 2082.83 9.0 5.0 Foundation Soil
MW-7 636504.84 945718.42 2123.33 2123.62 2121.24 10.0 2113.33 20.0 2103.33 9.0 7.0 Foundation Soil
MW-8 636237.93 945850.91 2142.29 2142.59 2139.89 15.0 2127.29 25.0 2117.29 13.9 11.7 Foundation Soil
MW-9 635681.19 946058.68 2163.24 2163.53 2160.87 21.5 2141.74 31.5 2131.74 17.5 19.5 Foundation Soil
Inclinometer Construction Information
INC-1 636385.89 945318.6 2140.6 2142.82 2140.9 Inclinometer Casing Installed to 41.8 ft bgs
Notes:
[1] Elevations provided in terms of ft NAVD88.
[2] GSE-ground surface elevation;TOC-top of casing;ft bgs-feet below ground surface.
[3] Monitoring well information presented for reference.Monitoring wells are utilized to monitor groundwater(by others)and are not used to monitor Area 1.

DocuSign Envelope ID:7773E1DO-3BAB-4235-BCBC-EC27A761AOF7
Table 3. Piezometer Phreatic Surface Level Measurements
Piezometer
ID PZ-1 PZ-2 PZ-2S PZ-3 PZ-3D PZ-4 PZ-5 PZ-6 PZ-7
TOC El. 2142.73 2147.89 2147.60 2142.78 2142.34 2148.52 2119.60 2121.47
(ft)
Date DTW Elevation DTW Elevation DTW Elevation DTW Elevation DTW Elevation DTW Elevation DTW Elevation DTW Elevation DTW Elevation
(ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft)
11/20/17 29.70 2113.03 35.60 2112.29 - - 27.28 2115.50 - - 24.59 2123.93 6.30 2113.30 6.07 2115.40 - -
- ._- -
11/20/17 29.63 2113.10 34.69 2113.20 - - 28.43 2114.35 24.69 2123.83 6.20 2113.40 6.79 2114.68 - -
11/22/17 29.52 2113 21 34.40 2113.49 - - 27.44 2115.34 - - 24.34 2124.18 6.23 2113.37 6.54 2114.93 - -
- - . -.- __-- -_. __- ..__�_. _. .._.-__ -_____. _-- .______.__-__ _ _ -- -_ --
11/29/17 29.64 2113.09 34.62 2113.27 - 26.68 211610 = 24.58 2123.94 6.70 2112.90 7.06 2114.41 -
12/12/17 29.49 2113.24 34.37 2113.52 - - 27.60 2115.18 - - 24.31 2124.21 5.59 2114.01 6.52 2114.95 - -
12/27/17 29.75 2112.98 34.71 2113.18 - - 27.78 2115.00 - 24.73 2123.79 6.18 2113.42 5.82 2115.65
01/22/18 29.58 2113.15 34.48 2113.41 - - 27.38 2115.40 - - 24_31 2124.21 5.96 2113.64 5.75 2115.72 - -
02/15/18 29.18 2113.55 33.89 2114.00 - - 26.65 2116.13 - - 23.55 2124.97 4.74 2114.86 4'.42 21 J7.05 -
03/12/18 28.60 2114.13 33.68 2114.21 - - 26.26 2116.52 - - 22.51 2126.01 5.21 2114.39 4.54 2116.93 - -
_
0 4/05/18 28.56 2114.17 33.88 2114.01 - - 26.82 2115.96 - 22.35 2126.17 5.98 2113.62 6.03 2115.44 - -
05/02/18 28.48 2114.25 33.88 2114.01 - - 26.75 2116.03 - - 22.31 2126.21 5.93 2113.67 6.38 2115.09 - -
6Sh4118. 28.48 2114.25 33.80 2114.09 - - 26.83 2115.95 - - 22.24 2126.28 6.72 2112.88 6.72 2114.75 - -
06/12/18 28.15 2114.58 33.13 2114.76 - - 25.65 2117.13 - - 21.82 2126.70 5.41 2114.19 5.65 2115.82
07/09/18 28.1-9 2114 54 33.49 2114.40 - 26.63 21.16.15 - - 22.09 2126.43 6.78 2112.82 6.45 2115.02 -
08/06/18 26.48 2116.25 33.50 2114.39 - - 26.48 2116.30 - - 22.34 2126.18 5.04 2114.56 5.25 2116.22 -2815 2114.58 33.58 2114.31 29.64 2117.96 26.08 2116.70 28.71 2113.63 22.07 2126.45 4.97 2114.63 5.04 2116.43 22:37 2117.58
09/10/18 18 2114.55 33.35 2114.54 29.49 2118.11 26.59 2116.19 28.91 2113.43 22.21 2126.31 6.43 2113.17 7.36 2114.11 - -
10/16/2018 28.27 2114.46 33.43 2114.46 29.42 211818 26.63 2116.16 28.79 2113.55 22.42 2126.10 5.00 2114.60 5.45 2`116.02 -
10/22/2018 33.71 2114.18 29.45 2118.15 23.04 2119.74 29.00 2113.34 20.10 2128.42 - - 6.10 2115.37 V 22.70 2117.25
__._ __-- .-.._-- -- -3--3,.-
_.___- _ _- _ . .-_ . __ ___-_-____ _---_____ _---___-- - _- -- -___.- - _-.-.-___-_--_.
llh/2018 - 33.00 2114.89 29.21 2118.39 25.86 2116.92 28.60 2113.74 - - - - - 22.48 2117.47
11/12/2018 28.25 2114.48 33.14 2114.75 29.37 2118.23 26.74 2116.04 28.78 2113.56 22.19 2126.33 5.16 2114.44 5.06 2116.41 22.76 2117.19
12/17/2018 27.80 21,14.93 33.11 2114.78 29.33 2118.27 26.35 2116.43 28.32 2114.02 21.49 2127.03 4.42 2115.18 4.52 2116.95 22.70 2117.25
1/22/2019 27.38 2115.35 32.61 2115.28 28.93 2118.67 25.86 2116.92 28.71 2113.63 21.18 2127.34 4.85 2114.75 5.22 2116.25 22.50 2117.45
2l5/201r9 2711 2'115.62 32.32 2115.57 - 25.60 2117.18 27.82 2114.52 20.72. 2127.80 5.31 2114.29 5.07 2116.40 22.07 2117.88
3/19/2019 26.72 2116.01 1 32.07 2115.82 - - 25.29 2117.49 1 27.67 2114.67 1 20.41 2128.11 1 5.03 2114.57 4.99 2116.48 21.94 2118.01
Notes:
[1] TOC=Top of Casing;DTW=Depth to Water;GWT=Groundwater Table;EL=Elevation;ft NAVD88=feet North American Vertical Datum of 1988.
[2] All elevations are provided in ft NAVD88.
[3] Non-bolded values refer to manual depth to water measurements.Bolded values were computed from transducer measurements installed within each piezometer.

Laverty, Brett
From: Pickett, Matt<[e-mail]>
Sent: Monday, June 10, 2019 4:01 PM
To: Laverty, Brett
Cc: Toepfer, John R; Hill, Tim S.; Nordgren, Scott R.; Bednarcik, Jessica L
Subject: [External]Airport Area 1 Inspection 6/10/19
OWTOW External email.Ift mgdg links or open attachments unless you verify.Send all suspicious email a an attachment to
re :o�t.sam ..nc, o,
Brett,
I made it to the airport today for an inspection and piezometer readings and everything looked good, with no
signs of movement or exposed ash.The area held up very well with all the rain we had today and over the
weekend as well. I thought I had e-mailed about my inspection on 5/28, but can't find the e-mail, so it looks
like I forgot. On 5/28, 1 did perform an inspection, along with my quarterly inspection of all 3 areas and
everything looked good...I also met Shawna Riddle out there to close out the E&SC permit. Last week the silt
fence and other BMP associated with the E&SC permit were removed by our contractor.
Thanks,
Matt Pickett, P.E.
Lead Engineer-Duke Energy
Asheville CCP System Owner
200 CP&L Drive
Arden, NC 28704
AVL—828.650.7128
CELL—8-28.216.1398
t
i

Laverty, Brett
From: Pickett, Matt<[e-mail]>
Sent: Wednesday, May 15, 2019 12:46 PM
To: Laverty, Brett
Cc: Toepfer, John R; Hill, Tim S.; Nordgren, Scott R.
Subject: [External]Airport Area 1 Inspection 5/15/19
* external email. Do not click links or open attachments unless you verify.Send all suspicious email as an attachment to
r•.e ort.s a:r� .,nc. ov
Brett,
I made it to the airport today for an inspection and piezometer readings and everything looked good, with no
signs of movement or exposed ash.The area held up very well with all the rain we had this past weekend as
well. The airport looked like they mowed since we went two weeks ago, though with all this rain it is growing
pretty quickly.
Thanks,
Matt Pickett, P.E.
Lead Engineer- Duke Energy
Asheville CCP System Owner
200 CP&L Drive
Arden, NC 28704
AVL—828.650.7128
CELL—828.216.1398
i

Laverty, Brett
From: Toepfer, John R<[e-mail]>
Sent: Wednesday, May 15, 2019 11:40 AM
To: Laverty, Brett
Cc: Davidson, Landon; Sullivan, Ed M; Hanchey, Matthew F.; Czop, Ryan; Williams, Teresa
Lynne; Woodward, Tina; Pruett, Jeremy J.; Sheetz, Bryson; Pickett, Matt; Webb, Kathy-
synterracorp; McNash, James-geosyntec; Michael A. Reisman ([e-mail]); John
Coon [e-mail]); Nordgren, Scott R.;.Hill, Tim S.; Moeller, Bryan Thomas; Hill, Tim S.
Subject: [External]Asheville Airport April 2019 Sampling Event Results
Attachments: Asheville Airport April Sampling Event- DEQ Submittal-Compiled - FINAL.PDF
Exte al email: 7 at click On n Taggelment to
e=ort.s a tee. oar
Brett—two copies of the attached have been mailed to the Information Processing Unit per permit WQ0000020 and one
copy mailed to the Asheville Regional Office. Please let me know of questions on the attached.
cc line—file accordingly, no hard copies are being sent. 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

Laverty, Brett
From: Toepfer, John R <[e-mail]>
Sent: Tuesday, April 30, 2019 3:18 PM
To: Laverty, Brett
Cc: Pruett, Jeremy J.; Hill, Tim S.; Nordgren, Scott R.; Pickett, Matt; Williams, Teresa Lynne;
Woodward, Tina; Walls, Jason A; Kafka, Michael T.; Hanchey, Matthew F.; McIntire, Mark D;
McNash, James-geosyntec; Michael A. Reisman; John Coon; Damasceno, Victor-
Geosyntec; Sheetz, Bryson; Sullivan, Ed M; Czop, Ryan; McNash, James-geosyntec
Subject: [External]April 2019 Surveying Results-Asheville Airport Area I
Attachments: Airport Area 1 Piezometers and Survey Data-April 2019.xlsx
3 External e=mail Do noclick links or open attachments unless you verify'=Send all suspicious email as an attaehmentto
Brett- Below and attached is the information from the April 2019 survey at Asheville Airport Area I along with
Geosyntec's observation (this continues from the January 2019 surveying results submitted to you on February 20,
2019):
Geosyntec received on April 5,2019 the surveying information collected by McKim &Creed on April 3, 2019 for the ARA
Area 1 slope pin monitoring system (Transects A through N).
For Transects A through J, Geosyntec compared the data against the baseline survey collected October 4, 2017 and
computed the relative movement. For Transects K through N, Geosyntec compared the data against the baseline survey
collected November 15,2017.
In October 2018,temporary grading improvements on the east cell top deck and additional riprap placement at the east
cell slope toe inadvertently damaged or obscured several slope pins. In early November 2018, Geosyntec visited Area 1
to locate and/or replace damaged slope pins identified during the October 15, 2018 survey event. Replaced slope pins
were denoted in the field with an "-R" suffix and the November 28, 2018 event serves as the baseline survey for these
slope pins,which were highlighted in the attached spreadsheet.
As described previously and provided in the 90-day report,starting with December 12,2017 survey data, computations
were updated to present the direction of displacement in the lateral (xy) direction as an angle (°). In addition,the
magnitude of displacement is calculated for both the lateral direction and elevation to better distinguish between
possible slope movements and subsidence, respectively. Per corrective action item 7(a) and 7(b) in NCDEQ's Review of
the 90-Day Report Submittal and Required Interim Measures Letter, dated April 30, 2018, Geosyntec revised the slope
pin movement reporting tolerance to 0.2-ft for recently collected data.
Geosyntec's observations are as follows:
• Slope pins C2, C3,J1,J2, and J3 were identified with a calculated lateral displacements greater than the 0.2-ft.
reporting limit when compared with the baseline survey events. Slope pins J1 and J2 have historically been
identified with calculated lateral displacements near or slightly above the reporting tolerance.Transect J is
through a steep portion of the northern east cell. Geosyntec recommends continued inspection of these areas.
• Slope pins A8, B8, C8, D5, F8, G6 were computed were identified with a calculated settlements greater than the
0.2-ft reporting limit when compared with the baseline survey events. Slope pins B8, F8 and G6 were observed
with computed settlements greater than the reporting limit during the January 14, 2019 survey event.
The next surveying event will be completed in July 2019 for Area I. Thanks

Laverty, Brett
From: Pickett, Matt<[e-mail]>
Sent: Saturday, April 20, 2019 3:50 PM
To: Laverty, Brett
Cc: Toepfer, John R; Hill, Tim S.; Nordgren, Scott R.
Subject: [External]Airport Area 1, 3, 4 Inspection 4/20/19
Exter ale ail. Do notcic inks or open attach ents unless youlverify.fiend ati suspicious=email as an attachment to
re ,are,s a m _.rye. ;
Brett,
I made it to the airport today for an inspection after the torrential rain we had yesterday and everything
looked good, with no signs of movement or exposed ash. I also did a windshield inspection of areas 3 and 4,
and everything looked good in those areas as well. The airport reported 5.29" yesterday and our weather
station here at the plant showed 4.61".
Thanks,
Matt Pickett, P.E.
Lead Engineer- Duke Energy
Asheville CCP System Owner
200 CP&L Drive
Arden, NC 28704
AVL—828.650.7128
CELL—828.216.1398
i

R
SOUTHERN ENVIRONMENTAL LAW CENTER
Telephone [phone] 48 PATTON AVENUE,SUITE 304 Facsimile 828-258-2024
ASHEVILLE,NC 28801-3321
April 16, 2019
Via Electronic Mail and U.S Certified Mail QV '
Landon Davidson � �
Environmental Regional Supervisor
Division of Water Resources- Water Quality Regional Operations
N.C. Department of Environmental Quality
2090 U.S. 70 Highway
Swannanoa,NC 28778
landon.davidsongncdenr.gov
Brett Laverty
Hydrogeologist
Division of Water Resources-Water Quality Regional Operations
N.C. Department of Environmental Quality
2090 U.S. 70 Highway or�►gB� � F,
Swannanoa,NC 28778 10r,of tkaterResourm
Brett.lavgMgncdenr. og_v
APR a 2o�st
Stanley Aiken
Regional Engineer Water o„apqv �rFa
Energy, Mineral and Land Resources-Land Quality Section � �Shp, ,� ; R$i aperatfons
N.C. Department of Environmental Quality --��
2090 U.S. 70 Highway
Swannanoa;NC 28778
Stan.aikengncdenr.aov
Re: Public Records Request, Duke Energy Progress Inc. Asheville Regional Airport
structural fill project
Dear Mr. Davidson, Mr. Laverty and Mr. Aiken,
Pursuant to the North Carolina Public Records Law,N.C. Gen. Stat. § 132-1 et seq.,the
Southern Environmental Law Center requests the right to inspect, examine, and copy the
following public records of the of the Division of Water Resources-Water Quality Section
("DWR"), and the Division of Energy, Mineral and Land Resources-Land Quality Section
("DEMLR") of the N.C. Department of Environmental Quality:
All records (whether an original or a copy) within the custody or care of DWR
and/or DEMLR, or any of its divisions, employees or consultants,which relate to
the coal ash combustion products structural fill project at the Asheville Regional
Airport. This request includes, but is not limited to,the following:
• All records for Areas 1, 11, III and IV structural fills
Charlottesville • Chapel Hill • Atlanta • Asheville • Birmingham Charleston • Nashville • Richmond • Washington,DC
100%recycled paper

• All records for permit No. WQ0000020
• All groundwater monitoring well and surface water sample results
• All records related to any seepage, spills, leaks, etc. from the structural
fill project
• This request is for records generated or obtained since June 1, 2014
• This requested specifically excludes documents currently available on
the Department of Environmental Quality's laserfiche website
For the purposes of this request, the term"public records" shall have the meaning defined
in N.C. Gen. Stat. § 132-1 and shall include all such records in the possession, custody, or
control of DWR/DEMLR as.well as those prepared by, created by, or in the possession, custody,
or control of its agents, contractors, subcontractors, and attorneys. This request specifically
includes all emails, handwritten notes, letters, records of telephone conversations, other records
of written and/or oral communications, drafts,reports, and all other public records within the
possession, custody, or control of DWR/DEMLR. Furthermore,we request access to each
version of a record or document, whether it is a draft, has been electronically deleted, has
attachments, bears annotations' etc.
If you take the position that any of the above-described public records are not open to
public inspection under the North Carolina Public Records Law,please explain the basis for your
position and identify any statute,rule of law, or other authority upon which you rely. Public
records must be provided to a requestor"as promptly as possible"upon payment of any fees,
which shall not exceed the actual cost of reproducing the public record. N.C. Gen .Stat. §§ 132-
1, 132-6. Please contact me prior to any copying if that actual cost is expected to exceed$300.
Thank you in advance for your cooperation. If you have any questions, or if we can
clarify the scope of our request,please do not hesitate to call me at 828-258-2023.
Sincerely,
Patrick Hunter
cc: (via email)
Christy Simmons—
christy.simmonsgncdenr.gov
2

Laverty, Brett
From: Laverty, Brett
Sent: Monday, April 01, 2019 3:54 PM
To: Davidson, Landon ([e-mail])
Subject: Asheville Airport -Topics of Discussion from March 27 conference call with Duke Energy
The updates were primarily provided by Tim Hill (Dam Safety Supervisor for Duke Energy)
• Duke Energy is taking the lead on the cap design for the Area 1 CCP structural fill.
• Duke Energy will fund the design and construction of the cap for the Area 1 CCP structural fill.
• Duke Energy has submitted a preliminary cap design to Asheville Airport for comment.
• Asheville Airport is negotiating with Duke Energy concerning financial liability in the event of a catastrophic
failure of the structural fill.
• Duke Energy is open to a co-permit with Asheville Airport after August 2020 if responsibilities are clearly defined
(includes Areas 3 &4).
• In 2018, Duke Energy spent greater than $500,000 responding to the Area 1 CCP structural fill.
• In 2019, Duke Energy anticipates spending greater than $250,000 responding to the Area 1 CCP structural fill.
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.gov
2090 U.S. Hwy. 70
Swannanoa, N.C. 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
Laverty, Brett
From: Laverty, Brett
Sent: Monday, March 25, 2019 10:39 AM
To: Davidson, Landon ([e-mail])
Subject: Asheville Airport Area 1 Surface Water Standard Violations
Landon,
We have two surface water sampling locations at the Area 1 CCP structural fill that show impacts from discharges of CCP
leachate. Using the metals calculator spreadsheet(Brian Pointer),one of the surface water sites is exceeding the chronic
freshwater aquatic life standard for arsenic(150 ug/1).
In addition to arsenic, elevated boron concentrations (1,570—151 ug/1) are also present at these two surface water
sites. Because boron is not listed in 213, Connie Brower generated an acute/chronic surface water standard (chronic 150
ug/I,Acute 1,500 ug/1). Can we issue an NOV for exceedances of the surface water standard based on Connie's boron
standard?
Brett
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(c�ncdenr.gov
2090 U.S. Hwy. 70
Swannanoa, N.C.28778
Compares.—,,-
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.

� ^
Breft
Fnmmn, Pickett, Matt xMatt.Pickett@duke-anergy.00m>
Sent: Tuesday, March 19. 2019 3:38 PM
To: Laverty, Brett; Nnrdgren, SoottR.
Cc: Wooten, Rick; Davidson, Landon; Toepfer, John R; Hill, Tim S.; McNash, James-geosyntec
Subject: RE: [ExbsnnoO RE: Asheville Airport Area 1 CCP Structural Fill
Brett
| performed an inspection of the north slope of Area 1 today and everything looked good, with no noticeable
movement or exposed ash. As requested, below are the piazonneterand monitoring well levels (in feet from
TOC\ readings | took today. | did not take the readings for the piezorneters marked with a "#" as they have the
transducers installed in them. | will take the transducer readings in April to that Geosyntec can have the 1s'
quarter data for their quarterly report. Please let me know if you have any further questions.
Monitoring Wells Piezometers
Matt Pickett, P.E. |Duke Energy |Asheville CCP System Owner | AVL-828.65O7128 |CELL—828216.139O
From: Laverty, Brett [mai|to:bret .|averty@ncdenr.8ov]
Sent: Monday, March 18, 2019 1:56 PM
To: Pickett, Matt<[e-mail]>; Nord0ren,Scott R.<Scott.Nord0ren@duke'energy.conm>
Cc:Wooten, Rick<rick.vxooten@ncdenr.0ov>; Davidson, Landon<|[e-mail];Toepfer,John R
«][e-mail]
Subject: RE: [External] RE:Asheville Airport Area 1 CCP Structural Fill
Perfect.Thank you
Brett Laverty
Hydrogau|ogist—Ashevi||e Regional Office
Water Quality Regional Operations Section
Division of Water Resources
North Carolina Department ofEnvironmental Quality
828 296 4500 office
email:

2090 U.S. Hwy. 70
Swannanoa, N.C. 28778
C -- 'Notbjng 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: Pickett, Matt<[e-mail]>
Sent: Monday, March 18, 2019 1:54 PM
To: Laverty, Brett<brett.lave [e-mail]>; Nordgren,Scott R.<[e-mail]>
Cc:Wooten, Rick<[e-mail]>; Davidson, Landon<[e-mail]>;Toepfer,John R
<[e-mail]>
Subject: [External] RE:Asheville Airport Area 1 CCP Structural Fill
External$emailDonot click links-or open3attachment_s unless=you venfygSend all suspicious email asan-atfachmenti to
re ort:s am nc. o
Brett,
I am heading to the airport tomorrow for my bi-weekly inspection and was going to get the monthly
piezometer readings as well. I will get the monitoring wells as well and e-mail them to you with my inspection
e-mail, if that works.
Matt Pickett, P.E. I Duke Energy I Asheville CCP System Owner I AVL—828.650.7128 1 CELL—828.216.1398
From: Laverty, Brett [mailto:[e-mail]]
Sent: Monday, March 18, 2019 1:38 PM
To: Pickett, Matt<[e-mail]>; Nordgren,Scott R. <[e-mail]>
Cc:Wooten, Rick<[e-mail]>; Davidson, Landon<[e-mail]>
Subject:Asheville Airport Area 1 CCP Structural Fill
** Exercise caution. This is an EXTERNAL email. ®O NOT open
attachments or click links from unknown senders or unexpected
email. ***
Matt and Scott,
I was wondering if it would be possible to schedule a check of all water levels,associated with the compliance monitoring
wells and piezometers at Area 1. In other words, I need a one-day snapshot of groundwater elevations outside the
structural fill as well as water elevations inside the structural fill.
Brett Laverty
2

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(c)n cden r.gov
2090 U.S. Hwy. 70
Swannanoa, N.C. 28778
5>^Notiling 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

t
Laverty, Brett
From: Pickett, Matt<[e-mail]>
Sent: Friday, March 08, 2019 12:00 PM
To: Laverty, Brett
Cc: Toepfer, John R; Hill, Tim S.; Nordgren, Scott R.
Subject: [External]Airport Areal Inspection 3/6/19
open attachments unless you verify,Send all suspicious email as an attachment to
re•o:. .sa ..nc. o.
Brett,
I made it to the airport Wednesday (3/6/19)for an inspection. I didn't see any signs of movement or exposed
ash.
Thanks,
Matt Pickett, P.E.
Lead Engineer-Duke Energy
Asheville CCP System Owner
200 CP&L Drive
Arden, NC 28704
AVL—828.650.7128
CELL—828.216.1398.
i

i
Laverty, Brett
From: Toepfer, John R <[e-mail]>
Sent: Tuesday, February 26, 2019 1:00 PM.
To: Davidson, Landon
Cc: Sullivan, Ed M; Hanchey, Matthew F.; Czop, Ryan; Williams, Teresa Lynne; Woodward, Tina;
Pruett, Jeremy J.; Sheetz, Bryson; Raber, Maverick James; Pickett, Matt; Webb, Kathy-
synterracorp; McNash, James-geosyntec; Michael A. Reisman ([e-mail]); John
Coon [e-mail]); Nordgren, Scott R.; Hill, Tim S.; Moeller, Bryan Thomas; Laverty,
Brett; Hunsucker, Tim; Holt, Fred
Subject: [External]Asheville Airport January 2019 Sampling Event Results.
Attachments: Asheville Airport January 2019 SW Samping Results- Final Package.pdf
Exter al email. Do no ct ck Links oropen-attach tin-sun, ss y, verify Sen pail susp'cious eMail as a_n attachment to
:[e-mail]
Landon—two copies of the attached have been sent to the Information Processing Unit per permit WQ0000020 and one
hard copy is being sent to you. Please let me know of questions on the attached.
cc line—file accordingly, no hard copies are being sent. 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 -

Laverty, Brett
From: Aiken, Stan E
Sent: Wednesday, February 20, 2019 4:41 PM
To: Davidson, Landon; Vinson, Toby
Cc: Laverty, Brett
Subject: RE: [External]Airport 60 Inch Pipe
Gentlemen,
I apologize that this has taken so long but I wanted to make sure I fully understood what had occurred and the extent of
"clean fill" surrounding the pipe on the project. Some of the concerns of the 60 inch Reinforced Concrete Pipe (RCP)
include the cracks that have formed in this relatively new pipe,the weeping of water and/or fill material through the
pipe and the appropriate method of evaluating the pipe moving forward. After reading the report I had some
concerns. The report states there is a "significant amount of groundwater around the 60-inch pipe and old stream
bed." This is a matter of concern since saturated conditions could weaken the pipe bedding,and potentially allow the
pipe joints to shift and leak. Also,should the GCL layer be breached,this could allow contact water to intermingle with
stormwater within the pipe system. Additionally,on page 26 of the report there is a concern that the original stream
bed may be plugged by the closing and filling in of the old erosion control basin and may be contributing to the
saturation,of the area around the 60 inch pipe.
Given the above conditions and concerns I believe it would be prudent to inspect the pipe annually,at a minimum, and
evaluate the pipe for infiltration. The Hydro method of evaluation would be sufficient with minor modifications The
NASSCO ratings which referred to the level of infiltration are valuable and would be helpful to include in future
evaluations. It should also be noted that there is no physical separation of the structural fill and the clean fill laterally
and that would allow seepage from the structural fill to migrate laterally into the clean.fill. Therefore,while infiltration
is not as large of a concern in highway stormdrain pipes there is an issue in this particular case and the level of
infiltration triggering repair should be modified. The pipe is largely in saturated conditions as well as the material
outside the clean fill. There is a probability that in time contact water could migrate and infiltrate into the piped
system. As such it is recommended that all active infiltration, including weeping be addressed. Below is a chart of the
areas of infiltration which were identified but were not scheduled for repair.
Structural 0&M
Station NASSCO Hydro NASSCO Hydro Comments
13+36.4 3 2 Infiltration Weeper
13+45.5 3 2 Infiltration Weeper
13+62.3 2 2 Infiltration Weeper
14+66.4 3 2 Surface Cracks (if seeping then would need to repair)
14+93.4 3 1 Surface Cracks (if seeping then would need to repair)
15+39.6 3 2 3 2 Infiltration Dripper
15+48.8 3 2 Cracks (if seeping then would need to repair)
15+72 1 2 2 2 Circumferential crack which is weeping
16+04.3 2 2 Infiltration Weeper
16+36.4 2 2 Infiltration Weeper
17+57.9 2 2 Infiltration Weeper
20+23.9 3 2 3 2 Infiltration Dripper
20+39.9 2 2 Infiltration Weeper
20+96.7 2 2 Infiltration Weeper
21+77.8 2 2 Infiltration Weeper
Also note that there is water seeping through the fill and exiting on the fill slope. If any of this water is contact water it
should be monitored and addressed. Furthermore the 18 inch pipe at the outlet of the system had an infiltration runner
1

which should be repaired as this pip- .-also in the saturated area that includes t:..-,::0 inch RCP. Additionally there are
concerns which are not in the scope of this study including the source of the water which is saturating the system.
Should you have any questions or require clarification, please let me know.
Thank You,
Stanley E Aiken
Regional Engineer
Land Quality Section
North Carolina Department of Environmental Quality
828 296-4500 main
828 296-4610 office
stan.aiken(a-)ncdenr.gov
2090 US70 Highway
Swannanoa, NC 28778-8211
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.
From: Davidson, Landon
Sent:Tuesday, February 12, 2019 4:27 PM
To:Vinson,Toby<[e-mail]>;Aiken,Stan E<[e-mail]>
Cc: Laverty, Brett<[e-mail]>
Subject: FW: [External] Airport 60 Inch Pipe
Toby/Stan,
Hope you all are doing well. Will you please forward me your written responses to the attached when you complete
them? Brett and I may or may not have additional comments.
Alternatively, DEMLR could send comments separately and simply copy DWR on that correspondence.
Thanks.
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.Davidson(a_ncdenr.gov
2090 U.S. Hwy. 70
2

Swannanoa, N.C. 28711
Subscribe to Collection System &Sewer Permitting Updates
NC DEQ permits handbook
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.
From: Michael A. Reisman<[e-mail]>
Sent: Wednesday,January 16,2019 4:07 PM
To: Davidson, Landon<[e-mail]>
Subject: [External] Airport 60 Inch Pipe
External email. )e not click links=or open attach'rnents uniesswyou verified.Send3all suspicioussemail=as an attachment to
Ilregorilsoam, .nc. ov
Landon:
Please find attached the final report for the 60 Inch Pipe Condition Assessment at the Asheville Regional Airport. The
report identifies certain issues which need to be addressed as expected. The airport is already in the process of having
its consultant draft a scope of work for the design and bidding of any necessary repairs. I do not have a schedule for
that just yet, but will share that information with you once I have it available.
Michael A. Reisman, A.A.E.
Deputy Executive Director,
Development& Operations
Greater Asheville Regional Airport Authority
E-mail: mreisman(a)flyavl.com
Office: 828-654-3253
Mobile: [phone]
a
WARNING: E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law"NCGS.Ch.132"and may be
disclosed to third parties by an authorized state official. All e-mail sent to or from The Greater Asheville Regional Airport Authority(AVL)business e-mail
system is subject to archiving, monitoring and/or review by AVL personnel.This message is intended exclusively for the individual or entity to which it is
addressed. If you are not the named addressee,you are not authorized to read,print, retain copy or disseminate this message or any part of it.If you
have received this message in error,please notify the sender immediately either by phone[phone])or reply to this e-mail and delete all copies of
this message.
3

Laverty, Brett
From: Toepfer, John R<[e-mail]>
Sent: Wednesday, February 20, 2019 12:59 PM
To: Laverty, Brett
Cc: Czop, Ryan; Pruett, Jeremy J.; Hill, Tim S.; Nordgren, Scott R.; Pickett, Matt; Williams, Teresa
Lynne; Woodward, Tina; Walls, Jason A; Kafka, Michael T.; Hanchey, Matthew F.; McIntire,
Mark D; Culbert, Erin; McNash, James-geosyntec; Michael A. Reisman; John Coon;
Damasceno, Victor-Geosyntec; Sheetz, Bryson; Sullivan, Ed M
Subject: [External] Q4 Slope Monitoring Report-Asheville Airport Area I Structural Fill
Attachments: ARA Area_1_Slope_Monitoring_Report_Q4_Final.pdf
A External eai. Do no click link or ope-n attachments Unless you verify.Send all suspicious email as an attachment to
re•orEts
Brett—attached is the 2018 fourth quarter slope monitoring inspection report prepared by Geosyntec. After your
review, please let me know of any questions. Note that Table 2 was updated to include pertinent information
(surveying) on the piezometers, inclinometer and groundwater wells for Area I fill. 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

Prepared for
('- DUKE
ENERGY®
PROGRESS
Duke Energy Progress,LLC
526 South Church Street
Charlotte,North Carolina 28202
QUARTERLY SLOPE MONITORING
REPORT
4" Quarter (Q4) 2018
Asheville Regional Airport — Area 1 Structural Fill
Asheville, North Carolina
Prepared by
Geosyritecc'
consultants
Geosyntec Consultants of NC, PC
1300 South Mint Street, Suite 300
Charlotte,North Carolina 28203
License No. C-3500
a,�\%JII 11111i Project No. GC6463
s�N`'��`� Slo.. February 2019
'� �' �••�'' a DocuSigned by:
'4 SEAL . �.
a
�4�1�2 = �auat,S hovaSL
<. •N;l14 .•' ��� James D. McNash,P.E.
N. `e `rol naRegistration
February No. 044112
rrrrr�ti

ARA—Area 1 Structural Fill Geosyn tec D
Quarterly Monitoring Report—Q4 2018 consultants
LIST OF ACRONYMS AND ABBREVIATIONS
Acronym/Abbreviation Definition
ARA Asheville Regional Airport
bgs Below Ground Surface
CCR Coal Combustion Residuals
OF Degrees Fahrenheit
DORS Distribution of Residual Solids
DWR Division of Water Resources
E&SC Erosion and Sediment Control
FS Factor(s) of Safety
ft Foot/Feet
GCL Geosynthetic Clay Liner
HSA Hollow Stem Auger
in. Inches
lb Pound
NCAC North Carolina Administrative Code
NAD83 North American Datum of 1983
NAVD88 North American Vertical Datum of 1988
NCAC North Carolina Administrative Code
NCDEQ North Carolina Department of Environmental Quality
NOV Notice of Violation
GC6463/ARA Area 1_Slope Monitoring Report_Q4 i February 2019

ARA—Area 1 Structural Fill GeosynteO'
Quarterly Monitoring Report—Q4 2018 consultants
Acronym/Abbreviation Definition
PVC Polyvinyl Chloride
Q4 Fourth Quarter or Quarter 4
RCP Reinforced Concrete Pipe
SPT Standard Penetration Test
GC6463/ARA_Area 1—Slope Monitoring Report_Q4 ii February 2019

ARA—Area 1 Structural Fill Geosyn tec a
Quarterly Monitoring Report—Q4 2018 consultants
TABLE OF CONTENTS
1. Introduction.........................................:................................................................................1
1.1 Project Background.....................................................................................................1
1.2 90-Day Requirements.................................................................................................1
1.3 Corrective Action Measures.......................................................................................2
1.4 Site Background..........................................................................................................3
1.5 Report Organization....................................................................................................4
2. Summary of Slope Monitoring System................................................................................5
2.1 Slope Monitoring System—Phase I............................................................................5
2.2 Slope Monitoring System—Phase II..........................................................................5
2.3 Slope Monitoring System—Phase III.........................................................................6
2.4 Slope Monitoring System Repair................................................................................7
2.5 Measurement Frequency.............................................................................................7
3. Slope Pin Data Summary.....................................................................................................8
3.1 Slope Pin Measurements.............................................................................................8
3.2 Slope Pin Measurement Observations........................................................................8
4. Water Elevation Summary.................................................................................................10
4.1 Piezometer Measurements........................................................................................10
4.2 Transducer Measurements........................................................................................10
5. Inclinometer Casing Summary ..........................................................................................12
6. Inspection Summary..........................................................................................................13
7. Quarterly Monitoring Observations...................................................................................15
8. References..........................................................................................................................16
GC6463/ARA Area 1—Slope Monitoring Report Q4 iii February 2019

ARA—Area 1 Structural Fill GeosyntECr-'
Quarterly Monitoring Report—Q4 2018 consultants
LIST OF TABLES
Table 1. Baseline and Most Recent Slope Pin Survey Data
Table 2. Slope Monitoring System Instrumentation and Monitoring Well Installation Details
Table 3. Piezometer Phreatic Surface Level Measurements
LIST OF FIGURES
Figure 1. Asheville Regional Airport Site Location Map
Figure 2. Slope Monitoring Pin Baseline Survey Locations
Figure 3. Slope Monitoring System Instrument Locations
Figure 4. Slope Pin Movements—East Fill
Figure 5. Slope Pin Movements—West Fill
Figure 6. Computed Slope Pin Transects A and B Displacements (East Cell)
Figure 7. Computed Slope Pin Transects C and D Displacements (East Cell)
Figure 8. Computed Slope Pin Transects E and F Displacements (East Cell)
Figure 9. Computed Slope Pin Transects G and H Displacements (East Cell)
Figure 10. Computed Slope Pin Transects I and J Displacements (East Cell)
Figure 11. Computed Slope Pin Transects K and L Displacements (West Cell)
Figure 12. Computed Slope Pin Transects M and N Displacements (West Cell)
Figure 13. Piezometer Measurement Data
Figure 14. Pressure Transducer Measurements
LIST OF APPENDICES
Appendix A Area 1 Slope Pin Survey Measurements (by McKim& Creed)
Appendix B Inclinometer Data Results
Appendix C December 2018 Inspection Notes
GC6463/ARA Area 1—Slope Monitoring Report_Q4 iv February 2019

ARA—Area 1 Structural Fill Geosyntec
Quarterly Monitoring Report—Q4 2018 consultants
1. INTRODUCTION
1.1 Project Background
Duke Energy Progress, LLC (Duke Energy) identified wet areas and a small slough' in the soil
cap, with an isolated seep at the base of the east cell of the Area 1 structural fill (Area 1) north
slope during inspection activities at Asheville Regional Airport (ARA) on 7 September 2017.
Duke Energy notified Mr. Brett Laverty, P.G. with the North Carolina Department of
Environmental Quality (NCDEQ)Division of Water Resources (DWR) on 7 September 2017, as
required by Condition IV.12 of Coal Combustion Products Structural Fill Permit (WQ0000020).
Regulatory inspections of the North Slope were conducted on 7 September and 15 September
2017. NCDEQ subsequently issued short-term requirements with submittals at 7-day,30-day,and
90-day intervals to Duke Energy via email correspondence on 15 September 2017. The short-term
requirements were formalized within a Notice of Violation(NOV),NOV-2017-PC-0616,dated 17
November 2017.
1.2 90-Day Requirements
The short-term 90-day submittal requirements included the following action items:
• conduct an engineered slope stability study, calculate factor of safety (FS), identify
corrective action measures, and determine the cause of the breach;
• investigate the source and map the locations of seeps in Area 1;
• begin surface water quality monitoring at the property line in November 2017 of a seep
identified during the regulatory inspection;
• map any new and existing features within or near the east and west cells, and any other
feature related to potential slope movement and/or slope failure;
• conduct a groundwater/surface water investigation of the east and west cells;
• perform a risk assessment that addresses the existing and potential failure modes,
probabilities of failures, and consequences of failures.
• provide a plan to be implemented if slope failure is imminent or occurring; and
• provide any documentation related to Area 1 that was evaluated during or after construction
related to slope stability or any of the above-referenced requirements.
1 Referred to as a breach by NCDEQ in a 15 September 2017 email to Duke Energy.
GC6463/ARA Area 1—Slope Monitoring Report_Q4 1 February 2019

ARA—Area 1 Structural Fill GeosyntECl�'
Quarterly Monitoring Report—Q4 2018 consultants
Geosyntec prepared an Engineering Analysis Report [Geosyntec, 2017] to address the 90-day
submittal requirements described above, submitted by Duke Energy to NCDEQ on 29 December
2017.
1.3 Corrective Action Measures
On 30 April 2018 Duke Energy received comments by NCDEQ on the 90-day submittal and the
Engineering Analysis Report which requested additional corrective action measures. Corrective
Action 7 requires additional slope monitoring and reporting activities described as follows:
"Slope stability monitoring—The DWR is requiring continued monthly slope stability monitoring
which includes the following:
a) Slope monitoring pins:monthly frequency in the existing array unless observations and/or
monitoring data indicate changes in the movement locations and/or accelerated rates.
Please report pin locations as surveyed,pin movement greater than 0.2 feet, and qualms
the survey error.
b) Please increase the pin displacement reporting tolerance to 0.2 ft.per the recommendation
in the Engineering Analysis Report.
c) Inclinometer: monthly frequency unless observations and/or monitoring data indicate
changes in the movement locations and/or accelerated rates. Please report tilt change
(incremental displacement),profile change (cumulative displacement), and findings of any
systematic errors in inclinometer data (e.g., those identified from diagnostic plots).
d) Visual slope inspections at monthly intervals unless observations and/or monitoring data
indicate changes in the movement locations and/or accelerated rates.
e) Piezometers:monthly depth to water readings paired with daily rainfall rates from the rain
gauge at the Asheville Airport.
Mapping of any new slope movement features, groundwater discharge features (e.g.,
springs, seeps, upwellings), and CCP exposure or discharge areas.
g) A quarterly monitoring report bearing the seal of a North Carolina licensed engineer is
required to be sent to the ARO for review at the end of each quarter."
Geosyntec prepared this Quarterly Slope Monitoring Report—Fourth Quarter(Q4)2018 (Report)
to present the collected measurements from the Area 1 slope monitoring system from October
2018 through December 2018 to support the above requirements. Third quarter slope monitoring
system data [Geosyntec, 2018] was submitted by Duke Energy to NCDEQ DWR in November
2018. This Report presents the available slope monitoring instrument measurements from
GC6463/ARA_Area 1—slope Monitoring Report_Q4 2 February 2019

ARA—Area 1 Structural Fill Geo$m tec l�'
Quarterly Monitoring Report—Q4 2018 Consultants
installation through 31 December 2018 and summarizes observations made during Geosyntec's
inspection on 17 December 2018.
1.4 Site Background
Area 1, situated near the northeastern ARA property boundary and depicted in Figure 1, was
constructed pursuant to the contract between Charah, Inc. (Charah) and the ARA Authority to
expand airport operations and is owned, operated, and maintained by the ARA Authority. The
Area 1 footprint formerly consisted of a topographic valley prior to construction and contained a
historical stream channel that flowed northward from the property. The historical stream channel
traverses a residential area situated on the northern property boundary adjacent to Area 1 before
discharge into the French Broad River.
Area 1 was constructed by Charah by filling the topographic valley with compacted CCR
purchased by Charah from Duke Energy's Asheville Steam Electric Plant. Pursuant to the terms
of the sales contact between Duke Energy and Charah,title to the CCR was transferred to Charah
as the CCR was loaded on to trucks owned by Charah. The historical stream channel was re-routed
upgradient of Area 1 within a 54-in. diameter reinforced concrete pipe (RCP) and a concrete
junction box was installed to transition from the 54-in. to a 60-in. diameter RCP bedded with
drainage aggregate. The historical stream channel was also filled with drainage aggregate and
covered. The 60-in. diameter RCP flows into a junction box that contains a 15-in. diameter RCP
with headwall which discharges slightly to the northwest and a 60-inch diameter RCP with
headwall that discharges to the north. Construction photographs indicate that the 15-in. diameter
RCP outlet pipe was installed with a lower invert than the 60-in. diameter RCP. Soil backfill was
placed from the RCP spring line to 2 feet above the top of pipe.
As-built drawings prepared by Vaughn Engineering [2010] indicate that Area 1 was constructed
with a geosynthetic clay liner(GCL)base liner and a soil cap system. Soil backfill was compacted
on the GCL above and within 50 feet of the 60-in.diameter RCP. The 60-in.diameter RCP divides
the Area 1 structural fill into western and eastern components (termed"west cell" and "east cell"
herein); thus, the North Slope of Area 1 is divided into east and west cells as bisected by this
approximately 100-ft wide compacted soil corridor. CCR was used as structural fill within the
remainder of Area 1. The soil cap system was constructed with approximately 6-ft and 2-ft thick
soil layers on the top deck and side slopes, respectively. Access to the base of the structural fill
slope is achieved via 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
DWR via renewal to Duke Energy on 2 September 2015 and incorporates the ARA Structural Fill
Projects. As such, Duke Energy previously performed quarterly inspections of the structural fill
GC6463/ARA—Area 1_Slope Monitoring Report_Q4 3 February 2019

ARA—Area I Structural Fill GEosyntecd
Quarterly Monitoring Report—Q4 2018 consultants
slopes and completes semi-annual groundwater monitoring. Duke Energy continues groundwater
monitoring, but increased the slope inspection frequency to monthly per NCDEQ's request.
1.5 Report Organization
This Report was prepared under the responsible charge of Mr. James D. McNash, P.E.(rrc) and
reviewed by Dr. Victor M. Damasceno, Ph.D., P.E.(Nc), both with Geosyntec. Professional
engineer certification of this Report is provided on the cover sheet.
This Report was organized to present the slope monitoring measurements and data interpretations
as follows:
• Section 2 — Summary of Slope Monitoring System: This section describes the slope
monitoring system.
• Section 3—Slope Pin Data Summary: This section presents the Area 1 slope pin data and
interpretation.
• Section 4—Water Elevation Summary:This section describes the groundwater and phreatic
measurements collected from piezometers and pressure transducers within and adjacent to
Area 1.
• Section 5—Inclinometer Casing Summary: This section presents the casing survey data for
the inclinometer installed within the Area 1 east cell and describes the interpretation of
collected measurements.
• Section 6 — Inspection Summary: This section presents the findings of Geosyntec's
quarterly inspection.
• Section 7—Quarterly Monitoring Observations:This section presents closing remarks and
observations related to Q4 slope monitoring activities.
GC6463/ARA Area 1 Slope Monitoring Report Q4 4 February 2019

ARA—Area I Structural Fill Geosynte&
Quarterly Monitoring Report—Q4 2018 Consultants
2. SUMMARY OF SLOPE MONITORING SYSTEM
The slope monitoring system was installed in three phases (Phase I, Phase II, and Phase III) as
discussed in the following subsections.
2.1 Slope Monitoring System—Phase I
Geosyntec visited ARA on 4 October 2017 to inspect the Area I east and west cells and install the
first phase of the slope monitoring system. Phase I consisted of 78 slope pins installed in ten
transects. The slope pins consisted of 18-inch long steel stakes driven into the slope at regular
intervals to establish a grid and survey transects for routine monitoring (Figure 2).
Geosyntec installed 64 slope pins along eight transects (A through H) adjacent to and 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 toe of the east cell. Each transect consists of eight
slope pins. Slope pin rows I through 3 were installed at the toe,midpoint,and top of the temporary
riprap stabilization system,respectively. Slope pin rows 4 through 6 were installed along the face
of the slope at approximately 20 to 25-ft centers. Slope pin rows 7 and 8 were installed at the
approximate edge of the slope crest and approximately 25 to 30-ft offset from the edge of the slope
crest,respectively. Slope pins in row 6(A6 through H6)were positioned downslope of an apparent
slough formation to assess potential future movements and evaluate whether the slope distress was
due to slope movement or vegetation management activities.
Geosyntec installed 14 additional slope pins to create Transects I and J. Transect I traverses the
east slope along an observed wet area approximately 75-ft east of the slough area and temporary
riprap stabilization system. Transect J is located along the eastern corner of Area 1, estimated to
be the steepest component of the east fill northern slope. Transects I and J contain seven slope
pins each.
The initial Slope Monitoring Plan for the east section of the Area 1 North Slope was included as
part of the 30-day submittal [Geosyntec, 2017] to NCDEQ. Slope pin coordinates (i.e. northing,
casting, and elevation) were surveyed between October 2017 and September 2018 for the Area I
east cell and the baseline slope pin survey data is provided in Table 1.
2.2 Slope Monitoring System—Phase II
Geosyntec mobilized to Area I on 14 November 2017 to install four additional slope pin transects
(K through N) spaced on approximately 25-ft intervals upslope, after the ARA Authority cleared
vegetation from the west cell north slope. Baseline slope pin coordinates (i.e. northing, casting,
and elevation) for these slope pin transects were surveyed on 15 November 2017 by McKim &
Creed.
GC6463/ARA_Area I_Slope Monitoring Report Q4 5 February 2019

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As part of the Phase II Slope Monitoring System, Geosyntec also installed six piezometers (PZ-1
through PZ-6)and one slope inclinometer casing(INC-1) as presented in Figure 3 between 15 and
17 November 2017. Piezometers PZ-1 through PZ-4 were installed within 6-in. diameter hollow
stem auger(HSA)boreholes advanced with standard penetration tests(SPTs) at select intervals to
collect physical samples of the soil cap, CCR, and foundation soils. Piezometers PZ-5 and PZ-6
were installed within hand auger borings located on the east cell north slope. Piezometers PZ-1
and PZ-3 through PZ-6 were screened within the CCR above the GCL base liner. Piezometer PZ-
2 was screened between 40 ft and 50 ft below ground surface (bgs), approximately 7 ft to 17 ft
below the Area 1 base liner. Each piezometer was constructed in accordance with well installation
permit WM0100425 and the North Carolina Well Construction Regulations and Standards- 15A
North Carolina Administrative Code(NCAC) 02C .0100. Piezometer construction information is
summarized in Table 2 and piezometer construction records are provided in the Engineering
Analysis Report[Geosyntec, 2017].
A slope inclinometer casing(ING1)was installed adjacent to piezometer PZ-3 to a depth of 42.3
ft bgs. Specifically, the casing was installed approximately 9 ft into foundation soils, at auger
refusal, as indicated on Table 2. The primary grove direction(A-A')was positioned parallel to the
slope and in line with the expected direction of movement. The casing was grouted in place using
cement-bentonite grout. The cement-bentonite grout was mixed to a 1 pound(lb)cement to 6.6 lb
water to 0.4 lb bentonite ratio by weight,as recommended for soft soils by the casing manufacturer.
i
2.3 Slope Monitorin?System—Phase III
The Phase III Slope Monitoring System consists of three additional piezometers (PZ-2S, PZ-3D,
and PZ-7) .installed by Geosyntec in August 2018 within the Area 1 limits in response to the
Corrective Actions identified within the NCDEQ letter dated 30 April 2018. Each piezometer
consists of a 1-in. diameter PVC casing screened above the GCL (PZ-2S and PZ-7) or below the
GCL(PZ-3D)to evaluate water elevations within and below the structural fill. These piezometers
were installed in accordance with 15A NCAC 02C .0100. Piezometers PZ-2S and PZ-3D were
installed adjacent to piezometers PZ 2 and PZ-3, respectively, to assess the hydraulic conditions
below and above the GCL at these two locations. In addition. PZ-7 was installed within the RCP
soil corridor to assess phreatic conditions between the east and west area 1 cells. Installation
details for piezometers PZ-2S, PZ-3D, and PZ-7 are provided in Table 2 and within the
Hydrogeologic Conceptual Model Report [Geosyntec, 2019].
NCDEQ requested the installation of pressure transducers within piezometers PZ-2,PZ-2S PZ-3,
and PZ-313 within the 30 April 2018 letter and subsequent communications. Geosyntec installed
Troll 500 vented pressure transducers with dataloggers on 14 August 2018 which were
programmed to collect measurements hourly. Data downloaded from the pressure transducers is
reported by Duke Energy within routine communications with NCDEQ.
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ARA—Area 1 Structural Fill Geosyntecr'
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2.4 Slope MonitorinLy System Repair
In August and September 2018, saturated soil conditions were observed approximately 20-ft east
of the temporary stabilization measure near slope pins H1 through H3. Upon NCDEQ DWR's
request, the temporary stabilization measure was extended along the northern Area 1 slope and
reinforced with additional riprap material to support the soil cap and structural fill slope. Several
slope pins were damaged/covered during riprap placement. Geosyntec observed the extension and
uncovered or replaced damaged slope pins during a 1 November 2018 site visit. The
damaged/covered slope pins are identified in Table 1 with an"(R)" suffix.
2.5 Measurement Frequency
Slope pin coordinates were generally collected bi-weekly between 4 October 2017 and 22 January
2018, and monthly thereafter by a registered professional land surveyor in the state of North
Carolina. Depth to water measurements were collected from each piezometer and slope
inclinometer surveys were performed during monthly or routine inspections of the east and west
cells by Duke Energy. Pressure transducer data was downloaded from units installed within
piezometers PZ-2D/2S and PZ-3/PZ-3D on 1 October 2018. Slope monitoring system
measurements and interpretation are presented in Sections 3 through 5 of this Report.
GC6463/ARA_Area 1—Slope Monitoring Report_Q4 7 February 2019

ARA—AreaI Structural Fill GEOsyntecD
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3. SLOPE PIN DATA SUMMARY
The purpose of this section is to present: (i) the slope pin survey measurements, (ii) computed
relative slope pin displacements, and (iii) computed slope pin displacement in excess of 0.2-ft
since the baseline survey,which is the reporting tolerance required by NCDEQ.
3.1 Slope Pin Measurements
McKim & Creed conducted the baseline survey event for slope pin Transects A through J and
Transects K through N on 4 October 2017 and 29 November 2017,respectively. Slope pin survey
events were performed approximately every two weeks by McKim & Creed, starting from 4
October 2017 until 22 January 2018 and monthly thereafter. 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 Datum of 1988 (NAVD88). The baseline
survey for replaced slope pins was performed on 28 November 2018.
Geosyntec compared the survey coordinates for each slope pin between survey events and the
baseline survey events and computed: (i) the magnitude of lateral displacement, (ii) elevation
displacement, and (iii) the direction/angle of lateral displacement from north (set as 0 degrees).
The survey tolerance reported by McKim & Creed is± 0.1 feet (1.2 inches) for northing, easting,
and elevation. As requested by NCDEQ,only slope pins with calculated displacement greater than
or equal to 0.2 feet compared to the baseline survey are identified. The baseline survey
measurements and Q4 measurements are provided in Table 1. Figures 4 and 5 depict the slope pin
locations and slope pin movements in excess of the 0.2-ft reporting limit, based on the 17
December 2018 survey event for the east and west cells, respectively. Slope pin movements since
the baseline survey events are plotted in Figures 6 through 12 with daily rainfall data collected by
the ARA rain gauge (Gauge ID: KAVL). The survey data for each monitoring event is provided
in Appendix A.
3.2 Slope Pin Measurement Observations
The following observations are made based on comparison between the 17 December 2018 slope
pin survey and the base line survey event:
• One slope pin(D7)was calculated to have laterally displaced above the reporting limit(0.2
ft/2.4 in.)relative to the baseline survey.
• Two slope pins (B8 and G6) were calculated to have displaced above the reporting limit
(0.2 ft/2.4 in.) in elevation relative to the baseline survey.
• Calculated movement for slope pins installed along the west cell did not exceed the
reporting limit(0.2 ft/2.4 in.).
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ARA—Area 1 Structural Fill Geosyntec
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As discussed within Section 6, equipment ruts were observed parallel and adjacent to slope pin
rows 6 and 7 during the quarterly inspection.
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ARA—Area 1 Structural Fill Geosyntec°
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4. WATER ELEVATION SUMMARY
The following section describes the depth to water measurements collected from piezometers
screened within the structural fill and foundation soils below the GCL that lines Area 1.Evaluation
of the phreatic conditions was presented within the Hydrogeologic Conceptual Model Report
[Geosyntec, 2019],which was provided under a separate cover.
4.1 Piezometer Measurements
Depth to water within piezometers PZ-1 through PZ-6 was measured by Geosyntec and Duke
Energy between 22 November 2017 and 17 December 2018; while depth to water measurements
were collected from piezometers PZ-2S and PZ-3D between 22 August 2018 and 17 December
2018. Depth to water measurements and the computed phreatic surface elevations are summarized
in Table 3 and presented in Figure 13. Troll 500 pressure transducers were installed in PZ-2,PZ-
2S, PZ-3, and PZ-3D on 14 August 2018. Water elevations depicted in Figure 13 and provided
within Table 3 for measurement events after transducer installation are selected from transducer
measurements and typically were not manually collected unless otherwise noted. Daily rainfall
data downloaded from the State Climate Office of North Carolina CRONOS Database at NC State
for the rainfall gauge(ID:KAVL) at ARA is also presented within Figure 13.
Depth to water elevations were converted into corresponding water elevations within each
piezometer based on the surveyed top of casing measurement. Water elevations for piezometers
PZ-1 and PZ-3, screened within the CCR, were found to range between 2,112.98 ft and 2,119.74
ft NAVD88. Piezometer PZ-4, located in the northeast corner of Area 1, was interpreted with
water elevations that ranged between 2,123.79 ft and 2,128.42 ft NAVD88 during the monitoring
period. Water elevations within piezometers PZ-5 and PZ-6, situated mid-slope of the east cell,
ranged between 2,112.82 ft and 2,117.05 ft NAVD88. Meanwhile,piezometer PZ-2S was found
with elevations that ranged between 2,117.96 and 2,118.39 ft NAVD88 since installation.
Piezometer PZ-7, screened within the RCP soil corridor above the GCL,ranged between 2',117.19
ft and 2,117.58 ft NAVD88.
Piezometers screened within foundation soils below the GCL (e.g., PZ-2 and PZ-3D) were
interpreted with water elevations that ranged between 2,112.29 and 2,114.89 ft NAVD88 during
the measurement period. In both piezometers, the groundwater elevation rises above the
approximate GCL elevations of 2,105.2 ft to 2,107.4 ft and 2,111.9 ft NAVD88 for PZ-3/31) and
PZ-2, respectively.
4.2 Transducer Measurements
Troll 500 pressure transducer data were downloaded periodically and measured pressures were
evaluated to estimate the phreatic surface elevation within the structural fill or within foundation
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ARA—Area I Structural Fill Geosyn tec°°
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soils for each hourly measurement. Estimated phreatic elevations during the measurement period
are presented in Figure 14 and are presented with hourly rainfall measurements downloaded from
the State Climate Office of North Carolina CRONOS Database at NC State for the rainfall gauge
(ID: KAVL). Deviations from the measurement trend represent isolated periods where the
transducer was removed from each piezometer for maintenance or sampling activities.
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Quarterly Monitoring Report—Q4 2018 consultants
5. INCLINOMETER CASING SUMMARY
Duke Energy performed the baseline slope inclinometer casing survey on 29 November 2017.
Subsequent surveys were conducted between 12 December 2017 to 14 December 2018
Profile change and tilt change plots for INC-1 casing are provided in Appendix B. Appendix B
presents inclinometer casing surveys in groups three survey events for each figure to clearly
present the data, as minimal displacements were observed. The profile change plots depict the
cumulative displacement within the slope inclinometer profile during the measurement event
against the baseline casing survey. The tilt change plots compare the tilt readings during the
measurement event against the baseline casing survey at each depth. In both cases, changes in the
profiles represent movement. The tilt change plot only depicts movement at a specific interval
and does not depict accumulated movement throughout the profile. The uninterpreted slope
inclinometer casing survey data is also provided within Appendix B.
The slope inclinometer casing survey data provided in Appendix C are consistent between the
measurement events and do not identify any systematic errors in inclinometer data. The survey
results indicate that INC-I did not deflect during the measurement period. As such, evidence of a
global slip surface within the CCR or translational movement along the GCL-CCR interface for
the Area 1 slope adjacent to INC-1 is not apparent.
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ARA—Area 1 Structural Fill GeosyntecD
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6. INSPECTION SUMMARY
Mr. James D. McNash, P.E.(Nc), of Geosyntec, inspected the Area 1 east and west cells on 17
December 2018 to: (i) evaluate slope conditions; (ii) delineate additional wet or displaced areas;
and (iii) coordinate routine and as-built survey activities. ARA and Area 1 experienced heavy
snowfall between 5 December and 8 December 2018, which had not melted at Area 1 on 11
December 2018. Duke Energy personnel were able to access the site on 12 December 2018,though
much of the area was reported to be covered by snow. Meanwhile, the onsite rain gauge (ID:
KAVL) indicated 0.45 and 0.15 inches of rainfall on 14 and 15 December 2018, respectively.
Duke Energy personnel provided access and escorted Geosyntec and McKim and Creed to Area
1. McKim and Creed, a professional land surveyor licensed in North Carolina, was on-site to
survey slope pin locations and perform an as-built survey of temporary drainage features installed
on the east cell top deck. In addition, an environmental inspector from Crisp and Crisp, the
construction firm who installed the temporary drainage features, visited Area 1 to inspect erosion
and sediment control (E&SC) features. A daily field report and photographic record with select
photographs are provided as Appendix C to this Report.
Geosyntec's observations from the 17 December 2018 inspection are as follows:
• East and west fill areas did not present visual signs of slope displacement.
• Additional subsidence since the previous inspection within the temporary stabilization
measure was not observed. Limited sand migration to the slope toe was observed in the
vicinity of slope pin Hl. The temporary stabilization measure toe was observed to be wet
or moist.
• Equipment ruts that appeared to be the width of a tractor were observed along slope pin
rows 6 and 7 up to the western most temporary downdrain pipe. A rut which appeared to
be the result of an equipment turning motion was observed adjacent to the temporary
downdrain pipe.
• A small hole or burrow was identified in the eastern cell slope toe between Transects I and
J adjacent to the former sedimentation pond.Matt Pickett(Duke Energy) indicated that the
area was noted and routinely observed during Duke Energy inspections.
• A previously identified wet area between Transects I and J appeared dry.
• Moisture from the historical seep located within the gravel access road to Area 1 northern
slope toe was observed. Stagnant water was observed at base of road outside the
approximate limit of CCR and at the northwestern corner of the eastern cell.
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ARA—Area 1 Structural Fill Geosynte&
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• A minor scarp was observed in the exterior slope of the access road located at the east cell
toe. The minor scarp was previously observed by Duke Energy and other parties, but was
not buttressed to provide access to the adjacent surface water sampling location, SW08-
Al.
• Seeps (SW08-Al and SW10-Al)previously identified by NCDEQ and others were still
present.
• Surficial rutting by equipment on the north slope of the west cell was observed. Some
moisture was observed at the west cell toe,particularly within equipment ruts.
• Slope toe areas between the RCP corridor and the riprap lined channel along the west cell's
northern slope were observed to be wet at the time of inspection.
• Discharge from the 15-in. diameter RCP was observed.
• The 60-in. diameter RCP was not observed to flow at the time of inspection.
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ARA—Area I Structural Fill Geosyntec°
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7. QUARTERLY MONITORING OBSERVATIONS
Geosyntec reviewed collected data as presented in the previous sections of this Report and
observed the following:
• Additional movements within the wet area and apparent scarp near slope pins H2 and H3
identified within the Q3 Slope Monitoring Report [Geosyntec, 2018] were not identified,
particularly after the temporary stabilization measure was extended to the area.
• Water elevations interpreted from depth to water measurements within Area 1 piezometers
rise marginally after rainfall events, but generally return to a relatively constant elevation.
Slight increases in phreatic elevations were observed in the Q4 2018, which may be
associated with seasonally high rainfall. In addition, pressure transducer measurements
indicate slight increases in water elevation after a rainfall event, but generally return to the
prior trend within a few days during the limited measurement period.
• Global displacements have not been identified within inclinometer INC-1 installed within
the east cell of Area 1.
• Rapid displacements or sustained increases in phreatic surface elevations were not
observed; thus, quarterly slope monitoring events may be warranted in lieu of monthly
monitoring events.
• Surface water seep monitoring and sampling is managed by a third-party consultant and is
not discussed herein.
The slope monitoring system will be monitored during the first quarter of 2019.and additional data
collected will be presented to NCDEQ under separate covers.
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ARA—Area I Structural Fill Geosyntecl�'
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8. REFERENCES
Duke Energy, 2015. "Coal Combustion Products Structural Fill Permit No. WQ0000020: 2015
Annual Inspection Report." 31 December 2015.
Geosyntec, 2017. `Engineering Analysis Report",prepared for Duke Energy,December 2017.
Geosyntec, 2018. "Quarterly Slope Monitoring Report — 3rd Quarter (Q3) 2018", prepared for
Duke Energy, October 2018.
Geosyntec 2019. "Hydrogeologic Conceptual Model Report",prepared for Duke Energy, January
2019.
McKim&Creed,2017. "Topographic Survey of Fill Area on Asheville Airport for Duke Energy."
December 2017.
Vaughn Engineering, 2010. "Charah — Asheville Regional Airport Coal Combustion Product
Engineered Fill: March 2010 Update." Prepared for Charah, 8 March 2010.
GC6463/ARA_Area 1_Slope Monitoring Report—Q4 16 February 2019

TABLES

Table 1. Baseline and Most Recent Slope Pin Survey Data
Baseline Survey Date[ll[Z] Survey Date
Relative Movement(ft)
4 October 2017 15 November 2017 28 November 2018 17 December 2018
Pin Northing Easting Elevation Northing Easting Elevation Northing Easting Elevation Northing Easting Elevation Northing Easting Magnitude Elevation Direction
ID[1 (ft NAD83) (ft NAD 83) (ft NAVD88) (ft NAD83) (ft NAD 83) (ft NAVD88) (ft NAD83) (ft NAD 83) (ft NAVD88) (ft NAD83) (ft NAD 83) (ft NAVD88) Ay Ax Az (0)[51
Al(R) - - - - - - 636478.951 945163.458 2106.398 636478.916 945163.49 2106.379 -0.035 0.032 0.047 -0.019 138
A2 636470.291 945167.177 2109.646 - - - - - - 636470.197 945167.154 2109.578 -0.094 -0.023 0.097 -0.068 194
A3 636458.644 945171.283 2112.458 - - - - - - 636458.574 945171.264 2112.467 -0.070 -0.019 0.073 0.009 195
A4 636434.927 945180.011 2117.490 - - - - - - 636434.89 945179.955 2117.469 -0.037 -0.056 0.067 -0.021 237
A5 636413.117 945190.021 2123.249 - - - - - - 636413.023 945189.955 2123.243 -0.094 -0.066 0.115 -0.006 215
A6 636397.566 945199.936 2128.452 - - - - - - 636397.461 945199.885 2128.394 -0.105 -0.051 0.117 -0.058 206
A7 636376.284 945211.539 2135.014 - - - - - - 636376.124 945211.47 2134.924 -0.160 -0.069 0.174 -0.090 203
A8 636355.931 945224.657 2138.556 - - - - - - 636355.779 945224.65 2138.378 -0.152 -0.007 0.152 -0.178 183
B1(R) 636489.781 945186.317 2106.368 - - - 636486.321 945187.110 2107.212 636486.327 945187.14 2107.174 0.006 0.030 0.031 -0.038 79
B2 636478.376 945190.288 2109.816 - - - - - - 636478.281 945190.241 2109.799 -0.095 -0.047 0.106 -0.017 206
B3 636465.725 945194.863 2113.344 - - - - - - 636465.725 945194.846 2113.312 0.000 -0.017 0.017 -0.032 270
B4 636443.276 945203.328 2119.209 - - - - - - 636443.168 945203.299 2119.2 -0.108 -0.029 0.112 -0.009 195
B5 636420.820 945211.405 2125.492 - - - - - - 636420.674 945211.373 2125.395 -0.146 -0.032 0.149 -0.097 192
B6 636402.301 945216.878 2130.521 - - - - - - 636402.136 945216.884 2130.464 -0.165 0.006 0.165 -0.057 178
B7 636383.344 945222.379 2135.427 - - - - - - 636383.24 945222.365 2135.368 -0.104 -0.014 0.105 -0.059 188
B8 636361.970 945235.113 2138.483 - - - - - - 636361.871 945235.118 2138.27 -0.099 0.005 0.099 -0.213 177
Cl(R) 636498.766 945209.941 2106.735 - - - 636505.459 945206.906 2106.952 636505.443 945206.924 2106.93 -0.016 0.018 0.024 -0.022 132
C2(R) 636486.639 945212.946 2110.183 - - - 636487.134 945212.718 2110.399 636487.177 945212.729 2110.367 0.043 0.011 0.044 -0.032 14
C3 636474.019 945216.833 2113.404 - - - - - - 636474.146 945216.738 2113.258 0.127 -0.095 0.159 -0.146 323
C4 636451.458 945223.692 2120.012 - - - - - - 636451.372 945223.616 2119.951 -0.086 -0.076 0.115 -0.061 221
C5 636428.342 945231.254 2126.396 - - - - - - 636428.239 945231.202 2126.343 -0.103 -0.052 0.115 -0.053 207
C6 636410.388 945236.607 2131.544 - - - - - - 636410.374 945236.532 2131.393 -0.014 -0.075 0.076 -0.151 259
C7 636394.411 945241.291 2136.195 - - - - - 636394.331 945241.184 2136.121 -0.080 -0.107 0.134 -0.074 233
C8 636372.500 945251.907 2138.611 - - - - - - 636372.405 945251.859 2138.452 -0.095 -0.048 0.106 -0.159 207
DI(R) 636506.816 945233.510 2106.841 - - - 636513.185 945229.617 2106.896 636513.187 945229.602 2106.884 0.002 -0.015 0.015 -0.012 278
D2(R) 636494.156 945237.299 2110.487 - - - 636495.263 945236.801 2111.077 636495.27 945236.794 2111.049 0.007 -0.007 0.010 -0.028 315
D3(R) 636479.664 945241.210 2114.438 - - - 636480.232 945244.029 2114.509 636480.227 945244.02 2114.506 -0.005 -0.009 0.010 -0.003 241
D4 636460.580 945247.699 2119.883 - - - - - - 636460.453 945247.702 2119.852 -0.127 0.003 0.127 -0.031 179
D5 636435.967 945254.813 2126.813 - - - - - - 636435.904 945254.79 2126.638 -0.063 -0.023 0.067 -0.175 200
D6 636418.086 945259.649 2132.832 - - - - - - 636417.927 945259.572 2132.76 -0.159 -0.077 0.177 -0.072 206
D7 636405.953 945263.486 2136.127 - - - - - - 636405.758 945263.432 2136.12 -0.195 -0.054 0.202 -0.007 195
D8 636384.217 945272.170 2139.196 - - - - - - 636384.044 945272.14 2139.189 -0.173 -0.030 0.176 -0.007 190
E1 636515.080 945257.040 2107.780 - - - - - I - 636514.914 945257.075 2107.66 -0.166 0.035 0.170 -0.120 168
E2(R) 636503.440 945261.517 2110.616 - - - 636503.875 945261.274 2110.765 636503.881 945261.311 2110.737 0.006 0.037 0.037 -0.028 81
E3(R) 636487.911 945266.994 2114.948 - - - 636483.218 945271.244 2116.574 636483.233 945271.231 2116.56 0.015 -0.013 0.020 -0.014 319

Table 1.Baseline and Most Recent Slope Pin Survey Data (Continued)
Baseline Survey Date[ll[21 Survey Date
4 October 2017 15 November 2017 28 November 2018 17 December 2018 Relative Movement(ft)
Pin Northing Easting Elevation Northing Easting Elevation Northing Easting Elevation Northing Easting Elevation Northing Easting Magnitude Elevation Direction
t
ID (ft NAD83) (ft NAD 83) (ft NAVD88) (ft NAD83) (ft NAD 83) (ft NAVD88) (ft NAD83) (ft NAD 83) (ft NAVD88 (ft NAD83) (ft NAD 83) (ft NAVD88) Ay Ox g Oz (o)151
E4 636469.840 945273.842 2120.075 - - - - - - 636469.752 945273.788 2120.058 -0.088 -0.054 0.103 -0.017 212
E5 636445.349 945280.128 2126.682 - - - - - - 636445.272 945280.086 2126.664 -0.077 -0.042 0.088 -0.018 209
E6 636430.138 945283.777 2132.292 - - - - - - 636430.003 945283.706 2132.264 -0.135 -0.071 0.153 -0.028 208
E7 636414.959 945287.451 2136.557 - - - - - - 636414.907 945287.411 2136.545 -0.052 -0.040 0.066 -0.012 218
E8 636391.982 945294.253 2139.244 - - - - - - 636391.839 945294.228 2139.146 -0.143 -0.025 0.145 -0.098 190
F1(R) 636522.509 945280.459 2107.975 - - - 636522.376 945281069 2108.199 636522.373 945282.08 2108.154 -0.003 0.0t1 0.011 -0.045 105
F2 636511.032 945284.714 2111.115 - - - - - - 636510.983 945284.715 2111.061 -0.049 0.001 0.049 -0.054 179
F3(R) 636498.740 945288.014 2114.139 - - - 636492.530 945289.646 2115.868 636492.481 945289.64 2115.832 -0.049 -0.006 0.049 -0.036 187
F4 636475.506 945294.063 2120.697 - - - - - 636475.394 945294.053 2120.674 -0.112 -0.010 0.112 -0.023 185
ITS 636452.046 945300.524 2127.393 - - - - - - 636451.91 945300.474 2127.363 -0.136 -0.050 0.145 -0.030 200
F6 636436.629 945305.293 2132.264 - - - - - - 636436.496 945305.256 2132.142 -0.133 -0.037 0.138 -0.122 196
F7 636421.117 945309.404 2136.927 - - - - - - 636420.955 945309.365 2136.924 -0.162 -0.039 0.167 -0.003 194
F8 636397.327 945315.000 2139.859 - - - - - - 636397.147 945314.991 2139.667 -0.180 -0.009 0.180 -0.192 183
GI(R) 636531.104 945310.143 2108.443 - - - 636532.807 945310.760 2109.260 636532.781 945310.736 2109.239 -0.026 -0.024 0.035 -0.021 223
G2(R) 636520.932 945315.056 2110.686 - - - 636518.872 945315.859 2112.163 636518.888 945315.852 2112.155 0.016 -0.007 0.017 -0.008 336
G3(R) 636509.086 945319.588 2114.535 - - - 636498.600 945323.704 2117.742 636498.61 945323.715 2117.727 0.010 0.011 0.015 -0.015 48
G4 636486.579 945327.939 2121.207 - - - - - - 636486.514 945327.942 2121.203 -0.065 0.003 0.065 -0.004 177
G5 636463.454 945334.341 2128.149 - - - - - - 636463.349 945334.319 2128.128 -0.105 -0.022 0.107 -0.021 192
G6 636445.377 945338.768 2133.082 - - - - - - 636445.357 945338.674 2132.857 -0.020 -0.094 0.096 -0.225 258
G7 636429.029 945343.133 2137.778 - - - - - 636428.971 945343.097 2137.75 -0.058 =0.036 0.068 -0.028 212
G8 636405.771 945349.322 2141.968 - - - - - - 636405.604 945349.306 2141.947 -0.167 -0.016 0.168 -0.021 185
HI(R) 636538.020 945333.277 2109.509 - - - 636535.906 945331.587 2110.724 636535.886 945331.581 2110.665 -0.020 -0.006 0.021 -0.059 197
H2(R) 636525.882 945336.258 2111.896 - - - 636525.413 945333.750 2112.961 636525.378 945333.709 2112.932 -0.035 -0.041 0.054 -0.029 230
H3(R) 636513.866 945339.576 2115.371 - - - 636505.661 945339.951 2117.947 636505.635 945339.952 2117.926 -0.026 0.001 0.026 1 -0.021 178
H4 636491.788 945345.834 2122.368 - - - - - - 636491.661 945345.833 2122.341 -0.127 -0.001 0.127 -0.027 180
H5 636468.368 945352.958 2129.400 - - - - - 636468.218 945352.971 2129.352 -0.150 0.013 0.151 -0.048 175
H6 636450.448 945358.593 2134.189 - - - - - - 636450.351 945358.566 2134.174 -0.097 -0.027 0.101 -0.015 196
H7 636432.965 945363.355 2139.412 - - - - - - 636432.876 945363.372 2139.384 -0.089 0.017 0.091 -0.028 169
H8 636409.569 945369.441 2144.034 - - - - - - 636409.385 945369.447 2143.985 -0.184 0.006 1 0.184 -0.049 178
I1 636551.433 945397.611 2113.643 - - - - - - 636551.316 945397.577 2113.611 -0.117 -0.034 0.122 -0.032 196
12 636527.467 945402.756 2119.318 - - - - - - 636527.372 945402.776 2119.214 -0.095 0.020 0.097 -0.104 168
13 636505.311 945409.023 2126.391 - - - - - - 636505.212 945409.001 2126.388 -0.099 -0.022 0.101 -0.003 193
I4 636482.975 945418.124 2133.100 - - - - - - 636482.862 945418.09 2133.087 -0.113 -0.034 0.118 -0.013 197
I5 636465.992 945424.121 2137.878 - - - - - - 636465.965 945424.114 2137.872 -0.027 -0.007 0.028 -0.006 195
I6(R) 636449.736 945431.123 2144.533 - - - 636441.968 945437.590 2146.264 636441.938 945437.602 2146.233 -0.030 0.012 0.032 -0.031 158

Table 1. Baseline and Most Recent Slope Pin Survey Data (Continued)
Baseline Survey Date 111111 Survey Date
Relative Movement(ft)
4 October 2017 15 November 2017 28 November 2018 17 December 2018
Pin Northing Easting Elevation Northing Easting Elevation Northing Easting Elevation Northing Easting Elevation Northing Easting Magnitude Elevation Direction
ID121 (ft NAD83) (ft NAD 83) (ft NAVD88) (ft NAD83) (ft NAD 83) (ft NAVD88) (ft NAD83) (ft NAD 83) (ft NAVD88) (ft NAD83) (ft NAD 83) (ft NAVD88) Dy A g Oz
I7(R) 636429.365 945438.929 2144.685 - - - 636418.142 945451.225 2144.741 636418.134 945451.198 2144.712 -0.008 -0.027 0.028 -0.029 253
J1 636589.795 945566.491 2110.121 - - - - - - 636589.788 945566.627 2110.145 -0.007 0.136 0.136 0.024 93
J2 636568.951 945558.829 2117.952 - - - - - - 636569.025 945558.997 2117.929 0.074 0.168 0.184 -0.023 66
J3 636546.840 945552.551 2127.177 - - - - - - 636546.958 945552.582 2127.234 0.118 0.031 0.122 0.057 15
J4 636524.605 945545.038 2135.297 - - - - - - 636524.545 945545.081 2135.296 -0.060 0.043 0.074 -0.001 144
JS 636511.106 945541.104 2139.670 - - - - - - 636511.072 945541.091 2139.669 -0.034 -0.013 0.036 -0.001 201
J6(R) 636494.456 945537.566 2144.459 - - 636484.746 945539.610 2146.797 636484.742 945539.62 2146.767 -0.004 0.010 0.011 -0.030 112
J7 636458.238 945536.154 2145.418 - - - - - - 636458.118 945536.158 2145.394 -0.120 0.004 0.120 -0.024 178
K1 - - - 636355.252 944990.677 2105.756 - - - 636355.226 944990.647 2105.799 -0.026 -0.030 0.040 0.043 229
K2 - - - 636331.850 944991.522 2113.769 - - - 636331.828 944991.467 2113.796 -0.022 -0.055 0.059 0.027 248
K3 - - - 636307.935 944991.991 2121.308 - - - 636307.919 944991.961 2121.336 -0.016 -0.030 0.034 0.028 242
K4 - - - 636284.719 944991.770 2129.980 - - - 636284.684 944991.732 2130.008 -0.035 -0.038 0.052 0.028 227
K5 - - - 636268.876 944992.094 2133.643 - - - 636268.819 944992.085 2133.671 -0.057 -0.009 0.058 0.028 189
K6 - - - 636244.438 944988.354 2135.738 - - - 636244.414 944988.306 2135.753 -0.024 -0.048 0.054 0.015 243
K7 - - - 636220.187 944984.130 2139.799 - - - 636220.117 944984.073 2139.763 -0.070 -0.057 0.090 -0.036 219
L1 - - - 636354.648 944959.744 2104.296 - - - 636354.639 944959.719 2104.326 -0.009 -0.025 0.027 0.030 250
L2 - - - 636331.594 944959.850 2113.090 - - - 636331.608 944959.823 2113.14 0.014 -0.027 0.030 0.050 297
L3 - - - 636308.016 944960.718 2120.726 - - - 636308.005 944960.699 2120.766 -0.011 -0.019 0.022 0.040 240
L4 - - - 636284.789 944961.672 2129.735 - - - 636284.801 944961.639 2129.758 0.012 -0.033 0.035 0.023 290
LS - - - 636268.886 944962.238 2134.049 - - 636268.866 944962.217 2134.075 -0.020 -0.021 0.029 0.026 226
L6 - - - 636244.305 944960.449 2136.222 - - - 636244.268 944960.414 2136.217 -0.037 -0.035 0.051 -0.005 223
L7 - - - 636219.873 944957.976 2139.827 - - - 636219.822 944957.943 2139.774 -0.051 -0.033 0.061 -0.053 213
M1 - - - 636346.980 944933.769 2108.038 - - - 636346.944 944933.719 2108.088 -0.036 -0.050 0.062 0.050 234
M2 - - - 636332.301 944934.044 2113.407 - - - 636332.306 944933.992 2113.457 0.005 -0.052 0.052 0.050 275
M3 - - - 636308.354 944933.362 2120.764 - - - 636308.34 944933.296 2120.785 -0.014 -0.066 0.067 0.021 258
M4 - - 636284.650 944932.521 2129.623 - - - 636284.645 944932.467 2129.637 -0.005 -0.054 0.054 0.014 265
M5 - - - 636268.791 944931.936 2134.684 - - - 636268.776 944931.921 2134.706 -0.015 -0.015 0.021 0.022 225
M6 - - - 636245.994 944928.466 2136.458 - - - 636245.933 944928.411 2136.455 -0.061 -0.055 0.082 -0.003 222
M7 - - - 636220.445 944923.770 2140.101 - - 636220.397 944923.728 2140.126 -0.048, -0.042 0.064 0.025 221
N1 - - - 636357.618 944918.266 2107.490 - - - 636357.585 944918.222 2107.542 -0.033 -0.044 0.055 0.052 233
N2 - - - 636352.426 944896.284 2117.312 - - - 636352.416 944896.234 2117.334 -0.010 -0.050 0.051 0.022 259
N3 - - - 636350.269 944885.756 2121.431 - - - 636350.272 944885.689 2121.459 0.003' 4067 0.067 0.028 273
N4 - - - 636348.810 944878.661 2122.579 j - - - 636348.8 944878.605 2122.593 -0.010 -0.056 0.057 0.014 260
N5 - - - 636347.724 944873.194 2125.008 - - - 636347.73 944873.131 2125.028 0.006 -0.053 0.053 0.020 276

Table 1. Baseline and Most Recent Slope Pin Survey Data (Continued)
Baseline Survey Date 111111 Survey Date
4 October 2017 15 November 2017 28 November 2018 17 December 2018 Relative Movement(ft)
Pin Northing Fasting Elevation Northing Fasting Elevation Northing Fasting Elevation Northing Fasting Elevation Northing Fasting Magnitude Elevation Direction
ID121 (ft NAD83) (ft NAD 83) (ft NAVD88) (ft NAD83) (ft NAD 83) (ft NAVD88) (ft NAD83) (ft NAD 83) (ft NAVD88 g [5]
(ft NAD83) (ft NAD 83) (ft Ay Og Oz ( )
N6 - - - 636342.816 944850.556 2134.354 - - - 636342.845 944850.492 2134.375 0.029 -0.064 0.070 0.021 294
N7 - - - 636335.035 944827.658 2136.142 - - - 636335.035 944827.612 2136.156 0.000 -0.046 0.046 0.014 270
N8 - - - 636325.082 1 944805.769 2-135.205 - - - 636325.083 944805.704 2135.237 0.001 -0.065 0.065 0.032 271
Notes:
[1] McKim&Creed performed baseline survey of slope pins on 4 October 2017 for slope pins Al through J7 and 15 November 2017 for slope Pins Kl through N8.
[2] McKim&Creed performed baseline survey of damaged/recovered slope pins on 28 November 2018.Damaged/recovered slope pin IDs are denoted by"(R)"suffix.
[3] Horizontal and vertical survey accuracy is to 0.10 ft(1.2 in.);relative movements in bold indicate displacement greater than NCDEQ Reporting Limit of 0.20$.
[4] Magnitude of relative movement(or displacement)computed based on the horizontal displacement only.
[5] A direction of 0 degrees represents true north.
1

Table 2. Slope Monitoring System Instrumentation and Monitoring Well Installation Details
Survey Record Top of Bot. of Sand Pack/
p Bot. of Screen Prepack Bentonite Seal
Top of Well Screen To of Screen Screen
Piezometer ID TOC Elev. Depth Unit
Northing(ft) Easting(ft) GSE(ft) (ft) Pad Elev. Depth Elevation (ft) Depth(ft Elevation(ft) Depth (ft bgs)
(ft) (ft bgs) bgs) (ft bgs)
PZ-1 636217.48 944940.05 2139.73 2142.73 2140.32 29.0 2110.73 34.0 2105.73 28.0 27.0 CCR
PZ-2 636169.71 945231.91 2144.89 2147.89 2145.17 40.0 2104.89 50.0 2094.89 38.0 31.2 Foundation Soil
PZ-2S 636171.53 945238.31 2144.19 2147.60 2145.06 20.0 2124.19 30.0 2114.19 18.9 17.0 CCR
PZ-3 636383.42 945306.57 2139.78 2142.78 2140.16 31.0 2108.78 36.0 2103.78 30.0 28.0 CCR
PZ-3D 636380.34 945296.73 2138.82 2142.34 2139.70 40.0 2098.82 50.0 2088.82 39.0 33.0 Foundation Soil
PZ-4 636457.27 945518.29 2145.52 2148.52 2145.63 27.0 2118.52 32.0 2113.52 26.0 25.0 CCR
PZ-5 636475.18 945250.34 2116.60 2119.60 2116.56 4.0 2112.60 6.5 2110.10 3.5 2.0 CCR
PZ-6 636567.12 945555.55 2119.17 2121.47 2119.28 7.5 2111.67 10.0 2109.17 6.0 3.0 CCR
PZ-7 636214.35 945122.99 2139.85 2139.95 2140.14 20.0 2119.85 30.0 2109.85 19.0 17.0 RCP Corridor Soil
Monitoring Well Information 131
MW-lA 636559.68 944943.83 2097.70 2100.40 2097.99 5.0 2092.70 15.0 2082.70 3.0 2.0 Foundation Soil
MW-2A 636617.12 945291.16 2099.90 2102.71 2100.19 5.0 2094.90 15.0 2084.90 3.0 1.0 Foundation Soil
MW-4A 635188.59 944975.13 2152.00 2151.55 2152.29 30.0 2122.00 45.0 2107.00 27.0 23.0 Foundation Soil
MW-5 636320.32 944677.45 2152.00 2153.86 2152.29 42.0 2110.00 57.0 2095.00 40.0 36.0 Foundation Soil
MW-6 636581.93 945096.41 2102.83 2103.13 - 2100.96 10.0 2092.83 20.0 2082.83 9.0 5.0 Foundation Soil
MW-7 636504.84 945718.42 2123.33 2123.62 2121.24 10.0 2113.33 20.0 2103.33 9.0 7.0 Foundation Soil
MW-8 636237.93 945850.91 2142.29 2142.59 2139.89 15.0 2127.29 25.0 2117.29 13.9 11.7 Foundation Soil
MW-9 635681.19 946058.68 2163.24 2163.53 2160.87 21.5 2141.74 31.5 2131.74 17.5 19.5 Foundation Soil
Inclinometer Construction Information
INCA 636385.89 945318.6 2140.6 2142.82 2140.9 Inclinometer Casing Installed to 41.8 ft bgs
Notes:
[1] Elevations provided in terns of ft NAVD88.
[2] GSE-ground surface elevation;TOC-top of casing;ft bgs-feet below ground surface.
[3] Monitoring well information presented for reference.Monitoring wells are utilized to monitor groundwater(by others)and are not used to monitor Area 1.

Table 3. Piezometer Phreatic Surface Level Measurements
Piezometer
ID PZ-1 PZ-2 PZ-2S PZ-3 PZ-3D PZ-4 PZ-5 PZ-6 PZ-7
TOC El. 2142.73 2147.89 2147.60 2142.78 2142.34 2148.52 2119.60 2121.47
(ft)
Date DTW Elevation DTW Elevation DTW Elevation DTW Elevation DTW Elevation DTW Elevation DTW Elevation DTW Elevation DTW Elevation
(ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft)
11/20/17 29.70 2113.03 35.60 2112.29 - - 27.28 2115.50 - - 24.59 2123.93 6.30 2113.30 6.07 2115.40 - -
11/20/17TM 29.63 _ 2113.10 34.69 2113.20 - - 28.43 2114.35 - 24.69 2123.83 6.20 2113.40 6.79 2114.68 -
11/22/17 29.52 2113.21 34.40 2113.49 - 27.44 2115.34 - - 24.34 2124.18 6.23 2113.37 6.54 2114.93 - -
11/29/17 29.64 2113.09 34.62 2113.27 - = 26.68 2116.10 - - 24.58 2123.94 6.70 2112.90 7.06 2114.41 - -
12/12/17 29.49 2113.24 34.37 2113.52 - - 27.60 2115.18 - - 24.31 2124.21 5.59 2114.01 6.52 2114.95 - -
12/27/17 29.75 2112 98 34.71 2113.18 - 27.78 2115.00 - - 24.73 2123.79 6.18 2113.42 5.82 2115.65 -
01/22/18 29.58 211315 34.48 2113.41 - - 27.38 2115.40 - - 24.31 2124.21 5.96 2113.64 5.75 2115.72 - -
02/1.5/18 29.18 2113.55 33.89 2114.00 - - 26.65 2116.13 - - 23.55 2124.97 4.74 2114.86 4.42 2117.05 - -
- -.. _- - - -- - -- - -- - --- - ---- - ----- ---- - - ------ _ _ --------- ------ - -- - --- --- - ---- -- -- - - - --
03/12/18 28.60 2114.13 33.68 2114.21 - - 26.26 2116.52 - - 22.51 2126.01 5.21 2114.39 4.54 2116.93 - -
04/OS/18 28.56 2114.17 33.88 2114.01 - 26.82 2115.96 - - 22.35 2126.17 5.98 2113.62 6.03 2115.44 -
05/02/18- 28.48 2114.25 33.88 2114.01 - - 26.75 2116.03 - - 22.31 2126.21 5.93 2113.67 6.38 2115.09 - -
OS/14/18 28.48 2114.25 30 2114.09 26.83 2115 22.2 2126.28 6.72 22.88 6.72 53.8 214.0 .95 = - 4 11 2114.7 -
-- - -- 8 _ _- . ---_T._ _ -__ --- ----_--._-
06/12/18 28.15 2114.58 33.13 2114.76 - - 25.65 2117.13 - - 21.82 2126.70 5.41 2114.19 5.65 2115.82 - -
07/09/18 28.19 2114.54 33.49 2114.40 - - 26.63 2116.15 - - 22.09 2126.43 6.78 2112.82 6.45 2115.02 - -
08/06/18 26.48 2116.25 33.50 - 2114.39 - _ - _ _ 26.4_8_ 2116.30 - _ _ - 22.34 2126.18_ 5.04 21_14.56_ _5.25 21_16.22 - -
08/22/18 28.15 2114.58 33.58 2114.31 2964 2117.96 26.08 2116.70 28.71 2113.63 22.07 2126.45 4.97 2114.63 5.04 2116.43 22.37 2117.58
09/10/18 28.18 2114.55 33.35 2114.54 29.49 2118.11 26.59 2116.19 28.91 2113.43 22.21 2126.31 6.43 2113.17 7.36 2114.11 - -
__-- -- -.___--- --_. -------_-- -_
10/16/2018 28.27 2114.46 33.43 2114.46 29.42 2118.18 26.63 2116.16 28.79 2113.55 22.42 2126.10 5.00 2114.60 5.45 2116.02 - -
10 22 2018 - - 33.71 2114.18 29.45 2118.15 23.04 2119.74 29.00 2113.34 20.10 2128.42 - - 6.10 2115.37 22.70 2117.25
11/l/2018 - - 33.00 2114.89 29.21 2118.39 25.86 2116.92 28.60 2113.74 = - - - - - 22.48 2117.47
11/12/2018 28.25 2114.48 33.14 2114.75 29 37 2118.23 26.74 2116.04 28.78 2113.56 22.19 2126.33 5.16 2114.44 5.06 2116.41 22.76 2117.19
12/17/2018 27.80 ` 2114.93 33.11 2114.78 1 29.33 2118.27 26.35 2116.43 28.32 2114.02 21.49 2127.03 4.42 2115.18 4.52 2116.95 22.70 2117.25
Notes:
[1] TOC=Top of Casing;DTW=Depth to Water;GWT=Groundwater Table;EL=Elevation;ft NAVD88=feet North American Vertical Datum of 1988.
[2] All elevations are provided in ft NAVD88.
[3] Non-bolded values refer to manual depth to water measurements.Bolded values were computed from transducer measurements installed within each piezometer.

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267
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,
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•
26
,
- f 4
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4
4
S Ifl it ` � t• I } it f#� ���-` ,;
-
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,
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ti ,s �- 'Ir 4 �dl 3 •r 4r ��t-"-} !''�
11 �•`tl 4
1 y u �+'`C}i � � -.r� �'r 1 '3 � ty r� 1 1 .-r'r•r' I, kz} t1 l r_ 1'�' '� �:
_ A Cq. ,.+ y4' � Li. �:. � �� ro M1 ..a ,r 1 � 7' � �I d rr� d ! �.t-}y`�i i f .i,'eY.� +•"`,
_"-4 _ • _ - LKI 1 �.: .fir;' 111 500 1 1,000 2,000 Feet
Legend
Area I 'Stormwater Network
SITE LOCATION MAP
Parcel Boundary
uA
Asheville Regional Airport
Asheville,North Carolina
Credits:1.Service Layer
• -:Esri,DigitalGlobe,GeoEye
t ENERGY.
2. Parcel boundaries obtained from Buncombe County GIS website
constiltants
on 1 December 2017.3.Area I Boundary provided by SynTerra Corporation in July 2018
CHARLOTTE,NC FEBRUARY 2019
I ti jy3 y`n
l�

I .
I -
i Approximate
j 'area of slump '
,Approximate extent Approximate ` Moist Area - rio
of,riprap buttress location of crack (2017) ,';flow observed (2017)
Seep firs3
`noted in;;015
3;
'N ')
F1 (RY lY�� 12 .� J4-
il® G2(R)
CP-.T, �., _/ID1(R•)p��E F2 1 %H2(R) ' J5i
/ ( 13
gga
e.., L . - ,.< : Ni"104
� R .f/.. ) ,',H3(R)
,Approximate wet areal r ._. ca(R��o2 >o f� F3 R+¢ ��3 R 1f.H4 , 14 as
4 first i6fi I In 2015 ', , r Al(R��- (R) �:(R).�. fE !_/i'' JG4,(R) 0 )
('riot"surveyed) A?.: B2• % D3.(R)i" ) 1 )F4i G5,(R) ) 15
�iC3,(R) ) H5 J7 j
A3. 63 F5;
�.._n C4 D4 E5) G6`.(R)'',H6 16(R)
C5. J D� E6) j G (R) CP-3
B5' My Lj H7 O
r � I
Groundwater see _ B_s, G (R)
P Asp .) �c�y )�� 0 iH8
D8) t
A7.j 67,1
�� Wef•Area/Shallow,'Slo(fgh)
N3, : N1 L1 K1, .,• `s).gg (No_fe 4).
N6 N4 a N2 M1 ti
+ F N7 N5 M2 L2 K2(
�N8 )
I
•M3; L'3, K3)
J i
M4 L14 K4
LegendCP_2 M5 L5 K5 i
F I
Control
Arpor"t'security ferice
-. �M6, L�,, Ks} , R �'` 60�'d ame'ter RCF7 J
X with co'ncrete'foofer'
Slope• • 14 November1 M7 LT K7 /
October 2017r'
c Shallow Slough
Wet• Wet Area 2017
Area/Shallow
Temporary Stabilization Measure
Area 1 Stormwater Network
! #
Credits:1.Service Layer DigitalGlobe,survey
2. Slope pins on the eastern slope and riprap baseline
Access•Gate,
performed • on October 21
Slope pins on the western slope baseline survey performed
. • ••
by McKim&Creed on 15 November 2017.
3.
• •
Damaged/recovered slope pins,denoted by surveyed by McKim&Creed on 28 November 2018.
4.Limits of crack within Temporary Stabilization Measure ar DUKE
based on - • observations an• slope pin surveys for • y . •
Aerial limits of ••
CHARLOTTE, 1

R
� u
3
I I I Ii
i
ss
0
■ ■ �•. IOF�L7 ••
Legend • •
ii Hand ■
9 Historical Mon.itoring Well
0 Inclinometer • ..
Monitoring Well
SPT/Piezometer '
® Temporary Stabilization Measure
0 Parcel Boundary
Area 1 Stormwater Network
100 50 0 100 200 F et
Notes:
1.Service Layer Credits: Source:Esn,DigitalGlobe,GeoEye, SLOPE MONITORING SYSTEM
EarthstarGeographics,CNES/Airbus DS,USDA,USGS, INSTRUMENT LOCATIONS
AeroGRID,IGN,and the GIS User Community.
2. Field investigation locations were surveyed by McKim&Creed
on 29 November 2017. Asheville Regional Airport
3. SPT-2A and HA-1 are shown at approximate locations. These Asheville,North Carolina
borings were terminated early due to difficult or unexpected ground
conditions and were not surveyed. D DUKE
4.Parcel boundaries obtained from Buncombe County GIS website GeosynteC i ENERGY. Figure
on 20 December 2017. conSLlIt8I1tS
5.PZ-2S,PZ-3D,PZ-7 were installed in August 2018 and surveyed ,.• 3
by McKim and Creed on 10 September 2018.
CHARLOTTE,NC FEBRUARY 2019

-- -- ------- ------------ -
- --— - - - -- -----
I �
M W-6j J i
I --
grozimate extent,
E2 R)
J
_ D (R)
` H
r-- A (R) 61 (R) C2(R')�D3 �3 R) �1 4;' )4 :}' 0��(R)
`-1
' j 62 C3(R) F4
,a�� , E4 H5 -
f G5• 15
'�'B3• 'D4, `9
:k JA3: rt -`C4> > F5 J Subsidence relative J,
E5 G6~ j61 -- to baseline: 0.23 ft
- ==-60J'�d arrieter`RCP B4} /.�.__: _ �r' eIjW
C5 D5. ,6' S6, G� HJ
B5) ' ,
SC
A5j C6 ^� 7 H8 �
6 `D7 G8
6� 'B) F8
i
'� '
Legend
Lateral mod eem nt�
-� \relative to b sa eline
68
Slope Surveyed - • j Magrit'ude:0�2jR
I Directio=n`. 195Td g ejs
0 Historical Monitoring Well
Monitoring Well (Note 6) k)-
Temporary Stabilization Measure
Stormwater Network
1 25 1 50 100 Feet
MEMO-
1.Service Layer Credits: Source:Esri,DigitalGlobe,GeoEye,
Earthstar .. .•hics,CNES/Airbus •
AeroGRID,IGN,and the GIS User Community. A'
AREA I SLOPE MONITORING PIN
2. Monitoring well locationsobtained
Summary and Boring Logs"letter prepared by Charah,Inc.dated MOVEMENTS
Asheville Regional Airport
3. Covered/Damaged .. Asheville, North Carolina
Slope4.
d on 17 December 2018.
5.Survey tolerance is 0.1 ft. Slope pins computer%Afith movement
more 0.2 ft are labeled Wth magnitude and Geosynte& fm DUKE
RGY Figure
direction of movement 1 .6.Monitoring Wells were installed by Geosyntec in August 2018 pe ENE
nstfltants corrective actions. 4
• FEBRUARY 2019

Mae""
I`S i.
k
3#
IC'Kf' l� G3;1 ti
y
.1 •
Legend
Control Point
• 17 December 2018 Event .. _
-1� Monitoring Well
6 Historical Monitoring Well
® Temporary Stabilization Measure
Stormwater Network
50 25 0 50 100 Feet
Notes: AREA 1 SLOPE MONITORING PIN
1.Service Layer Credits: Source-Esri,DigitalGlobe,GeoEye, + MOVEMENTS-WEST CELL
Earthstar Geographics,CNES/Airbus DS,USDA,USGS,
AeroGRID,IGN,and the GIS User Community. Asheville Regional Airport
2. Monitoring well locations obtained from"Area 1 Water Location Asheville,North Carolina
Summary and Boring Logs"letter prepared by Charah,Inc.dated
29 December 2009. (' 1
3. Slope pins surveyed by McKim&Creed on 17 December 2018. Geosyntee� I DUKE Figure
4.Survey tolerance is 0.1 ft. Slope pins computer with movement h ENERGY®
more than reporting limit of 0.2 ft are labeled with magnitude and consultants
direction of movement(o degrees is true north) NO DISPLACEMENT COMPUTED IN EXCESS OF REPORTING LIMIT CHARLOTTE,NC FEBRUARY 2019 5
i

Appendix A
Area 1 Slope Pin Survey Measurements
(by McKim & Creed)

APPENDICES

2125 —___�__ A i __ �_ V i��__ _ ._ 1.5
I s
� I I
1 25
� ( 1
t j
3
I i
1 o PZ-2 Troll
- o PZ-2S Troll
d
z °Oow
;U © PZ-3 Troll
i a
3 i o PZ-3D Troll
i
° 0.5
Hourly
i
Precipitation
i
° 00 o 025
I i
� I
S
2105 0
29-Jul2018 20-Aug-2018 11-Sep-2018 3-Oct-2018 25-Oct-2018 16-Nov-2018 8-Dec-2018 30-Dec-2018
Measurement Date
Figure 14. Pressure Transducer Measurements
Notes:
[1]Hourly rainfall measurements (Gauge ID:KAVL)downloaded from the State Climate Office of North Carolina
CRONOS Database at NC State.
[2]PZ-2 and PZ-3D are screened within foundation soils;while,PZ-2S and PZ-3 are screened within the Area 1 fill.
[3] Sharp reductions in water elevations represent hourly intervals where the pressure transducers were removed from
piezometers during well development,sampling,and other maintenance activities.

2140 5.0
0 PZ-1
2130 4.0 o PZ-2
0
0
0 0 0 0 1 0 0 0 0 0 0
0 1 1 0 PZ-2S
00 0 0
2120 3.0 0 PZ-3
7 0 0 0
8 0
0 0 Ogg .2 0 PZ-3D
010m:
-L�2110 2.0 o PZ-4
o PZ-5
o PZ-6
2100 1.0 o PZ-7
2090 0.0
2-O.t-2017 I-Jan-2018 2-Apr-2018 2-Jul-2018 1-Oct-2018 31-1)ec-2018
Measurement Date
Figure 13. Piezometer Measurement Data
Notes:
[1]Daily rainfall measurements (Gauge ID: KAVL) downloaded from the State Climate Office of North Carolina
CRONOS Database at NC State.
[2]Piezometers PZ-I through PZ-6 were installed by Geosyntec between 15 and 17 November 2017.
[3]Piezometers PZ-2S,PZ-3D,and PZ-7 were installed between 6 and 14 August 2018.
[4]PZ-2 and PZ-3D are screened within foundation soils;PZ-7 is screened within the RCP soil corridor; and PZ-1,
PZ-2S,and PZ-3 through PZ-6 are screened within the Area I CCR fill.

0.400 _ _ -__-_- 4.5 0.400 _,- _...., ..�-_ _... _ _-..._ 4.5
o M1 1 a N1
0.350 , -_ 4 e M2 0.350 -- , .. 4 e N2
0.300 _..... .,_._ _. _ t 1' _ I _ 3.5 e M3 C 0.300 __.,., __ _ _ _._ 3.5 a N3
3 ° M4 ^ L 3 a ° N4
0.250 0.250 -- _ - ---�-
} --- 2.5 upo ° M5 1 2.5 ° N5
0.200 L S o M6 0.200 f o --- 2 .� o NG
0.150 - - j_- ! e----�--- 2 d ° M7 R 0.150 �u' o N7
f i 1.5 E
° ---------Reporting Limit 8 - JA �
o ;k N8
0.100 - --®v u. - 6 - ._� 1 0.100 - --•-o o- - -- - i
- o"-� 1
Daily Rainfall V L,-�
-------.Reporting Limit
0.050 - - - --•� ._ __ ©_ -- _ - 0.5 0.050 - -� - - - 0.5 Daily Rainfall
0.000 0 0.000 0
10/2/2017 1/1/2018 4/2/2018 7/2/2018 10/1/2018 12/31/2018 10/2/2017 1/1/2018 4/2/2018 7/2/2018 10/1./2018 IWI/2018
Measurement Date Measurement Date
0.400 .T-- ---- -- --- 4.5 0.400 --1-_.___.-r-- - ---- 4.5
j-- --� Ml --- o N1
o S �,
0.300 _.-_---1 - -r 4 e M2 0300 -- --�--1 - i 4 • N2
V 1
------------- ----- • 3.5 e M30.2001 I i 3.5 n N3
-- , 3 ..
I i a 3 0 I ° N4
° M4
N 0.100 - --- - - ---- -.._.._._1.__._. --- N 0.100
¢ gg o
m � � � � @ A }B o • j o � rl 2.5 o MS � 6 2.5 o NS
on
0.000 - -�-- ---�.-- --� 2 w ° M6 � 0.000 - - -® 9- -�-H+-- 2 o N6
t G 9
F-0.100 - --- - --- 1.5 [ -0.100 -,-._-.. _ 1.5 0:
-----
.� --__ p+ ---------Reporting Limit V ° N8
- ------------- -------------- -'----- •--- --- ---0.200 Daily Rainfall 0.200 j R 1 ---------Reporting Limit
-0.300 - - _ _ __ ;_ _.. .__ 0.5 0.300 - - --� - . --�- -- -.' - 0.5 -Daily Rainfall
-0.400 0 0.400 0
10/2/2017 1/1/2018 4/2/2018 7/2/2018 10/1/2018 12/31/2018 10/2/2017 1/1/2018 4/2/2018 7/2/2018 10/1/2018 12/31/2018
Measurement Date Measurement Date
Figure 12. Computed Slope Pin Transects M and N Displacements(West Cell)
Notes:
[1] Slope pin survey tolerance is 0.1-ft;the Reporting Limit required by NCDEQ is 0.2 ft.
[2] Daily rainfall measurements(Gauge ID:KAVL)downloaded from the State Climate Office of North Carolina CRONOS Database at NC State.

0 ICI ° Ll
0.350 -�- I --- 4 • K2 0.350 --- - 4 • L2
0.300 0
K3 .300 1 3.5 • 3.5 a L3
1 I 1 � { .-.
3 v • K4 �^ I 3
�( 0.250 - -- -�--�.,A�- 2.5 0 ° ICS 0.250 - -j4- -- r 2.5
I` o L5
0.200 - - - -- o K6 0.200 g 0 L6
2 p 2 _
n0.150 - -- �JF-
--- ° K7 oan0.150 - ° - -- u ° L7
$ ^ y - t-� � 1.5 a ---------Reporting Limit Z • - 1'S p`.i ---------Reporting Limit
0.100 0.100 L
- - � -® --
Daily Rainfall Daily Rainfall
0.050 - -d- -o- - - e. ® 0.5 0.050 . 1 - !-90.5
0.000 0 0.000 0
10/2/2017 1/l/2018 4/2/2018 7/2/2018 10/1/2018 12/31/2018 10/2/2017 1/1/2018 4/2/2018 7/2/2018 10/1/2018 12/31/2018
Measurement Date Measurement Date
0.400 4.5 0.400 4.5
° Kl ° Ll
0.300 4 • K2 0.300 4 a L2
_ 0.200 T I f 3.5 • K3 0.200 3.5 • L3
3 ^G.•. ° K4 ° 0 3 V • L4
0.100 v 0.100 0-
8 � � °e �a 9g 2.50 Ks d e S � y 1 4a 2.50 ° L5
a 0.000 -B c ° ° ■ - ---n -$ u ■u 0 K6 0.000 - -� -1� - ° �-d -0-0 0 L6
U -0.100 - --�- -- °------- ___�. ° K7 -0.100L
° ° °._. __ �_ _._ _ ° L7
- °
4 ---------Reporting Limit �_0.200 _--�� � L5 ay. .........Reporting Limit
-0.200 t ,I
1 T Daily Rainfall 'u - 1 -�-Daily Ra nfall
0.300 - IJL�
- -- - - 0.5 0.300 0.5
1
-0.400 0 -0.400 0
10/2/2017 1/1/2018 4/2/2018 7/2/2018 10/1/2018 12/31/2018 10/2/2017 1/1/2018 4/2/2018 7/2/2018 10/l/2018 12/31/2018
Measurement Date Measurement Date
Figure 11. Computed Slope Pin Transects K and L Displacements (West Cell)
Notes:
[1] Slope pin survey tolerance is 0.1-ft;the Reporting Limit required by NCDEQ is 0.2 ft.
[2] Daily rainfall measurements(Gauge ID:KAVL)downloaded from the State Climate Office of North Carolina CRONOS Database at NC State

0.400 4.5 0.400 4.5
o I]
0.350 4 0.350 4
a 12 A J2
3.5 3.5
0.300 90.300
3 d - 13n e 3 B
0.250
0.250
2.5 0 * 14 2.5 J4
0.200 0.200
2 2
- 15 0 J5
bj)0.150
-T 0.150
z 1.5 1.5
- 16(R) 0 0 0 0 A. 0 J6(R)
0.100
0.100
J, 0 ---------Reporting Limit
' kr 14
0 ---------Reporting Limit
11 d 1 . 0, 06
♦
8 1 a 17 1 1-
0.o5o 0.050
C3
0.5o�l 0.5
0.000 0.000
10/2/2017 1/1/2018 4/2/2019 7/2/2018 10/1/2018 12/31/2018 Daily Rainfall 10/2/2017 1/1/2018 4/2/2018 7/2/2018 10/1/2019 12/31/2018 Daily Rainfall
Measurement Date Measurement Date
0.400 4.5 0.400 -- 4.5
11 i j I 0 ji
0.300 4 0.300 4 a J2 15 a J3
3.5
A 12
0.200 t 13 0.200
3 v 0 14 0 3 * J4
0.100 0.100 --f-
0 15
2.5 2.5 J5
oa a .12
0.000cca d- 0.000 3en 9.01, 1 0
o-g- P
0 16(R) a -1 0 J6(R)
2 2 A
A U 'A a
A
-0.100 a 0.100 P
1.5 E
9- --------- P4
w
17 1.5 r.
Reporting Limit ... ....Reporting Limit
-0.200 -0.200
Daily Rainfall Daily Rainfall
0.5
0.300 -0.300 5
-0.400 0 -0.400
10/2/2017 1/1/2018 4/2/2018 7/2/2018 10/1/2018 12/31/2019 10/2/2017 1/l/2018 4112/2018 7/212018 10/112018 12/31/2018
Measurement Date Measurement Date
Figure 10. Computed Slope Pin Transects I and J Displacements (East Cell)
Notes:
[1] Slope pin survey tolerance is 0.1-ft;the Reporting Limit required by NCDEQ is 0.2 ft.
[2] Daily rainfall measurements(Gauge ID:KAVL)downloaded from the State Climate Office of North Carolina CRONOS Database at NC State.
[3] Slope pins denoted with an(R)suffix were damaged in October 2018,replaced in November 2018,and a baseline survey was performed 28 November 2018.

f,
0.400 - 4.5 0.400 - 4.5
° Gl(R) ° HI(R)
0.350 - --- - - -- 4 0.350 - 4 .
• MIR) -� e • H2(R)
0.300 - -- --- 3.5 90.300 - --- -- # 3.5
3 e G3(R) � { e fA e 3 v e H3(R)
0.250 --.. -{--�__. e G4 �1 0.250 - li Q T C e H4
m _- 2.5 0 --j- 2.5 �o
0.200 1 _f 111 2 � o GS Q 0.200 i1 e o 0 2 .9 ° H5
o a e
z 0.150 -- °- d o GG 0.150 - -- - - - - o ° ° H6
-� �- ° 1.5a e • 1.5 �
0.100 _.°e Q e - Q o� --° 1 o G7 0.100 - $n°- o Q Y.- °T-� - 1 °: H7
_ I ° 9
t9
G e 9 - ° tu - 0.5 ° G8 0.050 8 8.. $ o p t 0:5 0 H8
Y ;a I
0.000 0 ---------Reporting Limit 0.000 0 ---------Reporting Limit
10/2/2017 1/1/2018 4/2/2018 7/2/2018 10/1/2018 12/31/2018 10/2/2017 1/1/2018 4/2/2018 7/2/2018 10/1/2018 12/31/2018
Measurement Date -Daily Rainfall Measurement Date -Daily Rainfall
0.400 - - 4.5 0 Gl(R) 0.400 4.5 o H1(R)
0.300 -�ii�_ 4 • G2(R) 0.300 - f{ f 4 e H2(R)
0.200 3.5 ^ e G3(R) V 0.200 4 3.5 ^ c H3(R)
3
0.100 - - -- -- •:. ° G4 � 0.100 ---- --� 3 • H4
� ° -�-- � 2.5 0 ° GS � - ---- �- A 2.5 0 ° HS
d 0.000 8 � =B - -�-e- --o e 2 ° G6 o.000 €lad -�- - -• g-o B- 2 s
s f g 8 - a ° HG
If t
R
e -0.100 -- 1.5 °�' ° G7 c -0.100 _ o 0 0 1.5 H7
-0.200 �, �{_ _. _. Pa ° G8 _0.200 --7 e e _ P, ° H8
11 t �Ii
1
---------R orting Limit -----
___.._ -.. __ m.. v � W _ _ - ---Reporting Limit
-0.300.._ _.�._ � 0.5 -0.300 - -- IL
-- 0.5
- Daily Rainfall -�-Daily Rainfall
_ -0.400 III 0 -0.400 VVV 0 -
10/2/2017 1/1/2018 4/2/2018 7/2/2018 10/1/2018 12/31/2018 1.0/2/2017 1/1/2018 4/2/2018 7/2/2018 10/1/2018 12/31/2018
Measurement Date Measurement Date
Figure 9. Computed Slope Pin Transects G and H Displacements(East Cell)
Notes:
[1] Slope pin survey tolerance is 0.1-ft;the Reporting Limit required by NCDEQ is 0.2 ft.
[2] Daily rainfall measurements(Gauge ID:KAVL)downloaded from the State Climate Office of North Carolina CRONOS Database at NC State.
[3] Slope pins denoted with an(R)suffix were damaged in October 2018,replaced in November 2018,and a baseline survey was performed 28 No vemb�r 018.
McKim and Creed did not survey Transect G on 15 October 2018. Slope pins HI through H3 were located adjacent to wet area and was buttressed.

0.400 4.5 0.4 --1 --- - 4.5
{ f o E1(R) -- - o F1(R)
0.350 - - - i ---1 f 4 0.350 4
j e E2(R) • F2
0.300 __._.. l - -�- -- 3.5 e M(R) C 0.300 ---._ __.__. -. - --- - 3.5
P 3 3 ° e F3(R)
�( 0.250 - ` _ - o o 0.250 --Tt'-- ---- d e F4
2.5 1 �----- 1 2.5
0.200 - - ` ° o c o ES 0.200 - 1 8 0 2 o FS
2 o c
0.150 -- -$-8 u 0.150 - - - >1 o
} ° 1.5 ° E6 ° 1.5 F6
_ o 0
0.100 °' -� ° � _ e t_. _e L � 1 o E7 0.100 F7
p t.
_,.._ e Q o o `, g g 9 G I 1
0.050 ��.� . g - 0.5 ° E8 0.050 °o -r 0 1 __,. w _. ,_, 0.5 ° F8
e
Ip
0.000 0 Reporting Limit 0.000 0 ---------Reporting Limit
10/2/2017 1/l/2018 4/2/2018 7/2/2018 10/1/2018 1281/2018 10/2/2017 l/1/2018 4/2/2018 7/2/2018 10/1/2018 12/31/2018
Measurement Date --Daily Rainfall Measurement Date Daily Rainfall
0.400 -- --- 4.5 0.400 ----- 4.5
i
i T ° E1(R) o Fl(R)
� 1
--0.300 -- ---�_ ___._� ---- �- --.- -. _----- 4 e E2(R) 0.300 ---_ _._-. {---- --- 4 n F2
3.5 f 3.5
,-, 0.200 I ---- ° E3(R) � 0.200 � e F3(R)
3 .° o E4 1 .3 ° • F4
__ __ t
.f l 0.100 .._ _..._ � ......m.W- .. N 0.100 ------ e - - - ----------
m t� e ° 2.5 0 ° ES �- a e ° e_. 2.5 0 ° FS
ea 0.000 d$g_g 0.000 - .g@ -.@.-6_- .-_._ -H
s o f 6 6-e 2 - E6 9 2 .� ° F6
-0.100 --- ° ._.-o_o_ 1.5 o Eg °E7 -0.100
° ° ° 1101 ° o ° 1.5 o. F8
+ P. o ° IP.
0._00 1 -0.200
l.M, ---------Survey Tolerance �_ _ _. ---------Reporting Limit
Q -0.300 - ..._.._ _ __.. 0.5 -0.300 _.._ _ 0.5
_ Daily Rainfall -Da ly Rainfall
0.400 0 -0.400 0
10/2/2017 1/1/2018 4/2/2018 7/2/2018 10/1/2018 12/31/2018 10/2/2017 1/1/2018 4/2/2018 7/2/2018 10/1/2018 12/31/2018
Measurement Date Measurement Date
Figure 8. Computed Slope Pin Transects E and F Displacements (East Cell)
Notes:
[1] Slope pin survey tolerance is 0.1-ft;the Reporting Limit required by NCDEQ is 0.2 ft.
[2] Daily rainfall measurements(Gauge ID:KAVL)downloaded from the State Climate Office of North Carolina CRONOS Database at NC State.
[3] Slope pins denoted with an(R)suffix were damaged in October 2018,replaced in November 2018,and a baseline survey was performed 28 November 2018.

0.400 - -- 4.5 0.400 4 } - --- 4.5
0.350 0.350 o CI(R) -- f � 4 ° DI(R)
�----�--------
• C2(R) • D2(R)
0.300 --- -- - 3.5 V 0.300 3.5
^V ° O(R) v e D3(R)
3
0.250 ---- -- - - 0.250 - ----- 3
{
d - 1 2.5 o C4 �- • 2.5 0 • D4
0.200 2 ° C5 0.200 2 G o DS
f 9 --- j o
. 0:150 - -- - ------ i _.-°•o .� ° C6 00:150 - o - -$- a�i o D6
° 1.5 ° 1.5
0.100 ■a- @- - n o °-� - $ 1 w o C7 0.100 - -8 -pQ o- -o - -: 1a_� - - I P" ■ .D7
o . 8 0 ■ 8 m a
0.050 9 e 0.5 ° C8 0.050 0 .Q g. os ° D8
e a
0.000 0 ---------ReportingLimit 0.000 0 ---------Reporting Limit
10/2/2017 1/l/2018 4/2/2018 7/2/2018 10/1/2018 12/31/2018 10/2/2017 1/l/2018 4/2/2018 7/2/2018 10/1/2018 12/31/20i8
Measurement Date -Daily Rainfall Measurement Date Daily Rainfall
0.400 �. -_ �� 4.5 4.5
o Cl(R) 0.400 a_ - o DI(R)
0.300 #j# 4 • C2(R) 0.300 -_ - 4 • D2(R)
0.200 3.5 e C3(R) 0.200 1 3.5 e .W(R)
_ I 3
.p^. ° 3 •.
tv 0.100 -- y •-• ;--+--- _—�-�, � v 0.100 - ----�- D4
• • � ° — 1 °i•-1--� 2.5 o D5 u S g B 9 • 1• 2.5 o C5 y • o .
0.000 g�— --$s_Q_ a �� 2 o c6 0.000ik F-7
� e • g ° 2 A.
-0.100 —o o- - e u C7 0.100a ■ D7
c ° ' ° ° S 1.5 a o o t o.° 1.5
! e ! o C8 f o D8
-0.200 1 -0.200 1
°1 ---------Reporting Limit - ---------Reporting Limit
.0.300 _ 0.5 -0 00 - - - - 0.5
- - - - -Daily Rainfall i -Daily Rainfall
-0:400 - 0 -0.400 0 -- -
10/2/2017 I/l/2018 42/2018 7/2/201.8 10/1/2018 12/31/2018 10/2/2017 I/l/2018 42/2018 7/2/2018 10/1/2018 12/31/2018
Measurement Date Measurement Date
Figure 7. Computed Slope Pin Transects C and D Displacements(East Cell)
Notes:
[1] Slope pin survey tolerance is 0.1-ft;the Reporting Limit required by NCDEQ is 0.2 ft.
[2] Daily rainfall measurements(Gauge ID:KAVL)downloaded from the State Climate Office of North Carolina CRONOS Database at NC State.
[3] Slope pins denoted with an(R)suffix were damaged in October 2018,' replaced in November 2018,and a baseline survey was performed 28 November 2018.

0.400 -- --- 4.5 0.400 -- r--- - -- 4.5
j---- �-- 1' o Al(R) �.. ._ o B1(R)
0.350 ___�--�_ i------ 4 4 0.350 4
e A2 e B2
0.300 --i-- ----- �_-_ _ 3.5 f _ j 3.5
a e A3 e B3
0.250 _ __--. __-._..-��- ------ o Y 0.250
f 3 S' ii ------j�-`� o B4
m { 2.5 o A4 4 2.5 o
0.200 3 ° AS 0.200
0.150 -- -..--- ..--_-. __ -o°- 2 .� o 0.150 �° °-- 2 •y o
��- 8 ° 1.5 A6 z o 000 1.5 CL. B6
0.100 ° --f--- o e - - 1 ° A7 0.100 o a O o a -o-` o._�o_ o_ 1 o B7
-..o 8 0 jj [
° °_ e °
om_ 1._, „LL
0.050 o $ �--Q._„p..__ _ ._ 0.5 ° AS 0.050 @ 0 o._,g..__ .. E. 0.5 ° B8
0.000 0 .........Reporting Limit 0.000 0 ' 0 ---------Reporting Limit
10/2/2017 1/l/2018 4/2/2018 7/2/2018 10/1/2018 12/31/2018 10/2/2017 1/l/2018 4/2/2018 7/2/2018 10/1/2018 12/31/2018
Measurement Date Daily Rabifall Measurement Date �-Daily Rainfall
0.400 4.5 0.400 --- - --- 4.5
0.300 -- ---�--�--- 4 e A2 0.300 4 ° B2
r: 0.200 r 3.5 e A3 0.200 - 1 3.5 e B3
j 3 o A4 3 •" o B4
N 0.100 ------ --_... - -- 0.100 -
v i 2.5 0 ° A5 -� 2.5 0 ° B5
0.000 s.._o__-��` o.000 ° 8 R-Q
m g o Q 2 f5 o A6 f ag u 8 0 &. 2 3 ° B6
Q 8
U -0.100 _° -..__._... o A7 V _0.100 A_,w.__..___ B7
c 00 0 ° ° ° i o o f 0 1.5 o ° { t 1.5 Z
-0.200 A8 -0.200 g° a a» o 0 o a_ 1 ° B8
m , ------Reporting Limit u ---------Reporting Limit
�_f
auk
� -0.300 --- - _____1_ - -- - �- - - 0.5 Ll -0.300 - -----j--- -- _ _ ( - __ _ 0.5
Daily Rainfall nfall { Daily Rainfall
-0.400 0 -0.400 0
10/2/2017 1/l/2018 4/2/2018 7/2/2018 10/1/2018 12/31/2018 10/2/2017 1/l/2018 4/2/2018 7/2/2018 1.0/1/2018 lW1/2018
Measurement Date Measurement Date
Figure 6. Computed Slope Pin Transects A and B Displacements(East Cell)
Notes:
[1] Slope pin survey tolerance is 0.1-ft;the Reporting Limit required by NCDEQ is 0.2 ft.
[2] Daily rainfall measurements(Gauge ID:KAVL)downloaded from the State Climate Office of North Carolina CRONOS Database at NC State.
[3] Slope pins denoted with an(R)suffix were damaged in October 2018,replaced in November 2018,and a baseline survey was performed 28 November 2018.

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2018 Quarterly Monitoring Report-Q4 Appendix A:Area 1 Slope Pin Survey Measurements
Asheville Regional Airport
4-Oct-17 18-Oct-17 1-Nov-17 15-Nov-17 29-Nov-17 12-Dec-17 3-Jan-18 22-Jan-18
Pia ID Northing Basting Elevation Northing Basting Elevation Northing Basting Elevation Northing Basting Elevation Northing Basting Elevation Northing Basting Elevation Northing Basting Elevation Northing Fasting Elevation
(ft NAD83) (ft NAD 83) (ft NAVD88) (ft NAD83) (ft NAD 83) (ft NAVD88) (ft NAD83) (ft NAD 83) (ft NAVD88) (ft NAD83) (ft NAD 83) (ft NAVD88) (ft NAD83 (ft NAD 83) (ft NAVD88) (ft NAD83) (ft NAD 83) (ft NAVD88) (ft NAD83) (ft NAD 83) (ft NAVD88) (ft NAD83) (ft NAD 83) (ft NAVD88)
H7 636432.965 945363.355 2139.412 636432.916 945363.383 2139.429 636432.892 945363.387 2139.413 636432.900 945363.380 2139.421 636432.941 945363.333 2139.415 636432.952 945363.329 2139.436 636432.920 945363.360 2139.410 636432.903 945363.338 2139.432
H8 636409.569 945369.441 2144.034 636409.525 945369.476 2144.035 636409.528 945369.461 2144.017 636409.537 945369.454 2144.029 636409.522 945369.422 2144.031 636409.472 945369.404 2144.053 636409.500 945369.460 2144.020 636409.483 945369.462 2144.059
I1 636551.433 945397.611 2113.643 636551.399 945397.609 2113.625 636551.400 945397.613 2113.632 636551.398 945397.630 2113,634 636551.412 945397.609 2113.642 636551.406 945397.584 2113.661 636551.430 945397.590 2113.640 636551.423 945397.573 2113.657
I2 636527.467 945402.756 2119.318 636527.423 945402.790 2119.344 636527.443 945402.783 2119.309 636527.429 945402.788 2119.324 636527.449 945402.785 1 2119.326 636527.477 945402.821 2119.344 636527.490 945402.750 2119.320 636527.443 945402.770 2119.346
I3 636505.311 945409.023 2126.391 636505.289 945409.042 2126.436 636505.295 945409.021 2126.385 636505.299 945409.049 2126.412 636505.291 945409.064 2126.421 636505.328 945409.072 2126.428 636505.330 945409.050 2126.410 636505.339 945409.005 2126.429
I4 636482.975 945418.124 2133.100 636482.923 945418.130 2133.121 636482.917 945418.144 2133.122 636482.941 945418.118 2133.126 636482.960 945418.148 2133.121 636482.964 945418.132 2133.133 636482.970 945418.120 2133.130 636482.967 945418.110 2133.142
I5 636465.992 945424.121 2137.878 636466.036 945424.135 2137.898 636466.036 945424.134 2137.881 636466.029 945424.129 2137.894 636466.042 945424.176 2137.891 636466.075 945424.155 2137.894 636466.040 945424.130 2137.890 636466.086 945424.106 2137.908
I6 636449.736 945431.123 2144.533 636449.718 945431.066 2144.530 636449.714 945431.068 2144.524 636449.712 945431.055 2144.531 636449.709 945431.066 2144.523 636449.737 945431.086 2144.553 636449.740 945431.050 2144.520 636449.734 945431,077 2144.549
I7 636429.365 945438.929 2144.685 636429.359 945438.942 2144.685 636429.370 945438.938 2144.685 636429.363 945438.943 2144.697 636429.370 945438.977 2144.698 636429.398 945438.974 2144.711 636429.380 945438.960 2144.680 636429.391 945438.974 2144.706
11 636589.795 945566.491 2110.121 636589.969 945566.492 2110.048 636589.897 945566.574 2110.134 636589.820 945566.653 2110.147 636589.866 945566.642 2110.116 636589.822 945566.646 2110.099 636589.860 945566.630 2110.070 636589.877 945566.609 2110.111
J2 636568.951 945558.829 2117.952 636568.945 945558.810 2117.887 636569.138 945558.908 2117.962 636569.032 945558.970 2117.963 636569.080 945558.911 2117.900 636569.055 945558.987 2117.872 636569.110 945558.900 2117.810 636569.113 945558.981 2117.891
J3 636546.840 945552.551 2127.177 636546.838 945552.617 2127.192 636546.864 945552.578 2127.181 636546.836 945552.564 2127.191 636546.881 945552.609 2127.188 636546.845 945552.6-42 2127.213 636546.870 945552.610 2127.170 636546.905 945552.597 2127.198
J4 636524.605 945545.038 2135.297 636524.590 945545.094 2135.304 636524.626 945545.065 2135.290 636524.625 945545.071 2135.305 636524.641 945545.116 2135.299 636524.622 945545.105 2135.320 636524.670 945545.070 2135.270 636524.659 945545.097 2135.315
J5 636511.106 945541.120 2139.670 636511.115 945541.120 2139.684 636511.136 945541.068 2139.657 636511.124 945541.082 2139.672 636511.130 945541.125 2139.663 636511.124 945541.163 2139.690 636511.190 945541.110 2139.630 636511.197 945541.115 2139.680
J6 636494.456 945537.566 2144.459 636494.527 945537.630 2144.482 636494.533 945537.591 1 2144.464 636494.550 945537.579 2144.467 636494.543 945537.633 2144.462 636494.477 945537.635 2144.490 636494.550 945537.600 2144.430 636494.555 945537.616 2144.478
J7 636458.238 945536.154 2145.418 636458.202 945536.136 2145.440 636458.220 945536.145 2145.412 636458.233 945536.098 2145.422 636458.252 945536.161 2145.419 636458.180 945536.158 2145.439 636458.250 945536.160 2145.370 636458.268 945536.170 2145.435
K1 - - - - - - - - - 636355.252 944990.677 2105.756 636355.290 944990.730 2105.766 636355.327 944990.640 2105.813 636355.300 944990.670 2105.770 636355.211 944990.693 2105.800
K2 636331.850 944991.522 2113.769 636331.886 944991.550 2113.777 636331.964 944991.478 2113.816 636331.890 944991.510 2113.770 636331.826 944991.528 2113.791
K3 636307.935 944991.991 2121.308 636307.959 944992.035 2121.316 636308.035 944991.971 2121.335 636308.000 944991.990 2121.320 636307.929 944992.013 2121.336
K4 636284.719 944991.770 2129.980 636284.741 944991.793 2129.992 636284.789 944991.731 2130.017 636284.750 944991.770 2129.990 636284.649 944991.799 2130.019
K5 636268.876 944992.094 2133.643 636268.901 944992.149 2133.652 636268.981 944992.021 2133.678 636268.900 944992.080 2133.650 636268.834 944992.104 2133.680
K6 636244.438 944988.354 2135.738 636244.461 944988.367 2135.740 636244.544 944988.277 2135.768 636244.480 944988.320 2135.750 636244.423 944988.352 2135.759
K7 636220.187 944984.130 2139.799 636220.177 944984.173 2139.747 636220.267 944984.070 2139.769 636220.230 944984.110 2139.740 636220.109 944984.174 2139.764
LI 636354.648 944959.744 2104,296 636354.728 944959.784 2104.307 636354.798 944959.707 2104.358 636354.750 944959.730 2104.310 636354.602 944959.771 2104.337
L2 636331.594 944959.850 2113.090 636331.655 944959.840 2113.126 636331.672 944959.808 2113.118 636331.670 944959.820 2113.120 636331.576 944959.863 2113.142
L3 636308.016 944960.718 2120.726 636308.018 944960.762 2120.753 636308.037 944960.695 2120.734 636308.090 944960.700 2120.740 636307.970 944960.738 2120.766
L4 636284.789 944961.672 2129.735 636284.830 944961.685 2129.733 636284.862 944961.603 2129.734 636284.850 944961.630 2129.750 636284.759 944961.685 2129.763
L5 636268.886 944962.238 2134.049 636268.918 944962.255 2134.056 636268.948 944962.235 2134.047 636268.960 944962.220 2134.050 636268.848 944962.267 2134.068
L6 636244.305 944960.449 2136.222 636244.316 944960.461 2136.217 636244.363 944960.381 2136.213 636244.370 944960.410 2136.220 636244.231 944960.474 2136.238
L7 636219.873 944957.976 2139.827 636219.879 944958.006 2139.746 636219.904 944957.916 2139.779 636219.910 944957.950 2139.750 636219.815 944958.014 2139.764
MI 636346.980 944933.769 2108.038 636347.023 944933.775 2108.067 636347.065 944933.731 2108.097 636346.980 944933.760 2108.060 636346.940 944933.774 2108.085
M2 636332.301 944934.044 2113.407 636332.349 944934.067 2113.451 636332.405 944933.993 2113.460 636332.330 944934.020 2113.450 636332.291 944934.064 2113.465
M3 636308.354 944933.362 2120.764 636308.399 944933.366 2120.777 636308.424 944933.295 2120.805 636308.360 944933.350 2120.780 636308.316 944933.361 2120.796
M4 636284.650 944932.521 2129.623 636284.720 944932.534 2129.632 636284.806 944932.472 2129.653 636284.640 944932.510 2129.620 636284.586 944932.512 2129.644
M5 636268.791 944931.936 2134.684 636268.827 944931.977 2134.688 636268.858 944931.903 2134.701 636268.780 944931.950 2134.680 636268.727 944931.963 2134.701
M6 636245.994 944928.466 2136.458 636245.983 944928.511 2136.453 636246.033 944928.396 2136.476 636246.030 944928.450 2136.450 636245.903 944928.490 2136.468
M7 636220.445 944923.770 2140.101 636220.473 944923.792 2140.118 636220.499 944923.730 2140.121 636220.530 944923.750 2140.100 636220.387 944923.784 2140.118
NI 636357.618 944918.266 2107.490 636357.652 944918.279 2107.507 636357.677 944918.225 2107.519 636357.590 944918.230 2107.500 636357.569 944918.260 2107.523
N2 636352.426 944896.284 2117.312 636352.448 944896.238 2117.313 636352.515 944896.235 2117.347 636352.430 944896.240 2117.320 636352.388 944896.264 2117.343
N3 636350.269 944885.756 2121.431 636350.317 944885.741 2121.430 636350.350 944885.721 2121.463 636350.290 944885.700 2121.430 636350.238 944885.733 2121.455
N4 636348.810 944878.661 2122.579 636348.829 944878.637 2122.570 636348.847 944878.591 2122.610 636348.810 944878.610 2122.590 636348.755 944878.609 2122.607
NS 636347.724 944873.184 2125.008 636347.754 944873.140 2125.004 636347.815 944873.258 2125.042 636347.730 944873.090 2125.020 636347.685 944873.159 2125.032
N6 636342.816 944850.556 2134.354 636342.843 944850.525 2134.350 636342.887 944850.596 2134.378 636342.820 944850.490 2134.360 636342.779 944850.500 2134.375
N7 636335.035 944827.658 2136.142 636335.052 944827.631 2136.137 636335.101 944827.672 2136.161 636335.040 944827.620 2136.140 636334.967 944827.634 2136.159
N8 636325.082 944805.769 2135.205 636325.085 944805.725 2135.214 636325.109 944805.663 2135.230 636325.070 944805.710 2135.210 636324.990 944805.744 2135.229
Control Point 1- 636513.000 945037.394 2098.102
25907 - - 636512.972 945037.407 2098.139 636512.995 945037.396 2098.071 636512.950 945037.430 2098.110 636512.906 945037.390 2098.122
Control Point 2- 636269.948 944918.049 2134.802
25908 636269.942 944918.025 2134.807 636269.869 944917.999 2134.791 636269.860 944917.970 2134.780 636269.870 944917.942 2134.759
Control Point 3- 636423.096 945385.344 2144.613
25909 - - - - - - - 636423.047 945385.380 2144.582 636423.090 945385.320 2144.624 636422.970 945385.320 2144.620 636423.020 945385.348 2144.555
Note(s):
[1]Slope pins are surveyed by McKim and Creed as described within the Slope Monitoring Plan.
[2]Survey northings and eastings are in terms of North American Datum of 1983(NAD 83)and North American Vertical Datum of 1988.Surveys are accurate to+/-0.1-ft.
[3]Slope Pins Al through J7 were installed on 4-Oct-17. Slope pins Kl through N8 were installed on 15-Nov-17.
[4]NM-Not Measured.
Page 2 of 6

2018 Quarterly Monitoring Report-Q4 Appendix A:Area 1 Slope Pin Survey Measurements
Asheville Regional Airport
16-Feb-18 12-Mar-18 5-Apr-18 22-May-18 12-Jun-18 10-Jul-18 6-Aug-18 10-Sep-18
Elevation Elevation Elevation
Pin ID Northing Basting Elevation Northing Basting Northing Northing Basting (ft Northing Basting Elevation Northing Basting (ft Northing Basting Elevation Northing Basting Elevation Northing Basting Elevation
(ft NAD83) (ft NAD 83) (ft NAVD88) (ft NAD83) (ft NAD 83) (ft NAD83) (ft NAD 83) (ft NAD83) (ft NAD 83) (ft NAVD88) (ft NAD83) (ft NAD 83) (ft NAD83) (ft NAD 83) (ft NAVD88) (ft NAD83) (ft NAD 83) (ft NAVD88) (ft NAD83) (ft NAD 83) (ft NAVD88)
At 636481.896 945163.340 2105.875 636481.882 945163.376 2105.873 636481.928 945163.348 2105.822 636481.909 945163.336 2105.870 636481.934 945163.339 2105.813 636481.884 945163.366 2105.873 636481.891 945163.367 2105.850 636481.919 945163.346 2105.823
A2 636470.273 945167.157 2109.673 636470.289 945167.154 2109.671 636470.284 945167.167 2109.607 636470.245 945167.158 2109.680 636470.306 945167.149 2109.614 636470.283 945167.175 2109.669 636470.283 945167.136 2109.648 636470.294 945167.160 2109.623
A3 636458.594 945171.274 2112.486 636458.599 945171.274 2112.486 636458.634 945171.297 2112.434 636458.573 945171.249 2112.480 636458.644 945171.254 2112.431 636458.606 945171.313 2112.489 636458.584 945171.273 2112.462 636458.644 945171.279 2112.436
A4 636434.967 945179.998 2117.529 636434.949 945180.001 2117.522 636434.978 945179.977 2117.463 636434.952 945179.992 2117.510 636435.004 945179.991 2117.468 636434.954 945180.001 2117.517 636434.952 945179.976 2117.498 636434.998 945179.965 2117.434
A5 636413.049 945189.968 2123.271 636413.062 945189.983 2123.276 636413.101 945189.979 2123.220 636413.068 945189.983 2123.260 636413.122 945189.961 2123.207 636413.101 945189.994 2123.256 636413.078 945189.989 2123.241 636413.131 945189.961 2123.212
A6 636397.545 945199.938 2128.468 636397.528 945199.948 2128.474 636397.584 945199.892 2128.422 636397.514 945199.900 2128.450 636397.583 945199.907 2128.393 636397.583 945199.910 2128.434 636397.576 945199.937 2128.411 636397.593 945199.893 2128.405
A7 636376,240 945211.543 2135.029 636376.248 945211.537 2135.026 636376.303 945211.538 2134.981 636376.266 945211.547 2135.040 636376.278 945211.572 2134.966 636376.249 945211.544 2135.009 636376.245 945211.552 2134.997 636376.249 945211.491 2134.882
A8 636355.879 945224.689 2138.412 636355.865 945224.685 2138.427 636355.906 945224.669 2138.384 636355.871 945224.650 2138.430 636355.890 945224.651 2138.364 636355.874 945224.667 2138.411 636355.898 945224.673 2138.385 636355.891 945224.642 2138.345
B1 636489.743 945186.397 2106.364 636489.734 945186.384 2106.374 636489.797 945186.322 2106.325 636489.736 945186.319 2106.370 636489.789 945186.319 2106.311 636489.755 945186.352 2106.378 636489.718 945186.357 2106.350 636489.784 945186.351 2106.330
B2 636478.301 945190.278 2109.817 636478.303 945190.285 2109.820 636478.341 945190.261 2109.781 636478.294 945190.297 2109.810 636478.360 945190.279 2109.767 636478.317 945190.280 2109.821 636478.297 945190.261 2109.802 636478.340 945190.266 2,109.779
B3 636465.714 945194.901 2113.364 636465.715 945194.851 2113.369 636465.734 945194.887 2113.320 636465.707 945194.878 2113.360 636465.797 945194.864 2113.324 636465.768 945194.874 2113.357 636465.772 945194.863 2113.334 636465.793 945194.849 2113.317
B4 636443.184 945203.361 2119.230 636443.208 945203.326 2119.231 636443.228 945203.330 2119.186 636443.185 945203.327 2119.220 636443.241 945203.342 2119.172 636443.242 945203.324 2119.224 636443.241 945203.320 2119.200 636443.264 945203.307 2119.189
B5 636420.710 945211.453 2125.512 636420.710 945211.432 2125.514 636420.757 945211.407 2125.467 636420.746 945211.422 2125.520 636420.747 945211.454 2125.451 636420.723 945211.430 2125.506 636420.734 945211.420 2125.471 636420.747 945211.439 2125.385
B6 636402.172 945216.951 2130.537 636402.177 945216.926 2130.539 636402.214 945216.935 2130.495 636402.198 945216.913 2130.490 636402.203 945216.924 2130.427 636402.182 945216.951 2130.477 636402.227 945216.926 2130.455 636402.221 945216.922 2130.435
B7 636383.266 945222.379 2135.445 636383.242 945222.380 2135.446 636383.338 945222.365 2135.399 636383.292 945222.376 2135.410 636383.333 945222.383 2135.338 636383.296 945222.381 2135.378 636383.282 945222.371 2135.360 636383.320 945222.356 2135.335
B8 636361.931 945235.139 2138.272 636361.935 945235.118 2138.285 636361.944 945235.114 2138.238 636361.935 945235.125 2138.290, 636361.977 945235.124 2138.227 636361.995 945235.142 2138.266 636361.954 945235.137 2138.250 636361.990 945235.102 2138.234
C1 636498.710 945209.929 2106.754 636498.726 945209.917 2106.752 636498.762 945209.923 2106.706 636498.715 945209.908 2106.770 636498.749 945209.933 2106.699 636498.737 945209.946 2106.757 636498.716 945209.923 2106.727 636498.760 945209.906 2106.722
C2 636486.593 945212.976 2110.285 636486.594 945212.980 2110.285 636486.592 945212.998 2110.233 636486.573 945212.980 2110.300 636486.621 945212.987 2110.238 636486.616 945212.995 2110.235 636486.603 945212.974 2110.210 636486.631 945212.980 2110.183
C3 636474.013 945216.769 2113.430 636474.008 945216.811 2113.431 636474.052 945216.817 2113.373 636474.014 945216.765 2113.420 636474.099 945216.785 2113.362 636474.054 945216.796 2113.412 636474.060 945216.756 2113.389 636474.072 945216.790 2113.366
C4 636451.419 945223.675 2120.041 636451.455 945223.703 2120.035 636451.473 945223.692 2119.986 636451.446 945223.616 2120.050 636451.478 945223.677 2119.977 636451.467 945223.661 2120.027 636451.464 945223.659 2120.007 636451.494 945223.679 2119.970
C5 636428.257 945231.227 2126.419 636428.261 945231.229 2126.422 636428.318 945231.224 2126.371 636428.311 945231.230 2126.430 636428.313 945231.236 2126.361 636428.315 945231.251 2126.403 636428.253 945231.216 2126.384 636428.310 945231.230 2126.313
C6 636410.427 945236.562 2131.561 636410.432 945236.547 2131.563 636410.449 945236.564 2131.514 636410.434 945236.553 2131.420 636410.464 945236.539 2131.349 636410.464 945236.565 2131.399 636410.460 945236.536 2131.378 636410.470 945236.537 2131.366
C7 636394.378 945241.200 2136.222 636394.410 945241.230 2136.219 636394.408 945241.225 2136.162 636394.392 945241.214 2136.230 636394.405 945241.222 2136.161 636394.388 945241.223 2136.199 636394.371 945241.224 2136.183 636394.406 945241.213 2136.094
C8 636372.462 945251:913 2138.488 636372.484 945251.921 2138.488 636372.507 945251.908 2138.442 636372.445 945251.913 2138.480 636372.478 945251.895 2138.407 636372.469 945251.893 2138.453 636372.461 945251.899 2138.435 636372.472 945251.903 2138.427
D1 636506.759 945233.556 2106.846 636506.772 945233.524 2106.861 636506.820 945233.513 2106.820 636506.792 945233.502 2106.850 636506.786 945233.519 2106.798 636506.790 945233.514 2106.851 636506.764 945233.506 2106.824 636506.818 945233.518 2106.825
D2 636494.182 945237.305 2110.563 636494.190 945237.293 2110.560 636494.208 945237.301 2110.505 636494.205 945237.275 2110.550 636494.262 945237.271 2110.512 636494.229 945237.292 2110.538 636494.224 945237.271 2110.532 636494.266 945237.275 2110.508
D3 636479.663 945241.225 2114.482 636479,650 945241.221 2114.472 636479.655 945241.242 2114.420 636479.677 945241.200 2114.420 636479.725 945241.204 2114.365 636479.687 945241.213 2114.408 636479.701 945241.181 2114.389 636479.707 945241.217 2114.370
D4 636460.515 945247.714 2119.900 636460.484 945247.719 2119.895 636460.497 945247.733 2119.844 636460.493 945247.716 2119.890 636460.534 945247.722 2119.828 636460.544 945247.710 2119.877 636460.506 945247.713 2119.850 636460.534 945247.717 2119.836
D5 636435.933 945254.825 2126.834 636435.923 945254.792 2126.836 636435.980 945254.827 2126.782 636435.948 945254.804 2126.780 636435.964 945254.817 2126.708 636435.973 945254.800 2126.754 636435.944 945254.784 2126.740 636435.972 945254.809 2126.667
D6 636417.992 945259.632 2132.849 636417.992 945259.632 2132.856 636418.035 945259.666 2132.807 636417.941 945259.613 2132.780 636418.032 945259.638 2132.721 636418.024 945259.605 2132.770 636418.016 945259.631 2132.747 636418.040 945259.636 2132.734
D7 636405.857 945263.476 2136.140 636405.842 945263.455 2136.147 636405.896 945263.442 2136.102 636405.845 945263.459 2136.150 636405.871 945263.487 2136.089 636405.861 945263.445 2136.125 636405.858 945263.430 2136.105 636405.876 945263.456 2136.086
D8 636384.162 945272.170 2139.189 636384.187 945272.151 2139.206 636384.183 945272.170 2139.162 636384.118 945272.169 2139.220 636384.161 945272.153 2139.148 636384.177 945272.144 2139.181 636384.163 945272.167 2139.166 636384.164 945272.147 2139.155
E1 636515.037 945257.028 2107.807 636515.054 945257.013 2107.826 636515.068 945257.058 2107.781 636515.023 945257.029 2107.820 636515.039 945257.055 2107.766 636515.030 945257.055 2107.823 636515.021 945257.038 2107.783 636515.060 945257.040 2107.789
E2 636503.437 945261.496 2110.642 636503.431 945261.494 2110.637 636503.441 945261.505 2110.588 636503.459 945261.481 2110.650 636503.497 945261.524 2110.594 636503.471 945261.456 2110.624 636503.476 945261.486 2110.597 636503.499 945261.484 2110.591
E3 636487.943 945266.918 2115.010 636487.932 945266.938 2115.005 636487.947 945266.941 2114.955 636487.949 945266.932 2114.960 636487.976 945266.937 2114.909 636487.936 945266.967 2114.947 636487.929 945266.926 2114.928 636487.981 945266.914 2114.917
E4 636469.764 945273.791 2120.086 636469.783 945273.815 2120.081 636469.821 945273.821 2120.032 636469.815 945273.815 2120.090 636469.845 945273.825 2120.025 636469,828 945273.798 2120.068 636469.828 945273.822 2120.034 636469.833 945273.830 2120.022
E5 636445.356 945280.085 2126.687 636445.289 945280.107 2126.682 636445.377 945280.125 2126.631 636445.366 945280.096 2126.690 636445.373 945280.130 2126.631 636445.339 945280.120 2126.668 636445.336 945280.074 2126.649 636445.358 945280.121 2126.625
E6 636430.049 945283.763 2132.314 636430.069 945283.758 2132.322 636430.098 945283.784 2132.277 636430.070 945283.757 2132.310 636430.085 945283.767 2132.263 636430.102 945283.779 2132.297 636430.080 945283.740 2132.285 636430.088 945283.778 2132.237
E7 636414.944 945287.412 2136.559 636414.945 945287.423 2136.569 636414.981 945287.447 2136.522 636414.948 945287.430 2136.570 636414.969 945287.443 2136.513 636414.954 945287.444 2136.556 636414.962 945287.468 2136.526 636414.969 945287.441 2136.512
E8 636391.926 945294.262 2139.156 636391.913 945294.297 2139.167 636391.955 945294.276 2139.120 636391.900 945294.263 2139.170 636391.957 945294.248 2139.102 636391.956 945294.260 2139.145 636391.897 945294.247 2139.124 636391.923 945294.261 2139.113
F1 636522.451 j 945280.482 2107.974 636522.435 945280.465 2107.979 636522.506 945280.472 2107.923 636522.481 945280.437 2107.980 636522.493 945280.479 2107.912 636522.467 945280.440 2107.969 636522.441 945280.429 2107.926 636522.477 945280.469 2107.946
F2 636511.001 1 945284.756 2111.187 636510.994 945284.770 2111.185 636511.058 945284.778 2111.137 636511.037 945284.778 2111.180 636511.040 945284.775 2111.130 636511.028 945284.780 2111.171 636511.001 945284.772 2111.131 636511.057 945284.771 2111.145
F3 636498.676 945288.055 2114.154 636498.686 945288.031 2114.155 636498.691 945288.040 2114.107 636498.658 945288.004 2114.130 636498.701 945288.032 2114.093 636498.688 945288.050 2114.128 636498.691 945287.981 2114.095 636498.732 945288.035 2114.105
F4 636475.453 945294.048 2120.714 636475.462 945294.076 2120.713 636475.448 945294.062 2120.667 636475.478 945294.035 2120.710 636475.462 945294.075 2120.658 636475.463 945294.085 2120.704 636475.464 945294.047 2120.680 636475.492 945294.075 2120.669
F5 636452.004 945300.508 2127.391 636451.994 945300.497 2127.395 636452.020 945300.528 2127.342 636451.976 945300.504 2127.400 636452.019 945300.520 2127.334 636452.034 945300.509 2127.376 636452.018 945300.494 2127.349 636452.017 945300.514 2127.328
F6 636436.575 945305.284 2132.285 636436.531 945305.278 2132.285 636436.556 945305.298 2132.238 636436.549 945305.284 2132.270 636436.578 945305.299 2132.214 636436.551 945305.299 2132.251 636436.555 945305.272 2132.223 636436.590 945305.302 2132.110
F7 636421.039 945309.385 2136.940 636421.051 945309.405 2136.947 636421.108 945309.421 2136.904 636421.069 945309.411 2136.950 636421.069 945309.425 2136.895 636421.067 945309.403 2136.926 636421.065 945309.392 2136.905 636421.100 945309.414 2136.904
F8 636397.254 945315.023 2139.684 636397.218 945315.019 2139.697 636397.272 945315.019 2139.650 636397.252 945315.006 2139.710 636397.269 945315.037 2139.641 636397.259 945315.032 2139.678 636397.261 945315.028 2139.650 636397.264 945315.005 2139.631
G1 636531.115 945310.144 2108.452 636531.111 945310.151 2108.453 636531.130 945310.189 2108.408 636531.115 945310.146 2108.460 636531.116 945310.167 2108.389 636531.085 945310.167 1 2108.435 636531.140 945310.172 2108.428 636531.144 945310.194 210g.407
G2 636520.926 945315.049 2110.692 636520.935 945315.074 2110.692 636520.924 945315.087 2110.640 636520.929 945315.023 2110.690 636520.938 945315,088 2110.638 636520.944 945315.091 2110.688 636520.927 945315.030 2110.663 636520.943 945315.103 2110.646
G3 636509.154 945319.544 2114.560 636509.126 945319.514 2114.568 636509.121 945319.594 2114.512 636509.137 945319.546 2114.560 636509.142 945319.618 2114.512 636509.165 945319.573 2114.555 636509.135 945319.565 2114.532 636509.153 945319.583 2114.529
G4 636486.583 945327.940 2121.222 636486.571 945327.940 2121.221 636486.599 945327.995 2121.162 636486.587 945327.947 2121.210 636486.605 945327.962 2121.162 636486.550 945327.936 2121.209 636486.591 945327.958 2121.190 636486.595 945327.965 2121.182
G5 636463.442 945334.356 2128.181 636463.433 945334.341 2128.171 636463.463 945334.401 2128.109 636463.449 945334.371 2128.180 636463.472 945334.389 2128.117 636463.457 945334.341 2128.164 636463.469 945334.371 2128.147 636463.452 945334.380 2128.086
G6 636445.419 945338.671 2133.100 636445.406 945338.695 2133.096 636445.456 945338.748 2133.042 636445.401 945338.691 2133.100 636445.449 945338.735 2133.044 636445.455 945338.718 2133.083 636445.438 945338.750 2133.060 636445.429 945338.733 2133.011
G7 636429.024 945343.067 2137.777 636429.022 945343.093 2137.776 636429.067 945343.129 2137.727 636429.036 945343.133 2137.770 636429.069 945343.105 2137.733 636429.045 945343.116 2137.766 636429.038 945343.108 2137.741 636429.056 945343.111 2137.730
G8 636405.716 945349.317 2141.955 636405.716 945349.312 2141.967 636405.767 945349.335 2141.923 636405.739 945349.329 2141.970 636405.738 945349.322 2141.908 636405.716 945349.310 2141.945 636405.747 945349.314 2141.922 636405.746 945349.323 2141.911
H1 636538.021 945333.298 2109.527 636537.990 945333.299 2109.528 636537.992 945333.328 2109.479 636537.979 945333.284 2109.520 636538.010 945333.321 2109.462 636537.991 945333.321 2109.512 636537.999 945333.296 2109.489 636538.006 945333.318 2109.484
H2 636525.928 945336.210 2111.926 636525.971 945336.176 2111.932 636525.966 945336.215 2111.883 636526.048 945336.171 2111.930 636526.121 945336.134 2111.892 636526.123 945336.144 2111.926 636526.163 945336.071 2111.907 636526.272 945336.112 2111.895
H3 636513.893 945339.528 2115.353 636513.911 945339.523 2115.340 636513.908 945339.568 2115.290 636513.963 945339.506 2115.320 636514.031 945339.540 2115.221 636514.028 945339.516 2115.212 636514.084 945339.502 2115.170 636514.146 945339.504 2115.151
H4 636491.745 945345.845 2122.388 636491.752 945345.851 2122.379 636491.760 945345.883 2122.333 636491.774 945345.836 2122.370 636491.759 945345.888 2122.327 636491.758 945345.879 2122.368 636491.789 945345.848 2122.345 636491.768 945345.874 2122.338
H5 636468.309 945352.980 2129.405 636468.301 945352.974 2129.391 636468.302 945353.033 2129.324 636468.342 945353.002 2129.370 636468.322 945353.015 2129.341 636468.305 945352.989 2129.334 636468.277 945352.957 2129.340 636468.356 945353.013 2129.361
H6 636450.388 945358.572 2134.192 636450.392 945358.516 2134.196 636450.413 945358.607 2134.148 636450.424 945358.550 2134.190 636450.399 945358.589 2134.148 636450.401 945358.549 1 2134.168 636450.399 945358.542 2134.162 636450.422 945358.568 2134.143
Page 3 of 6

2018 Quarterly Monitoring Report-Q4 Appendix A:Area 1 Slope Pin Survey Measurements
Asheville Regional Airport
16-Feb-18 12-Mar-18 5-Apr-18 22-May-18 12-Jun-18 10-Jul-18 6-Aug-18 10-Sep-18
Northing Easting Elevation Northing Eastin Elevation Northing Eastin Elevation Northing Eastin Elevation Northing Eastin Elevafion Northing Eastin Elevation Northing Easfin Elevation Northing Eastin Elevation
An ID (ft NAD83) (ft NAD 83) (ft NAVD88) (ftNAD83) (ft NAD 83) (ft (ft NAD83) (ft NAD 83) (ft (ft NAD83 g g g (ft g g g g g g
(ft NAD 83) (ft NAVD88) (ft NAD83) (ft NAD 83) (ft NAD83) (ft NAD 83) (ft NAVD88) (ft NAD83) (ft NAD 83) (ft NAVD88) (ft NAD83) (ft NAD 83) (ft NAVD88)
H7 636432.885 945363.338 2139.414 636432.892 945363.326 2139.413 636432.919 945363.397 2139.364 636432.883 945363.372 2139.4 0 -636432.908 945363.376 2139.369 636432.868 945363.371 2139.392 636432.910 945363.329 2139.374 636432.898 945363.369 2139.361
H8 636409.482 945369.474 2144.018 636409.558 945369.423 2144.029 636409.549 945369.475 2143.992 636409.524 945369.411 2144.010 636409.535 945369.455 2143.949 636409.519 945369.445 2143.986 636409.499 945369.453 2143.953 636409.536 945369.447 2143.952
I1 636551.413 945397.605 2113.652 636551.374 945397.591 2113.650 636551.411 945397.595 2113.605 636551.426 945397.596 2113.640 636551.428 945397.613 2113.589 636551.406 945397.607 2113.646 636551.431 945397.619 2113.623 636551.426 945397.601 2113.604
12 636527.496 945402.759 2119.329 636527.461 945402.766 2119.325 636527.455 945402.803 2119.285 636527.477 945402.789 2119.250 636527.435 945402.801 2119.196 636527.441 945402.813 2119.240 636527.470 945402.804 2119.199 636527.433 945402.793 2119.200
13 636505.309 945409.040 2126.422 636505.272 945408.987 2-126.421 636505.318 945409.080 2126.370 636505.324 945409.041 2126.400 636505.316 945409.054 2126.357 636505.330 945409.031 2126.397 636505.325 945409.023 2126.362 636505.303 945409.041 2126.359
14 636482.964 945418.093 2133.125 636482.968 945418.074 2133.126 636482.929 945418.143 2133.080 636482.935 945418.141 2133.100 636482.939 945418.134 2133.076 636482.940 945418.145 2133.112 636482.973 945418.139 2133.066 636482.946 945418.143 2133.068
15 636466.086 945424.107 2137.891 636466.064 945424.132 2137.894 636466.040 945424.145 2137.848 636466.087 945424.135 2137.890 636466.047 945424.136 2137.846 636466.076 945424.120 2137.882 636466.056 945424.157 2137.861 636466.055 945424.123 2137.845
16 636449.758 945431.052 2144.513 636449.763 945431.056 2144.528 636449.693 945431.059 2144.485 636449.742 945431.064 2144.530 636449.701 945431.055 2144.478 636449.712 945431.087 2144.517 636449.726 945431.057 2144.489 636449.712 945431.096 2144.493
17 636429.426 945438.988 2144.698 636429.395 945438.932 2144.692 636429.367 945438.931 2144.648 636429.413 945438.937 2144.690 636429.376 945438.918 2144.626 636429.403 945438.949 2144.660 636429.373 945438.936 2144.635 636429.375 945439.919 2144.627
11 636589.867 945566.618 2110.088 636589.919 945566.615 2110.064 636589.976 945566.644 2110.120 636589.899 945566.593 2110.1 00 636590.034 945566.527 2110.067 636589.892 945566.569 2110.100 636589.895 945566.646 2110.102 636589.930 945566.647 2110.091
J2 636569.105 945558.933 2117.867 636569.079 945558.939 2117.844 636569.226 945558.925 2117.868 636569.159 945558.903 2117.890 636569.263 945558.906 2117.851 636569.157 945558.858 2117.865 636569.185 945558.930 2117.878 636569.159 945558.996 2117.866
J3 636546.923 945552.608 2127.190 636546.940 945552.612 2127.215 636546.884 945552.633 2127.150 636546.963 945552.653 2127.130 636546.886 945552.617 2127.067 636546.918 945552.602 2127.124 636546.934 945552.614 2127.099 636546.893 945552.615 2127.078
J4 636524.641 945545.109 2135.282 636524.684 945545.118 2135.322 636524.661 945545.093 2135.270 636524.691 945545.123 2135.310 636524.626 945545.115 2135.246 636524.668 945545.051 2135.299 636524.669 945545.082 2135.271 636524.648 945545.111 2135.267
J5 636511.189 945541.107 2139.646 636511.159 945541.107 2139.688 636511.152 945541.119 2139.6 77 336511.230 945541.130 2139.690 636511.130 945541.130 2139.619 636511.150 945541.120 2139.672 636511.182 945541.105 2139.637 636511.179 945541.124 2139.628
J6 636494.571 945537.606 2144.457 636494.574 945537:649 2144.487 636494.543 945537.637 2144.435 636494.534 945537.649 2144.490 636494.546 945537.630 2144.421 636494.532 945537.601 2144.462 636494.567 945537.606 2144.443 636494.544 945537.622 2144.375
J7 636458.261 945536.143 2145.411 636458.231 945536.182 2145.437 636458.227 945536.157 2145.386 636458.244 945536.182 2145.450 636458.220 945536.141 2145.369 636458.222 945536.139 2145.425 636458.264 945536.158 2145.393 636458.233 945536.158 2145.380
K1 636355.263 944990.684 2105.806 636355.236 944990.686 2105.811 636355.260 944990.639 2105.765 636355.211 944990.638 2105.810 636355.265 944990.615 2105.713 636355.258 944990.672 2105.809 636355.218 944990.701 2105.773 636355.302 944990.604 2105.766
K2 636331.833 944991.536 2113.800 636331.837 944991.500 2113.806 636331.874 944991.470 2113.763 636331.793 944991.463 2113.810 636331.888 944991.472 2113.716 636331.842 944991.503 2113.804 636331.827 944991.518 2113.772 636331.884 944991.449 2113.745
K3 636307.966 944992.001 2121.339 636307.932 944991.994 2121.341 636307.940 944991.929 2121.297 636307.969 944991.987 2121.350 636307.922 944991.917 2121.254 636307.932 944991.993 2121.341 636307.919 944991.981 2121.315 636307.977 944991.923 2121.289
K4 636284.737 944991.789 2130.011 636284.697 944991.750 2130.024 636284.725 944991.718 2129.981 636284.659 944991.785 2130.030 636284.708 944991.694 2129.935 636284.712 944991.784 2130.017 636284.702 944991.792 2129.988 636284.739 944991.718 2129.970
K5 636268.854 944992.089 2133.677 636268.885 944992.097 2133.679 636268.886 944992.028 2133.637 636268.869 944992.076 2133.690 636268.879 944992.027 2133.592 636268.866 944992.111 2133.671 636268.866 944992.111 2133.640 636268.895 944992.032 2133.630
K6 636244.445 944988.331 2135.766 636244.473 944988.325 2135.766 636244.480 944988.277 2135.724 636244.398 944988.327 2135.780 636244.457 944988.291 2135.679 636244.476 944988.355 2135.763 636244.442 944988.381 2135.729 636244.462 944988.283 2135.720
K7 636220.161 944984.139 2139.767 636220.185 944984.146 2139.773 636220.154 944984.042 2139.732 636220.097 944984.114 2139.790 636220.174 944984.061 2139.689 636220.150 944984.162 2139.765 636220.155 944984.139 2139.739 636220.163 944984.053 2139.733
L1 636354.670 944959.751 2104.342 636354.673 944959.738 2104.349 636354.694 944959.666 2104.301 636354.573 944959.722 2104.290 636354.687 944959.654 2104.280 636354.635 944959.756 2104.311 636354.675 944959.715 2104.319 636354.678 944959.655 2104.328
L2 636331.662 944959.840 2113.138 636331.625 944959.819 2113.150 636331.635 944959.793 2113.110 636331.594 944959.818 2113.150 636331.637 944959.764 2113.066 636331.616 944959.875 2113.162 636331.562 944959.913 2113.122 636331.655 944959.761 2113.110
L3 636308.026 944960.697 2120.763 636308.020 944960.710 2120.778 636308.024 944960.665 2120.737 636307.989 944960.692 2120.780 636308.048 944960.611 2120.693 636308.028 944960.736 2120.771 636307.983 944960.755 2120.742 636308.068 944960.666 2120.737
L4 636284.797 944961,649 2129.766 636284.716 944961.717 1 2129.887 636284.766 944961.593 2129.733 636284.744 944961.642 2129.790 636284.810 944961.582 2129.694 636284.810 944961.676 2129.767 636284.779 944961.667 2129.740 636284.791 94496L 577 2129.742
L5 636268.901 944962.250 2134.074 636268.826 944962.183 2134.091 636268.898 944962.158 2134.034 636268.864 944962.201 2134.080 636268.893 944962.168 2134.008 636268.869 944962.252 2134.077 636268.860 944962.275 2134.042 636268.926 944962.157 2134.045
L6 636244.318 944966.427 2136.235 636244.304 944960.457 2136.257 636244.305 944960.360 2136.206 636244.269 944960.467 2136.260 636244.302 944960.358 2136.175 636244.280 944960.458 2136.263 636244.250 944960.461 2136.232 636244.325 944960.376 2136.211
L7 636219.850 944958.005 2139.766 636219.852 944958.029 2139.785 636219.833 944957.898 2139.730 636219.830 944957.994 2139.780 636219.849 944957.889 2139.702 636219.812 944957.999 2139.789 636219.815 944958.012 2139.759 636219.892 944957.903 2139.741
M1 636347.027 944933.745 2108.091 636346.981 944933.778 2108.106 636347.011 944933.680 2108.052 636346.936 944933.717 2108.100 636347.010 944933.677 2108.009 636346.992 944933.764 2108.107 636346.920 944933.757 2108.069 636347.014 944933.652 2108.055
M2 636332.363 944934.021 2113.468 636332.347 944934.020 2113.484 636332.356 944933.957 2113.425 636332.269 944934.021 2113.480 636332.368 944933.958 2113.389 636332.322 944934.051 2113.470 636332.302 944934.030 2113.446 636332.407 944933.955 2113.431
M3 636308.381 944933.337 2120.797 636308.330 944933.336 2120.819 636308.379 944933.260 2120.763 636308.309 944933.285 2120.810 636308.375 944933.227 2120.723 636308.359 944933.355 2120.811 636308.338 944933.353 2120.763 636308.409 944933.277 2120.754
M4 636284.687 944932.481 2129.640 636284.716 944932.491 2129.667 636284.670 944932.426 2129.610 636284.588 944932.490 2129.670 636284.660 944932.411 2129.577 636284.625 944932.513 2129.662 636284.626 944932.538 2129.625 636284.716 944932.429 2129.618
M5 636268.803 944931.912 2134.705 636268.798 944931.917 2134.716 636268.804 944931.825 2134.666 636268.729 944931.951 2134.730 636268.775 944931.838 2134.633 636268.780 944931.963 2134.718 636268.767 944931.985 2134.687 636268.849 944931.831 2134.671
M6 636245.970 944928.457 2136.470 636245.984 944928.449 2136.493 636245.966 944928.372 2136.438 636245.914 944928.428 2136.490 636245.960 944928.358 2136.372 636245.942 944928.472 2136.459 636245.904 944928.478 2136.434 636245.995 944928.375 2136.420
M7 636220.435 944923.779 2140.126 636220.434 944923.748 2140.138 636220.445 944923.679 2140.090 636220.372 944923.768 2140.150 636220.427 944923.655 2140.051 636220.404 944923.774 2140.133 636220.390 944923.815 2140.110 636220.452 944923.647 2140.091
N1 636357.627 944918.237 2107.545 636357.637 944918.270 2107.532 636357.664 944918.146 2107.485 636357.629 944918.176 2107.560 636357.510 944918.138 2107.430 636357.576 944918.166 2107.491 636357.668 944918.229 2107.498 636357.621 944918.132 2107.468
N2 636352.447 944896.248 2117.333 636352.418 944896.232 2117.359 636352.467 944896.141 2117.312 636352.391 944896.213 2117.370 636352.436 944896.138 2117.267 636352.393 944896.269 2117.343 636352.399 944896.300 2117.302 636352.448 944896.181 2117.294
N3 636350.299 944885.687 2121.462 636350.266 944885.712 2121.479 636350.296 944885.628 2121.428 636350.233 944885.680 2121.490 636350.293 944885.624 2121.372 636350.248 944885.742 2121.446 636350.242 944885.740 2121.437 636350.336 944885.619 2121.418
N4 636348.830 944878.610 2122.606 636348.811 944878.619 2122.625 636348.807 944878.529 2122.578 636348.777 944878.591 2122.650 636348.823 944878.506 2122.523 636348.753 944878.613 2122.606 636348.744 944878.629 2122.597 636348.849 944878.498 2122.577
NS 636347.716 1 944873.108 2125.039 636347.720 944873.114 2125.051 636347.724 944873.023 2125.005 636347.669 944873.127 2125.070 636347.754 944873.013 2124.965 636347.671 944873.126 2125.038 636347.669 944873.159 2125.013 636347.764 944873.031 2124.993
N6 636342.825 944850.478 2134.383 636342.802 944850.498 2134.399 636342.842 944850.400 2134.351 636342.758 944850.514 2134.406 636342.828 944850.382 2134.303 636342.787 944850.517 2134.383 636342.773 944850.519 2134.361 636342.881 944850.391 2134.346
N7 636335.039 944827.599 2136.155 636335.017 944827.613 2136.177 636335.046 944827.485 2136.129 636334.978 944827.625 2136.182 636335.036 944827.512 2136.081 636334.991 944827.608 2136.159 636334.994 944827.620 2136.147 636335.075 944827.509 2136.122
N8 636325.090 944805.716 2135.240 636325.050 944805.730 2135.257 636325.097 944805.618 2135.196 636325.040 944805.740 2135.252 636325.074 944805.605 2135.154 636325.049 944805.720 2135.245 636325.019 944805.728 2135.223 636325.115 944805.612 2135.201
Control Paint 1 25907 636512.982 945037.415 2098.139 636512.928 945037.411 2098.122 636513.000 945037.390 2098.020 636512.961 945037.441 2098.080 636513.055 945037.291 2098.054 636512.930 945037.397 2098.090 636512.915 945037.411 2098.127 636512.902 945037.415 2098.129
Control Point 2- 636269.947 944918.046 2134.790 636269.869 944918.028 2134.772 636269.897 944918.047 2134.700 636269.933 944918.003 2134.800 636270.019 944918.079 2134.780 636269.949 944918.052 2134.794 636269.838 944917.969 2134.788 636269.912 944917.936 2134.79
25908
Control Point 3-
25909 636423.119 945385.300 2144.606 636423.019 945385.353 2144.612 636422.997 945385.289 2144.530 636422.963 945385.285 2144.570 636423.039 945385.395 2144.564 636423.025 945385.351 2144.598 636423.001 945385.251 2144.584 636423.097 945385.329 2144.596
Note(s):
[1]Slope pins are surveyed by McKim and Creed as described within the Slope Monitoring Plan.
[2]Survey northings and castings are in terms of North American Datum of 1983(NAD 83)and North American Vertical Datum of 1988.Surveys are accurate to+/-0.1-ft.
[3]Slope Pins Al through J7 were installed on 4-Oct-17. Slope pins Kl through N8 were installed on 15-Nov-17.
[4]NM-Not Measured.
Page 4 of 6

2018 Quarterly Monitoring Report-Q4 Appendix A:Area 1 Slope Pin Survey Measurements
Asheville Regional Airport
15-Oct-18 28-Nov-18 17-Dec-18
Pin ID Northing Easting Elevation Northing Easting Elevation Northing Easting Elevation
(ft NAD83) (ft NAD 83)I(ftNAVD88) (ft NAD83) (ft NAD 83) (ft NAVD88) (ft NAD83) (ft NAD 83) (ft NAVD88)
Al Covered/Damaged 636478.951 945163.458 2106.398 636478.916 945163.490 2106.379
A2 636470.230 945167.150 2109.680 636470.224 945167.125 2109.606 636470.197 945167.154 2109.578
A3 636458.550 945171.280 2112.500 636458.5,79 945171.279 2112.488 636458.574 945171.264 2112.467
A4 636434.880 945179.960 2117.500 636434.881 945179.948 2117.480 636434.890 945179.955 2117.469
AS 636413.030 945189.980 2123.270 636413.020 945189.937 2123.270 636413.023 945189.955 2123.243
A6 636397.490 945199.900 2128.450 636397.494 945199.910 2128.416 636397.461 945199.885 2128.394
A7 636376.160 945211.480 2134.950 636376.150 945211.504 2134.940 636376.124 945211.470 2134.924
A8 636355.820 945224,640 2138.400 636355.811 945224.664 2138.394 636355.779 945224.650 2138.378
Bl Covered/Damaged 636486.321 945187.110 2107.212 636486.327 945187.140 2107.174
B2 636478.300 945190.240 2109.850 636478.254 945190.254 2109.838 636478.281 945190.241 1 2109.799
B3 636465.730 945194.850 2113.360 636465.749 945194.815 2113.337 636465.725 945194.846 2113.312
B4 636443.180 945203.300 2119.250 63644.3.150 945203.318 2119.226 636443.168 945203.299 2119.200
B5 636420.660 945211.420 2125.440 636420.643 945211.429 2125.424 636420.674 945211.373 2125.395
B6 636402.120 945216.920 2130.500 636402.118 945216.921 2130.479 636402.136 945216.884 2130.464
B7 636383.220 945222.350 2135.410 636383.235 945222.352 2135.386 636383.240 945222.365 2135.368
B8 636361.880 1 945235.130 1 2138.300 636361.893 945235.120 2138.287 636361.871 945235.118 2138.270
Cl Covered/Damaged 636505.459 945206.906 2106.952 636505.443 945206.924 2106.930
C2 Covered/Damaged 636487.134 945212.718 2110.399 636487.177 945212.729 2110.367
C3 Covered/Damaged 636474.161 945216.694 2113.289 636474.146 945216.738 2113.258
C4 636451.390 945223.650 2120.040 636451.340 945223.615 2119.955 636451.372 945223.616 2119.951
CS 636428.260 945231.200 2126.370 636428.230 945231.212 2126.354 636428.239 945231.202 2126.343
C6 636410.390 945236.540 2131.420 636410.379 945236.521 2131.406 636410.374 945236.532 2131.393
C7 636394.300 945241.200 2136.150 636394.271 945241.196 2136.147 636394.331 945241.184 2136.121
C8 636372.390 945251.890 2138.480 636372.339 945251.873 2138.462 636372.405 945251.859 2138.452
D1 Covered/Damaged 636513.185 945229.617 2106.896 636513.187 945229.602 2106.884
D2 Covered/Damaged 636495.263 945236.801 2111.077 636495.270 945236.794 2111.049
D3 Covered/Damaged 636480.232 945244.029 2114.509 636480.227 945244.020 2114.506
D4 636460.460 945247.690 2119.900 636460.438 945247.688 2119.877 636460.453 945247.702 2119.852
D5 636435.880 945254.790 2126.710 636435.886 945254.763 2126.654 636435.904 945254.790 2126.638
D6 636417.960 945259.620 2132.790 636417.877 945259.616 2132.770 636417.927 945259.572 2132.760
D7 636405.770 945263.430 2136.150 636405.720 945263.437 2136.135 636405.758 945263.432 2136.120
D8 636384.080 945272.160 2139.220 636384.073 945272.132 2139.219 636384.044 945272.140 2139.189
El Covered/Damaged 636514.898 945257.088 2107.669 636514.914 945257.075 2107.660
E2 Covered/Damaged 636503.875 945261.274 2110.765 636503.881 945261.311 2110.737
E3 Covered/Damaged 636483.218 945271.244 2116.574 636483.233 945271.231 2116.560
E4 636469.750 945273.810 2120.090 636469.721 945273.777 2120.072 636469.752 945273.788 2120.058
E5 636445.290 945280.060 2126.690 636445.254 945280.082 2126.670 636445.272 945280.086 2126.664
E6 636430.010 945283.770 2132.290 636429.996 945283.735 2132.277 636430.003 945283.706 2132.264
E7 636414.950 945287.410 2136.570 636414.899 945287.404 2136.570 636414.907 945287.411 2136.545
E8 636391.840 945294.230 2139.170 636391.827 945294.261 2139.157 636391.839 945294.228 2139.146
Fl Covered/Damaged 636522.376 945282.069 2108.199 636522.373 945282.080 2108.154
F2 636511.000 1945284.690 1 2111.110 636510.975 945284.719 2111.093 636510.983 945284.715 2111.061
F3 Covered/Damaged 636492.530 945289.646 2115.868 636492.481 945289.640 2115.832
F4 636475.400 945294.050 2120.720 636475.359 945294.026 2120.710 636475.394 945294.053 2120.674
F5 636451.920 945300.490 2127.400 636451.901 945300.492 2127.377 636451.910 945300.474 2127.363
F6 636436.490 945305.260 2132.170 636436.454 945305.230 2132.155 636436.496 945305.256 2132.142
F7 636420.970 945309.370 2136.950 636420.970 945309.393 2136.939 636420.955 945309.365 2136.924
F8 636397.150 945314.990 2139.700 636397.148 945314.989 2139.687 636397.147 945314.991 2139.667
Gl Covered/Damaged 636532.807 945310.760 2109.260 636532.781 945310.736 2109.239
G2 Covered/Damaged 636518.872 945315.859 2112.163 636518.888 945315.852 2112.155
G3 Covered/Damaged 636498.600 945323.704 2117.742 636498.610 945323.715 2117.727
G4 Covered/Damaged 636486.510 945327.911 2121.207 636486.514 945327.942 2121.203
GS Covered/Damaged 636 663.391 945334.359 2128.113 636463.349 945334.319 2128.128
G6 Covered/Damaged 636445.337 945338.696 2132.873 636445.357 945338.674 2132.857
G7 Covered/Damaged 636428.936 945343.045 2137.772 636428.971 945343.097 2137.750
G8 Covered/Damaged 636405.623 945349.293 2141.967 636405.604 945349.306 2141.947
H1 Covered/Damaged 636535.906 945331.587 2110.724 636535.886 945331.581 2110.665
H2 Covered/Damaged 636525.413 945333.750 2112.961 636525.378 945333.709 2112.932
H3 Covered/Damaged 636505.661 945339.951 2117.947 636505.635 945339.952 2117.926
H4 636491.680 945345.840 2122.390 636491.676 945345.838 2122.365 636491.661 945345.833 2122.341
H5 636468.270 1945352.960 1 2129.410 636468.209 945352.966 2129.381 636468.218 945352.971 2129.352
H6 636450.320 1945358.530 1 2134.210 636450.334 945358.515 2134.193 636450.351 945358.566 1 2134.174
Page 5 of 6

2018 Quarterly Monitoring Report-Q4 Appendix A:Area 1 Slope Pin Survey Measurements
Asheville Regional Airport
15-Oct-18 28-Nov-18 17-Dec-18
Pin ID Northing Easting Elevation Northing Easting Elevation Northing Easting Elevation
(ft NAD83) (ft NAD 83) (ft NAVD88) (ft NAD83) (ft NAD 83) (ft NAVD88) (ft NAD83) (ft NAD 83) (ft NAVD88)
H7 636432.810 945363.350 2139.420 636432.793 945363.311 2139.401 636432.876 945363.372 2139.384
H8 636409.410 945369.420 2144.030 636409.390 945369.441 2144.024 636409.385 945369.447 2143.985
I1 636551.370 945397.650 2113.670 636551.321 945397.616 2113.648 636551.316 945397.577 2113.611
12 636527.360 945402.790 2119.270 636527.324 945402.744 2119.229 636527.372 945402.776 2119.214
I3 636505.190 945409.010 2126.450 636505.217 945409.009 2126.406 636505.212 945409.001 2126.388
I4 636482.910 945418.100 2133.130 636482.825 945418.103 2133.115 636482.862 945418.090 2133.087
15 636465.990 945424.130 2137.900 636465.928 945424.114 2137.890 636465.965 945424.114 2137.872
I6 Covered/Damaged 636441.968 945437.590 2146.264 636441.938 945437.602 2146.233
17 636429.310 945438.910 2144.640 636418.142 945451.225 2144.741 636418.134 945451.198 2144.712
J1 636589.790 945566.640 2110.240 636589.723 945566.646 2110.058 636589.788 945566.627 2110.145
J2 636569.150 945558.910 2118.020 636569.050 945559.047 2117.840 636569.025 945558.997 2117.929
J3 636546.760 945552.610 2127.160 636546.784 945552.581 2127.136 636546.958 945552.582 2127.234
J4 636524.540 945545.090 2135.340 636524.504 945545.077 2135.316 636524.545 9455 55.081 2135.296
J5 636511.050 945541.120 2139.690 636511.056 945541.071 2139.683 636511.072 945541.091 2139.669
J6 Covered/Damaged 636484.746 945539.610 2146.797 636484.742 945539.620 2146.767
J7 636458.130 945536.150 2145.440 636458.121 945536.134 2145.423 636458.118 945536.158 2145.394
Kl 636355.270 944990.550 2105.880 636355.252 944990.653 2105.796 636355.226 944990.647 2105.799
K2 636331.850 944991.470 2113.870 636331.853 944991.469 2113.810 636331.828 944991.467 2113.796
K3 636308.030 944991.980 2121.410 636307.914 944991.940 2121.345 636307.919 944991.961 2121.336
K4 636284.720 944991.730 2130.100 636284.723 944991.733 2130.029 636284.684 944991.732 2130.008
K5 636268.830 944992.060 2133.690 636268.848 944992.076 2133.699 636268.819 944992.085 2133.671
K6 636244.440 944988.310 2135.780 636244.409 944988.299 2135.779 636244.414 944988.306 2135.753
K7 636220.100 944984.100 2139.790 636220.147 944984.090 2139.791 636220.117 944984.073 2139.763
LI 636354.800 944959.660 2104.420 636354.666 944959.697 2104.386 636354.639 944959.719 2104.326
L2 636331.550 944959.810 2113.160 636331.627 944959.822 2113.148 636331.608 944959.823 2113.140
L3 636308.000 944960.700 2120.790 636308.020 944960.680 2120.783 636308.005 944960.699 2120.766
L4 636284.740 944961.640 2129.770 636284.762 944961.633 2129.768 636284.801 944961.639 2129.758
L5 636268.850 944962.220 2134.100 636268.895 944962.202 2134.089 636268.866 944962.217 2134.075
L6 636244.270 944960.420 2136.270 636244.277 944960.361 2136.224 636244.268 944960.414 2136.217
L7 636219.830 944957.950 2139.790 636219.848 944957.904 2139.780 636219.822 944957.943 2139.774
MI 636346.990 944933.700 2108.170 636346.983 944933.721 2108.101 636346.944 944933.719 2108.088
M2 636332.370 944933.960 2113.540 636332.308 944934.004 2113.470 636332.306 944933.992 2113.457
M3 636308.360 944933.320 2120.820 636308.407 944933.254 2120.792 636308.340 944933.296 2120.785
M4 636284.610 944932.470 2129.680 636284.663 944932.475 2129.649 636284.645 944932.467 2129.637
M5 636268.740 944931.920 2134.740 636268.802 944931.870 2134.718 636268.776 944931.921 2134.706
M6 636245.910 944928.440 2136.490 636245.960 944928.421 2136.469 636245.933 944928.411 2136.455
M7 636220.390 944923.730 2140.160 636220.408 944923.694 2140.141 636220.397 944923.728 2140.126
NI 636357.720 944918.120 2107.600 636357.666 944918.181 2107.525 636357.585 944918.222 2107.542
N2 636352.410 944896.210 2117.370 636352.417 944896.229 2117.358 636352.416 944896.234 2117.334
N3 636350.240 944885.680 2121.490 636350.286 944885.681 2121.474 636350.272 944885.689 2121.459
N4 636348.770 944878.630 2122.630 636348.840 944878.611 2122.631 636348.800 944878.605 2122.593
N5 636347.660 944873.180 2125.060 636347.732 944873.143 2125.053 636347.730 944873.131 2125.028
N6 636342.770 944850.470 2134.400 636342.834 944850.480 2134.400 636342.845 944850.492 2134.375
N7 636334.980 944827.610 2136.200 636335.054 944827.586 2136.171 636335.035 944827.612 2136.156
N8 636325.040 944805.690 2135.260 636325.115 944805.661 2135.246 636325.083 944805.704 9135.237
Control Point 1- 636512.940 945037.400 2098.180 636512,927 945037.379 2098.108 636512.967 945037.423 2098.076
25907
Control Point 2- 636269.9301 944918.000 2134.810 636269.881 944917.957 2134.770 636269.853 944917.983 2134.765
25908
Control Point 3-
25909 Covered/Damaged Covered/Damaged Covered/Damaged
Note(s):
[1]Slope pins are surveyed by McKim and Creed as described within the Slope Monitoring Plan.
[21 Survey northings and castings are in terms of North American Datum of 1983(NAD 83)and North American Vertical Datum of
[3]Slope Pins Al through J7 were installed on 4-Oct-17. Slope pins Kl through N8 were installed on 15-Nov-17.
Page 6 of 6

Appendix B Inclinometer Data Results

Table B-1. Inclinometer Measurements-Baseline vs. 12 December 2017
Raw Data M Interpreted Data[31
Depth 29 November 2017121 12 December 2017 12 December 2017
(ft) Tilt Change(in.) Profile Change(in.)
AO A180 BO 13180 AO A180 BO B180 A-A' B-B' A-A' B-B'
2 1180 -1206 229 -324 1158 -1220 232 -311 -0.0010 -0.0012 0.0262 0.0274
4 688 -711 614 -717 688 -709 613 -731 -0.0002 0.0016 0.0271 0.0286
6 216 -233 794 -876 224 -246 788 -882 0.0025 0.0000 0.0274 0.0270
8 84 -114 653 -721 93 -119 644 -726 0.0017 -0.0005 0.0248 0.0270
10 395 -419 -168 90 406 -427 -161 85 0.0023 0.0014 0.0232 0.0275
12 258 -279 -1090 1033 266 -279 -1085 1022 0.0010 0.0019 0.0209 0.0260
14 73 -98 -1316 1251 83 -98 -1314 1238 0.0012 0.0018 0.0199 0.0241
16 122 -135 -1392 1316 130 -144 -1368 1295 0.0020 0.0054 0.0187 0.0223
18 379 -405 -1483 1405 387 1 -415 -1495 1390 0.0022 0.0004 0.0167 0.0169
20 1 704 -728 -1713 1 1638 707 -734 -1710 1629 0.0011 0.0014 0.0145 0.0166
22 900 -913 -1849 1773 904 -917 -1844 1747 0.0010 0.0037 0.0134 0.0151
24 928 -957 -1618 1506 936 -961 -1614 1491 0.0014 0.0023 0.0125 0.0114
26 1082 -1100 -1548 1466 1095 -1102 -1544 1456 0.0018 0.0017 0.0110 0.0091
28 1298 -1327 -1515 1433 1303 1 -1331 -1506 1423 0.0011 0.0023 0.0092 0.0074
30 1344 -1366 -1421 1338 1349 -1371 -1419 1328 0.0012 0.0014 0.0082 0.0052
32 1335 -1353 -1448 1356 1345 -1360 -1461 1343 1 0.0020 0.0000 0.0070 0.0037
34 1088 -1115 -950 882 1093 -1120 -964 870 0.0012 -0.0002 0.0049 0.0037
36 891 1 -914 -838 762 900 -920 -832 755 0.0018 0.0016 0.0037 0.004
38 670 -701 -486 416 681 -706 -477 405 0.0019 0.0024 0.0019 0.0024
Notes:
[1] Data presented in terms of instrument units(Instrument Constant: 100000).
[2] Baseline slope inclinometer casing survey performed on 29 November 2017.
[3] Tilt change refers to incremental displacement;profile change refers to cumulative displacement.

Table B-2. Inclinometer Measurements-Baseline vs. 27 December 2017
Raw Data[1] Interpreted Data[31
Depth 29 November 2017121 27 December 2017 27 December 2017
(ft) Tilt Change(in.) Profile Change(in.)
AO A180 BO B180 AO A180 BO B180 A-A' B-B' A-A' B-B'
2 1180 -1206 229 -324 1179 -1208 203 -278 0.0001 -0.0086 0.0244 0.0068
4 688 -711 614 -717 687 -718 602 -738 0.0007 0.0011 0.0243 0.0154
6 216 -233 794 -876 216 -248 779 -883 0.0018 -0.0010 0.0236 0.0144
8 84 -114 653 -721 87 -120 635 -730 0.0011 -0.0011 0.0218 0.0154
10 395 -419 -168 90 398 -424 -174 81 0.0009 0.0004 0.0208 0.0164
12 258 -279 -1090 1033 258 -288 -1100 1008 0.0011 0.0018 0.0198 0.0161
14 73 -98 -1316 1251 76 -105 -1328 1225 0.0012 0.0017 0.0187 0.0143
16 122 -135 -1392 1316 123 -155 -1403 1284 0.0025 0.0025 0.0176 0.0126
18 379 -405 -1483 1405 375 -416 -1491 1390 0.0008 0.0008 0.0150 0.0100
20 704 -728 -1713 1638 704 -742 -1721 1631 0.0017 -0.0001 0.0141 0.0092
22 900 -913 -1849 1773 903 -916 -1860 1737 1 0.0008 0.0030 0.0125 0.0093
24 928 -957 -1618 1506 934 -961 -1628 1504 0.0012 -0.0010 0.0117 0.0064
26 1082 -1100 -1548 1466 1084 -1110 -1554 1440 0.0015 0.0024 0.0106 0.0073
28 1298 -1327 -1515 1433 1300 -1340 -1528 1403 0.0018 0.0021 0.0091 0.0049
30 1344 -1366 -1421 1338 1345 -1379 -1449 1325 0.0017 -0.0018 1 0.0073 0.0029
32 1335 -1353 -1448 1356 1338 -1364 -1471 1345 0.0017 -0.0015 0.0057 0.0047
34 1088 -1115 -950 882 1088 -1122 -972 859 0.0009 0.0001 0.0040 0.0061
36 891 -914 -838 762 897 -923 -838 736 0.0018 0.0031 0.0031 0.006
38 670 -701 -486 416 672 -710 -491 387 0.0013 0.0029 0.0013 0.0029
Notes:
[1] Data presented in terms of instrument units(Instrument Constant: 100000).
[2] Baseline slope inclinometer casing survey performed on 29 November 2017.
[3] Tilt change refers to incremental displacement;profile change refers to cumulative displacement.

Table B-3. Inclinometer Measurements-Baseline vs. 3 J nuary 2018
Raw Data M Interpreted Data[3]
Depth 3 January 2018
p 29 November 2017r2l 3 January 2018
(ft) Tilt Change(in.) Profile Change(in.)
AO A180 BO B180 AO A180 BO B180 A-A' B-B' A-A' B-B'
2 1180 -1206 229 -324 1270 -1314 193 -304 0.0237 -0.0067 0.0592 0.0283
4 688 -711 614 -717 675 -709 538 -674 -0.0018 -0.0143 0.0319 0.0178
6 216 -233 794 -876 214 -253 781 -875 0.0022 -0.0017 0.0336 0.0275
8 84 -114 653 -721 85 -126 636 -732 0.0016 -0.0008 0.0319 0.0300
10 395 -419 -168 90 398 -433 -168 75 0.0020 0.0018 0.0310 0.0319
12 258 -279 -1090 1033 257 -286 -1094 1014 0.0007 0.0018 0.0290 0.0315
14 73 -98 -1316 1251 73 -109 -1322 1234 0.0014 0.0013 0.0281 0.0294
16 122 -135 -1392 1316 119 -149 -1404 1302 0.0013 0.0002 1 0.0261 0.0239
18 379 -405 -1483 1405 375 -418 -1492 1393 0.0011 0.0003 0.0222 0.0256
20 704 -728 -1713 1638 698 -748 -1715 1624 0.0017 0.0015 0.0203 0.0275
22 900 -913 -1849 1773 904 -919 -1854 1739 0.0012 0.0035 0.0176 0.0279
24 928 -957 -1618 1506 929 -963 -1621 1525 0.0009 -0.0027 0.0151 0.0138
26 1082 -1100 -1548 1466 1085 -1113 -1563 1451 0.0020 0.0000 0.0141 0.0146
28 1298 -1327 -1515 1433 1295 -1338 -1529 1417 0.0009 0.0003 0.0110 0.0096
30 1344 -1366 -1421 1338 1344 -1378 -1431 1335 0.0014 -0.0009 0.0091 0.0083
32 1335 -1353 -1448 1356 1334 -1364 -1462 1339 0.0012 0.0003 0.0060 0.0105
34 1088 -1115 -950 882 1084 -1127 -976 860 0.0010 -0.0005 0.0042 0.0065
36 891 -914 -838 762 897 -931 -833 750 0.0028 0.002 0.0044 0.0048
38 670 -701 -486 416 672 -713 -489 401 0.0017 0.0015 0.0017 0.0015
Notes:
[1] Data presented in terms of instrument units(Instrument Constant: 100000).
[2] Baseline slope inclinometer casing survey performed on 29 November 2017.
[3] Tilt change refers to incremental displacement;profile change refers to cumulative displacement.

Table B-4. Inclinometer Measurements Baseline vs. 22 January 2018
Raw Data M Interpreted Data[3�
Depth 29 November 2017111 22 January 2018 22 January 2018
(ft) Tilt Change(in.) Profile Change(in.)
AO A180 BO B180 AO A180 BO B180 A-A' B-B' A-A' B-B'
2 1180 -1206 229 -324 1201 -1252 124 -252 0.0080 -0.0212 0.0435 0.0138
4 688 -711 614 -717 687 -719 535 -671 0.0008 -0.0150 0.0345 0.0171
6 216 -233 794 -876 218 -243 784 -901 0.0015 0.0018 0.0329 0.0310
8 84 -114 653 -721 89 -121 630 -732 0.0015 -0.0615 0.0318 0.0293
10 395 -419 -168 90 398 -427 -163 75 0.0013 0.0024 0.0303 0.0325
12 258 -279 -1090 1033 253 -285 -1098 1020 0.0001 0.0006 0.0284 0.0303
14 73 -98 -1316 1251 68 -102 -1320 1230 -0.0001 0.0021 1 0.0266 0.0302
16 1 122 -135 -1392 1 1316 123 -145 -1403 1280 0.0013 0.0030 0.0261 0.0267
18 379 -405 -1483 1405 380 -412 -1503 1381 0.0010 0.0005 0.0221 0.0258
20 704 -728 -1713 1638 704 -739 -1727 1617 0.0013 0.0009 0.0199 0.0269
22 900 -913 -1849 1773 903 -924 -1856 1748 0.0017 0.0022 0.0181 0.0266
24 928 -957 -1618 1506 929 1 -962 -1618 1500 0.0008 0.0007 0.0150 0.0172
26 1082 -1100 -1548 1466 1088 -1110 -1556 1447 _ 0.0020 0.0013 0.0141 0.0159
28 1298 -1327 -1515 . 1433 1293 -1332 -1528 1406 0.0000 0.0017 0.0101 0.0110
30 1344 -1366 -1421 1338 1346 -1371 -1448 1319 0.0008 -0.0010 0.0085 0.0082
32 1335 -1353 -1448 1356 1336 -1359 -1468 1333 0.0009 0.0003 0.0057 0.0105
34 1088 -1115 -950 882 1089 -1121 -970 861 0.0009 0.0001 0.0041 0.0071
36 891 -914 -838 762 898 -928 -836 730 0.0026 0.0041 0.0042 0.0069
38 670 -701 -486 416 673 -710 -495 385 0.0015 0.0027 0.0015 0.0027
Notes:
[1] Data presented in terms of instrument units(Instrument Constant: 100000).
[2] Baseline slope inclinometer casing survey performed on 29 November 2017.
[3] Tilt change refers to incremental displacement;profile change refers to cumulative displacement.

Table B-5. Inclinometer Measurements-Baseline vs. 30 April 2018
Raw Data M Interpreted Data P]
Depth 29 November 2017111 30 April 2018 30 April 2018
(ft) Tilt Change(in.) Profile Change(in.)
AO A180 BO B180 AO A180 BO B180 A-A' B-B' A-A' B-B'
2 1180 -1206 229 -324 1217 -1257 191 -264 0.0105 -0.0117 0.0460 0.0233
4 688 -711 614 -717 691 -722 558 -656 0.0017 -0.0140 0.0354 0.0181
6 216 -233 794 -876 222 -249 796 -860 0.0027 -0.0017 0.0341 0.0275
8 84 -114 653 -721 94 -122 644 -710 0.0022 -0.0024 0.0325 0.0284
10 395 -419 -168 90 395 -426 -155 94 0.0008 0.0011 0.0298 0.0312
12 258 -279 -1090 1033 254 -280 -1082 1039 -0.0004 0.0003 0.0279 0.0300
14 73 -98 -1316 1251 70 -100 -1307 1250 -0.0001 0.0012 0.0266 0.0293
16 122 -135 -1392 1316 117 -149 -1363 1306 0.0010 0.0046 0.0258 0.0283
18 379 -405 -1483 1405 378 -411 -1467 1402 0.0006 0.0023 0.0217 0.0276
20 704 -728 -1713 1638 713 -739 -1709 1639 0.0024 0.0004 0.0210 0.0264
22 900 -913 -1849 1773 903 -914 -1847 1759 0.0005 0.0020 0.0169 0.0264
24 928 -957 -1618 1506 925 -957 -1599 1534 -0.0003 -0.0011 0.0139 0.0154
26 1082 -1100 -1548 1466 1082 -1111 -1526 1468 0.0014 0.0024 0.0135 0.0170
28 1298 -1327 -1515 1433 1298 -1332 -1503 1431 0.0006 0.0017 0.0107 0.0110
30 1344 -1366 -1421 1338 1339 -1372 -1412 1340 0.0001 0.0008 0.0078 0.0100
32 1335 -1353 -1448 1356 1335 -1355 -1450 1355 0.0003 -0.0001 0.0051 0.0101
34 1088 -1115 -950 882 1088 -1115 -944 879 0.0000 0.0010 0.0032 0.0080
36 891 -914 -838 762 896 -924 -824 769 0.0018 0.0008 0.0034 0.0036
38 670 -701 -486 416 673 -705 -475 406 0.0009 0.0026 0.0009 0.0026
Notes:
[1] Data presented in terms of instrument units(Instrument Constant: 100000).
[2] Baseline slope inclinometer casing survey performed on 29 November 2017.
[3] Tilt change refers to incremental displacement;profile change refers to cumulative displacement.

Table B-6. Inclinometer Measurements-Baseline vs. 14 May 2018
Raw Data[l] Interpreted Data P]
Depth 29 November 20171z] 14 May 2018 14 May 2018
(ft) Tilt Change(in.) Profile Change(in.)
AO A180 BO B180 AO A180 BO B180 A-A' B-B' A-A' B-B'
2 1180 -1206 229 -324 1217 -1244 226 -308 0.0090 -0.0023 0.0238 0.0173
4 688 -711 614 -717 699 -712 583 -635 0.0014 -0.0135 0.0149 0.0195
6 216 -233 794 -876 233 -238 830 -846 0.0027 0.0007 0.0134 0.0332
8 84 -114 653 -721 99 -111 668 -689 0.0015 -0.0021 0.0108 0.0324
10 395 -419 -168 90 401 -415 -121 98 0.0002 0.0047 0.0094 0.0344
12 258 -279 -1090 1033 265 -274 -1054 1048 0.0002 0.0026 0.0091 0.0297
14 73 -98 -1316 1251 88 -100 -1278 1264 0.0021 0.0030 0.0089 0.0273
16 122 -135 -1392 1316 130 -139 -1335 1322 0.0014 0.0061 0.0069 0.0243
18 1 379 -405 -1483 1 1405 381 -404 -1439 1428 0.0001 0.0025 0.0054 0.0181
20 704 -728 -1713 1638 713 -727 -1680 1663 0.0009 0.0010 0.0053 0.0156
22 900 -913 -1849 1773 903 -906 -1809 1769 -0.0004 0.0053 0.0043 0.0146
24 928 -957 -1618 1506 936 -946 -1579 1549 -0.0003 -0.0005 0.0048 0.0094
26 1082 -1100 -1548 1466 1088 -1100 -1506 1482 0.0008 0.0031 0.0052 0.0098
28 1298 -1327 -1515 1433 1305 -1326 -1480 1448 0.0007 0.0024 0.0044 0.0067
30 1 1344 -1366 -1421 1338 1345 1 -1365 -1382 1363 0.0000 0.0016 0.0037 0.0044
32 1335 -1353 -1448 1356 1348 -1349 -1425 1378 0.0011 0.0001 0.0037 0.0026
34 1088 -1115 -950 882 1092 -1107 -951 900 -0.0004 -0.0023 0.0026 0.0025
36 891 -914 -838 762 907 -919 -804 787 0.0026 0.0011 0.0031 0.0048
38 670 -701 -486 416 679 -697 -454 417 0.0006 0.0038 0.0006 0.0038
Notes:
[1] Data presented in terms of instrument units(Instrument Constant: 100000).
[2] Baseline slope inclinometer casing survey performed on 29 November 2017.
[3] Tilt change refers to incremental displacement;profile change refers to cumulative displacement.

Table B-7. Inclinometer Measurements-Baseline vs. 12 June 2018
Raw Data[l] Interpreted Data P]
Depth 111 12 June 2018
29 November 2017 12 June 2018
(ft) Tilt Change(in.) Profile Change(in.)
AO A180 BO B180 AO A180 BO B180 A-A' B-B' A-A' B-B'
2 1180 -1206 229 -324 1217 -1237 224 -254 0.0081 -0.0090 0.0236 -0.0012
4 688 -711 614 -717 702 -712 583 -641 0.0018 -0.0128 0.0155 0.0078
6 216 -233 794 -876 234 -241 816 -841 0.0031 -0.0016 0.0137 0.0207
8 84 -114 653 -721 102 -115 671 -682 0.0023 -0.0026 0.0105 0.0222
10 395 -419 -168 90 409 -417 -129 123 0.0014 0.0007 0.0083 0.0247
12 258 -279 -1090 1033 262 -271 -1052 1059 -0.0005 0.0015 0.0068 0.0240
14 73 -98 -1316 1251 81 -95 -1281 1274 0.0006 0.0015 0.0073 0.0226
16 122 -135 -1392 1316 127 -136 -1335 1331 0.0007 0.0050 0.0068 0.0211
18 379 -405 -1483 1405 383 -400 -1448 1424 -0.0001 0.0019 0.0060 0.0160
20 704 -728 -1713 1638 713 -727 -1680 1661 0.0009 0.0012 1 0.0061 0.0141
22 900 -913 -1849 1773 906 -907 -1801 1776 0.0000 0.0054 1 0.0052 0.0129
24 928 -957 -1618 1506 932 -952 -1572 1549 -0.0001 0.0003 0.0051 0.0076
26 1082 -1100 -1548 1466 1089 -1101 -1499 1493 0.0010 0.0026 0.0053 0.0072
28 1298 -1327 -1515 1433 1303 -1321 -1480 1458 -0.0002 0.0012 0.0043 0.0045
30 1344 -1366 -1421 1338 1344 -1361 -1386 1368 -0.0006 0.0006 0.0045 0.0034
32 1335 -1353 -1448 1356 1351 -1350 -1430 1383 0.0016 -0.0011 0.0051 0.0027
34 1088 -1115 -950 882 1095 -1107 -921 905 -0.0001 0.0007 0.0035 0.0038
36 891 -914 -838 762 910 -920 -797 802 0.003 1E-04 0.0036 0.0032
38 670 -701 -486 416 679 -697 -443 434 0.0006 0.003 0.0006 0.003
Notes:
[1] Data presented in terms of instrument units(Instrument Constant: 100000).
[2] Baseline slope inclinometer casing survey performed on 29 November 2017.
[3] Tilt change refers to incremental displacement;profile change refers to cumulative displacement.

Table B-8. Inclinometer Measurements-Baseline vs. I July 2018
Raw Data M Interpreted Data[31
Depth 29 November 2017121 10 July 2018 10 July 2018
(ft) Tilt Change(in.) Profile Change(in.)
AO A180 BO B180 AO A180 BO B180 A-A' B-B' A-A' B-B'
2 1180 -1206 229 -324 1204 -1224 235 -268 0.0050 -0.0060 0.0373 0.0097
4 688 -711 614 -717 710 -707 602 -629 0.0022 -0.0120 0.0323 0.0157
6 216 -233 794 -876 246 -237 834 -820 0.0041 -0.0019 �0.0301 0.0278
8 84 -114 653 -721 112 -108 688 -662 0.0027 -0.0030 0.0260 0.0297
10 395 -419 -168 90 419 -407 -108 141 0.0014 0.0011 0.0234 '0.0325
12 258 -279 -1090 1033 281 -266 -1035 1066 0.0012 0.0027 0.0219 0.0314
14 73 -98 -1316 1251 99 -89 -1262 1280 0.0022 0.0030 0.0207 0.0288
16 122 -135 -1392 1316 145 -137 -1335 1340 1 0.0030 0.0039 0.0188 0.0258
18 379 -405 -1483 1405 391 -398 -1442 1446 0.0013 0.0000 0.0157 0.0218
20 704 -728 -1713 1638 723 -719 -1662 1681 0.0012 0.0010 0.0144 0.0218
22 900 -913 -1849 1773 920 -896 -1785 1793 0.0003 0.0053 0.0132 0.0208
24 928 -957 -1618 1506 953 -941 -1556 1554 0.0011 0.0017 0.0128 0.0156
26 1082 -1100 -1548 1466 1104 -1090 -1483 1500 0.0015 0.0038 0.0118 0.0139
28 1298 -1327 -1515 1433 1320 -1318 -1463 1468 0.0015 0.0020 0.0103 0.0102
30 1344 -1366 -1421 1338 1361 -1358 -1376 1382 0.0011 0.0001 0.0088 0.0082
32 1335 -1353 -1448 1356 1363 -1345 -1409 1407 0.0024 -0.0015 0.0077 0.0080
34 1088 -1115 -950 882 1109 -1099 -890 920 0.0006 0.0026 0.0053 0.0095
36 1 891 -914 -838 762 923 -912 -775 1 807 1 0.00365 0.00215 0.0046 1 0.0069
38 670 -701 -486 416 694 -686 -425 438 0.0011 0.00475 0.0011 0.0047
Notes:
[1] Data presented in terms of instrument units(Instrument Constant: 100000).
[2] Baseline slope inclinometer casing survey performed on 29 November 2017.
[3] Tilt change refers to incremental displacement;profile change refers to cumulative displacement.

Table B-9. Inclinometer Measurements-Baseline vs. 7 Au ust 2018
Raw Data M Interpreted Data 131
Depth 29 November 2017EZl 7 August 2018 7 August 2018
(ft) Tilt Change(in.) Profile Change(in.)
AO A180 BO B180 AO A180 BO B180 A-A' B-B' A-A' B-B'
2 1180 -1206 229 -324 1205 -1228 266 -245 0.0056 -0.0051 0.0283 0.0105
4 688 -711 614 -717 708 -704 630 -624 0.0016 -0.0092 0.0227 0.0156
6 216 -233 794 -876 246 -235 860 -811 0.0039 0.0001 0.0211 0.0249
8 84 -114 653 -721 111 -109 695 -655 0.0027 -0.0030 0.0172 0.0248
10 395 -419 -168 90 412 -408 -90 149 0.0007 0.0023 0.0147 0.0276
12 258 -279 -1090 1033 282 -273 -1018 1078 0.0022 0.0033 0.0139 0.0253
14 73 -98 -1316 1251 98 -92 -1247 1287 0.0024 0.0039 0.0117 0.0221
16 122 -135 -1392 1316 129 -128 -1313 1346 0.0000 0.0058 0.0095 0.0181
18 379 -405 -1483 1405 391 -397 -1417 1444 0.0005 0.0032 0.0095 0.0122
20 704 -728 -1713 1638 718 -720 -1650 1688 0.0007 0.0016 1 0.0090 0.0090
22 900 -913 -1849 1773 907 -895 -1782 1799 -0.0013 0.0049 0.0083 0.0074
24 928 -957 -1618 1506 945 -943 -1548 1586 0.0004 -0.0012 0.0096 0.0025
26 1082 -1100 -1548 1466 1095 -1090 -1477 1513 0.0004 0.0029 0.0093 0.0037
28 1298 -1327 -1515 1433 1313 -1320 -1455 1478 0.0009 0.0018 0.0089 0.0008
30 1344 -1366 -1421 1338 1355 -1361 -1359 1389 0.0007 0.0013 1 0.0079 -0.0009
32 1335 -1353 -1448 1356 1357 -1346 -1398 1410 0.0019 -0.0005 0.0072 -0.0023
34 1088 -1115 -950 882 1103 -1104 -929 935 0.0005 -0.0039 0.0054 -0.0018
36 891 -914 -838 762 921 -916 -781 827 0.00385 -0.00095 0.0049 0.0021
38 670 -701 -486 416 688 -692 -425 452 0.0011 0.00305 0.0011 0.003
Notes:
[1] Data presented in terms of instrument units(Instrument Constant: 100000).
[2] Baseline slope inclinometer casing survey performed on 29 November 2017.
[3] Tilt change refers to incremental displacement;profile change refers to cumulative displacement.

Table B-10. Inclinometer Measurements-Baseline vs. 10 Se tember 2018
Raw Data Interpreted Data [3]
Depth 29 November 2017121 10 September 2018 10 September 2018
(ft) Tilt Change(in.) Profile Change(in.)
AO A180 BO B180 AO A180 BO B180 A-A' B-B' A-A' B-B'
2 1180 -1206 229 -324 1211 -1208 254 -264 0.0039 -0.0042 0.0360 0.0133
4 688 -711 614 -717 714 -708 621 -625 0.0028 -0.0102 0.0320 0.0175
6 216 -233 794 -876 250 -233 843 -817 0.0041 -0.0012 0.0293 0.0278
8 84 -114 653 -721 114 -111 698 -660 0.0033 -0.0020 0.0252 0.0290
10 395 -419 -168 90 418 -406 -97 136 0.0011 0.0030 0.0220 0.0308
12 258 -279 -1090 1033 272 -275 -1031 1077 0.0012 0.0019 0.0207 0.0278
14 73 -98 -1316 1251 101 -96 -1249 1287 0.0032 0.0037 0.0195 0.0261
16 122 435 -1392 1316 145 -139 -1311 1347 0.0032 0.0060 0.0165 0.0223
18 379 -405 -1483 1405 391 -397 -1415 1447 0.0005 0.003.1 0.0132 0.0163
20 704 -728 -1713 1638 715 -715 -1644 1686 -0.0003 0.0025 0.0127 0.0132
22 900 -913 -1849 1773 917 -897 -1774 1805 0.10001 0.0052 0.0130 0.0106
24 928 -957 -1618 1506 951 -940 -1541 1583 0.0007 0.0000 0.0128 0.0055
26 1082 -1100 -1548 1466 1096 -1092 -1481 1513 0.0008 0.0025 0.0121 0.0055
28 1298 -1327 -1515 1433 1319 -1316 -1452 1480 0.0012 0.0019 0.0114 0.0031
30 1344 -1366 -1421 1338 1365 -1360 -1367 1387 0.0018 0.0005 0.0102 0.0012
32 1335 -1353 -1448 1356 1362 -1345 -1400 1407 0.0024 -0.0004 0.0084 0.0006
34 1088 -1115 -950 882 1108 -1102 -914 932 0.0008 -0.0018 0.0061 0.0010
36 891 -914 1 -838 762 925 -915 -776 821 0.00425 1 0.0004 0.0052 0.0027
38 670 1, -701 -486 416 692 -688 -429 454 0.0011 0.0023 0.0011 0.0023
Notes:
[1] Data presented in terms of instrument units(Instrument Constant: 100000).
[2] Baseline slope inclinometer casing survey performed on 29 November 2017.
[3] Tilt change refers to incremental displacement;profile change refers to cumulative displacement.

Table B-11. Inclinometer Measurements-Baseline vs. 15 October 2018
Raw Data Ell Interpreted Data[3]
Depth [Z] 15 October 2018
(p 29 November 2017 15 October 2018
Tilt Change(in.) Profile Change(in.)
AO A180 BO B180 AO A180 BO B180 A-A' B-B' A-A' B-B'
2 1180 -1206 229 -324 1204 -1231 241 -270 0.0059 -0.0050 0.0363 0.0051
4 688 -711 614 -717 704 -714 590 -646 0.0023 -0.0114 0.0305 0.0102
61 216 -233 794 1 -876 241 -245 829 1 -835 0.0045 -0.0007 0.0282 0.0216
8 84 -114 653 -721 104 -117 675 -676 0.0028 -0.0028 0.0237 0.0224
10 395 -419 -168 90 407 -414 -116 122 0.0008 0.0024 0.0210 0.0251
12 258 -279 -1090 1033 268 -276 -1041 1063 0.0008 0.0023 0.0201 0.0227
14 73 -98 -1316 1251 91 -105 -1267 1270 0.0030 0.0036 0.0193 0.0204
16 1 122 -135 -1392 1316 132 -140 1 -13,45 1336 0.0018 0.0032 0.0164 0.0168
18 379 -405 -1483 1405 388 -407 -1444 1433 0.0013 0.0013 0.0145 0.0135
20 704 -728 -1713 1.638 712 -721 -1671 1670 1 0.0001 0.0012 0.0132 0.0122
22 900 -913 -1849 1773 916 -905 -1799 1786 0.0010 0.0045 0.0131 0.0110
24 928 -957 -1618 1506 940 -951 -1563 1560 0.0008 0.0001 0.0121 0.0066
26 1082 -1100 -1548 1466 1090 -1099 -1493 1491 0.0009 0.0036 0.0114 0.0064
28 1298 -1327 -1515 1433 1308 -1327 -1480 1459 0.0012 0.0011 0.0105 0.0028
30 1344 -1366 -1421 1338 1355 -1371 -1386 1374 0.0019 -0.0002 0.0094 0.0018
32 1335 -1353 -1448 1356 13.51 -1351 -1420 1390 0.0017 -0.0007 0.0075 0.0019
34 1088 -1115 -950 882 1098 -1110 -944 910 0.0006 -0.0027 0.0058 0.0026
36 891 -914 -838 762 914 -923 -785 797 0.0039 0.0022 0.0051 0.0053
38 670 -701 -486 416 685 -697 -448 428 0.0013 0.0032 0.0013 0.0032
Notes:
[1] Data presented in terms of instrument units(Instrument Constant: 100000).
[2] Baseline slope inclinometer casing survey performed on 29 November 2017.
[3] Tilt change refers to incremental displacement;profile change refers to cumulative displacement.

Table B-12. Inclinometer Measurements-Baseline vs. 19 November 2018
Raw Data[l] Interpreted Data M
Depth 19 November 2018
29 November 2017121 19 November 2018
(ft) Tilt Change(in.) Profile Change(in.)
AO A180 BO B180 AO A180 BO B180 A-A' B-B' A-A' B-B'
2 1180 -1206 229 -324 1184 -1221 222 -277 -0.0065 -0.0050 0.0178 0.0066
4 688 -711 614 -717 694 -713 590 -645 -0.0115 -0.0114 0.0156 0.0130
6 216 -233 794 -876 231 -248 813 -855 -0.0002 -0.0007 0.0146 0.0246
8 84 -114 653 -721 98 -115 664 -685 -0.0030 -0.0028 0.0110 0.0249
P1 10 _395 -419 -168 90 398 -415 -125 122 0.0013 0.0024 0.0093 0.0278
12 258 -279 -1090 1033 264 -276 -1065 1055 0.0004 0.0023 0.0093 0.0265
14 73 -98 -1316 1251 81 -104 -1283 1261 0.0028 0.0036 0.0090 0.0262
6 122 -135 -1392 1316 134 -138 -1347 1306 0.0066 0.0032 0.0074 0.0234
18 379 -405 -1483 1405 376 -399 -1443 1423 0.0026 0.0013 0.0055 0.0168
20 704 -728 -1713 1638 710 -728 -1677 1656 0.0022 0.0012 0.0066 0.0141
22 900 -913 -1849 1773 905 -905 -1815 1775 0.0039 0.0045 0.0059 0.0120
24 928 -957 -1618 1506 935 -950 -1576 1550 -0.0003 0.0001 0.0062 0.0082
26 1082 -1100 -1548 1466 1088 -11.03 -1512 1479 0.0028 0.0036 0.0063 0.0084
28 1298 -1327 -1515 1433 1302 -1330 -1488 1443 0.0021 0.0011 0.0051 0.0056
30 1344 -1366 -1421 1338 1342 -1365 -1387 1362 0.0012 -0.0002 0.0043 0.0036
32 1335 -1353 4448 1356 1343 -1350 -1427 1381 1 -0.0005 -0.0007 0.0047 0.0024
34 1088 -1115 -950 882 1094 -1111 -945 899 -0.0015 -0.0027 0.0041 0.0029
36 891 -914 -838 762 908 -924 -804 782 0.0017 0.0022 0.0038 0.0044
38 670 -701 -486 416 678 -698 -459 421 0.0027 0.0032 0.0006 0.0027
Notes:
[1] Data presented in terms of instrument units(Instrument Constant: 100000).
[2] Baseline slope inclinometer casing survey performed on 29 November 2017..
[3] Tilt change refers to incremental displacement;profile change refers to cumulative displacement.

Table B-13. Inclinometer Measurements—Baseline vs. 14 December 2018
Raw Data M Interpreted Data[3]
Depth 29 November 2017M 14 December 2018 14 December 2018
(ft) Tilt Change(in.) Profile Change(in.)
AO A180 BO B180 AO A180 BO B180 A-A' B-B' A-A' B-B'
2 1180 -1206 229 -324 -108 -1221 -109 -327 -0.1528 -0.0329 -0.1156 -0.0766
4 688 -711 614 -717 701 -715 548 -686 0.0020 -0.0145 0.0372 -0.0437
6 216 -233 794 -876 240 -251 767 -887 0.0050 -0.0049 0.0352 -0.0292
8 84 -114 653 -721 101 -120 626 -724 0.0028 -0.0013 0.0301 -0.0242
10 1 395 -419 -168 90 401 -417 -161 80 0.0005 0.0014 0.0274 -0.0229
12 258 -279 -1090 1033 270 -287 -1103 1050 0.0024 -0.0040 0.0269 -0.0244
14 73 -98 -1316 1251 86 -103 -1328 1225 0.0022 0.0000 0.0245 -0.0204
16 122 -135 -1392 1316 132 -150 -1379 1284 0.0030 0.0010 0.0223 -0.0204
18 379 -405 -1483 1405 382 -409 -1492 1385 0.0008 0.0030 0.0193 -0.0214
20 1 704 -728 -1713 1638 711 -729 -1728 1622 0.0010 0.0008 0.0185 -0.0244
22 900 -913 -1849 1773 902 1 -911 -1863 1744 0.0000 0.0002 0.0175 -0.0252
24 928 -957 -1618 1506 940 -952 -1619 1518 0.0008 -0.0096 0.0175 -0.0254
26 1082 -1100 -1548 1466 1096 -1105 -1554 1447 0.0023 -0.0002 0.0167 -0.0158
28 1298 -1327 -1515 1433 1312 -1330 -1518 1413 0.0020 -0.0032 0.0144 -0.0156
30 1 1344 -1366 -1421 1338 1357 -1372 -1439 1324 0.0023 -0.0007 0.0124 -0.0124
32 1335 -1353 -1448 1356 1350 -1355 -1468 1342 0.0020 0.0004 0.0101 -0.0116
34 1088 -1115 -950 882 1097 -1119 -999 874 0.0016 -0.0082 0.0080 -0.0120
36 891 -914 -838 762 916 -928 -840 1 752 0.0047 -0.0032 0.0065 -0.0038
38 670 -701 -486 416 686 -700 -495 389 0.0018 -0.0006 0.0018 -0.0006
Notes: -
[1] Data presented in terms of instrument units(Instrument Constant: 100000).
[2] Baseline slope inclinometer casing survey performed on 29 November 2017.
[3] Tilt change refers to incremental displacement;profile change refers to cumulative displacement.
[4] The 0.1528-inch deflection measured at the 2-ft interval in the A-A' direction is suspected to be an error caused to weather or operator error. The
deflection returned closely to prior measurements during the January 2019 survey event,which will be presented under a separate cover.

A-A' Axis B-B' Axis
o ..___ i 0
i
g
10 10 _,._______
I
� � f
15 15
20 _ _.____ _ __ 20
411 _ I
4
Q 25 ___ n� _� . M 25
I
30 _ —,_ _—._ __ _ 30
35 _ ___ _ _ 35
O
40 ~ - - - --- - 0 11/29/2017 40 - ~- ~~ ~ 11/29/2017
i ---0—12/12/2017 `0—12/12/2017
—0-12/27/2017 ®0—12/27/2017
45 45
-0.5 0.0 0.5 -0.5 0 0.5
Profile Change(in.) Profile Change(in.)
Figure B-1. Inclinometer Data—Profile Change
Notes:
[1] Inclinometer INC-1 was installed on 17 November 2017.
[2] Baseline casing survey was performed on 29 November 2017.

A-A' Axis B-B' Axis
g
5 __ _ _ .. _u,_._ 5
10 to
15 _ w _ _ _ ..____ 15
i
i
20 _ __ __ _ ___ ._ 20
r
25 ___ �_ _.__ __.. _ __ 25
i
30 _..__ __. _� � 30
35__.
0
{
40 11/29/2017 40 --— --- --f —0-11/29/2017
—,D--1/3/2018 I —0-1/3/2018
—0a 1/22/2018 i }45 45 —Os 1/22/2018
•
-0.5 0.0 0.5 -0.5 0 0.5
Profile Change(in.) Profile Change(in.)
Figure B-2. Inclinometer Data—Profile Change
Notes:
[1] Inclinometer INC-1 was installed on 17 November 2017.
[2] Baseline casing survey was performed on 29 November 2017.

A-A' Axis B-B' Axis
o ____ _ — _ ._ o
5 Mv__... _ _.___._.._. ;
� � I
10
10 -
T
15
i
F
15
i
_ 20
YI
I �
30 30
35 __m. _. _ _.__ __ 35
O
i 40 -�-11/29/2017 —
3- 40 -- — -"0—11/29/2017
.-_____a..__„�r.._.�. _ i
—0-4/30/2018 --0—4/30/2018
—0-5/14/2018 f --0-5/14/2018
45 45
-0.5 0.0 0.5 -0.5 0 0.5
Profile Change(in.) Profile Change(in.)
Figure B-3. Inclinometer Data—Profile Change
Notes:
[1] Inclinometer INC-1 was installed on 17 November 2017.
[2] Baseline casing survey was performed on 29 November 2017.

A-A' Axis B-B' Axis
5 ___.. _ _ R 5
I 1
I 9
M110
J
I a ii
j
15 _.�_____� _ _ _._� 15
I I
4.1
I j
I i
I
Ca 25 _._._. _ __w_ Q 25 _ w�
I
30
35 35
6
40 — --- —0--11/29/2017 i 40 - -- ----- —0-11/29/2017
—O—6/12/2018 --o--6/12/2018
—0-7/10/2018 --0—7/10/2018
45 45
-0.5 0.0 0.5 -0.5 0 0.5
Profile Change(in.) Profile Change(in.)
Figure B-4. Inclinometer Data—Profile Change
Notes:
[1] Inclinometer INC-1 was installed on 17 November 2017.
[2] Baseline casing survey was performed on 29 November 2017.

A-A' Axis B-B' Axis
i
5 �_._w._.... �__. _ __� 5
4
I
I
I
15 _ _ _ _ _ __ ._.__..__ 15
Ca 25 Q25
I
30 _ I _ _ )+ 30
I &
35 _ _ _ 35
40 -- - -f —0-11/29/2017 40 - -- --0—11/29/2017
i
— 8/7/2018 --Qs 8/7/2018
s0—9/10/2018 I �a 9/10/2018
45 45
-0.5 0.0 0.5 -0.5 0 0.5
Profile Change(in.) Profile Change(in.)
Figure B-5. Inclinometer Data—Profile Change
Notes:
[1] Inclinometer INC-1 was installed on 17 November 2017.
[2] Baseline casing survey was performed on 29 November 2017.

A-A' Axis B-B' Axis
0
15 15
s
II.
1
20 __ _ _ .. M_w __ 20 _
Q 25 25 z
I
i
1
30 _w _ w_ _. �_ _. _ 30
S
f
!
35 ___ _ P_ __ w _®�__._ { 35
{
i —0-11/29/2017 f� —0-11/29/2017
40 --0 -10/15/2018 40 10/15/2018
—0-11/19/2018 —0-11/19/2018
—0-12/14/2018 —0--12/14/2018 1
45 45
-0.5 0.0 0.5 -0.5 0 0.5
Profile Change(in.) Profile Change(in.)
Figure B-6. Inclinometer Data—Profile Change
Notes:
[1] Inclinometer INC-1 was installed on 17 November 2017.
[2] Baseline casing survey was performed on 29 November 2017.
[3] The 0.1528-inch deflection measured at the 2-ft interval in the A-A'direction is suspected to be an
error caused to weather or operator error. The deflection returned closely to prior measurements
during the January 2019 survey event,which will be presented under a separate cover

A-A' Axis B-B' Axis
p p
._. ., .._
j �___ — _' _� .___ j
10 10 ._ r. I
i
25
I
I
a
_
: 1
" � a
i
� s 3
i €
35 -------- 35
40 _ _...._}..___._ _1_. �0-11/29/2017 40 —p-11/29/2017
12/12/2017 - -12/12/2017
i
j —0—12/27/2017 12(27/2017
45 45
-0.1 -0.05 0 0.05 0.1 -0.1 -0.05 0 0.05 0.1
Tilt Change(in.) Tilt Change(in.)
Figure B-7. Inclinometer Data—Tilt Change
Notes:
[1] Inclinometer INC-1 was installed on 17 November 2017.
[2] Baseline casing survey was performed on 29 November 2017.

A-A' Axis B-B' Axis
o o _�
l
}
5
IV _.. .___I m.� _ _ .___ ____ __. to
i
I I
15 -_— _ _� _ $$ ; is
i
I i
20 —__ _._ _— _ 20
a,
25
Q Q 25
30
30 , O
35
f
O
4011/29/2017
40 _-w w_ --� —0,11129/2017 1
—0-1/3/2018 1 i
—0-1/3/2018
—0-1/22/2018 45 i --0-1/22/2018
45 -.-.
-1 -0.5 0 0.5 1 -1 -0.5 0 0.5 1
Tilt Change(in.) Tilt Change(in.)
Figure D-8. Inclinometer Data—Tilt Change
Notes:
[1] Inclinometer INC-1 was installed on 17 November 2017.
[2] Baseline casing survey was performed on 29 November 2017.

A—A' Axis B—B' Axis
0 -w. _ ___ p
1
'
5
s
10 10
j
15 _. __._ �. ___ _ __ .�_f 15 .__
20 _ . ... 20 _
Q 25 _ 25
30 ------
30
a
I
35 _._ __ _ _. 35
._.__..__..
40 —0-11/29/2017 40 --- -- i —11/29/2017
--0-4/30/2018 ' —0--4/30/2018
E 1
—0—5/14/2018 s —0—5/14/2018
45 45
-0.1 -0.05 0 0.05 0.1 -0.1 -0.05 0 0.05 0.1
Tilt Change(in.) Tilt Change(in.)
Figure B-9. Inclinometer Data—Tilt Change
Notes:
[1] Inclinometer INC-1 was installed on 17 November 2017.
[2] Baseline casing survey was performed on 29 November 2017.

A-A' Axis B-B' Axis
0 _ -__ - - - o
I
10 ____ _ _ _._ ._ ___._ 10
15 15
20 _._ __ _.. _ E 20 _
I
30 30 -.____
i
I
40 __ _ ` _._ __ __ 40 --- -0-11/29/2017
i -o-11/29/2017 __ ___._
--0-6/12/2018 I -0-6/12/2018
I I_ -0-7/10/2018 j -0-7/10/2018
45 45
-0.1 -0.05 0 0.05 0.1 -0.1 -0.05 0 0.05 0.1
Tilt Change(in.) Tilt Change(in.)
Figure B-10. Inclinometer Data—Tilt Change
Notes:
[1] Inclinometer INC-1 was installed on 17 November 2017.
[2] Baseline casing survey was performed on 29 November 2017.

A-A' Axis B-B' Axis
E
I
j
� I i
20 20
25 25
j I
30 ___ —_—_ ._r__ __a 30
35 _ __ 35 _ ------
I ? �
i
--
40 - "` " —p—11/29/2017 40 --0-11/29/2017
8/7/2018
--0--8/7/2018
I
45 --0—9/10/2018 45 —0—9/10/2018
-0.1 -0.05 0 0.05 0.1 -0.1 -0.05 0 0.05 0.1
Tilt Change(in.) Tilt Change(in.)
Figure B-11. Inclinometer Data—Tilt Change
Notes:
[1] Inclinometer INC-1 was installed on 17 November 2017.
[2] Baseline casing survey was performed on 29 November 2017.

A-A' Axis B-B' Axis
o
____� _. __�_ ;
t
s
10 W _._._ M _� Y _ 10
5
-- 15
i
20
I ;
20
Y
25
Q Q 25
I
30 30
35 _ _ __ __ _ __ v . 35
—o-11129/2017 —0-11/29/2017
40 — p
40 -- —0-10/15/2018 _ —0-10/15/2018
f —0-11/19/2018 —0-11/19/2018
--0--12/14/2018 --0-12/14/2018
45 45
-0.5 0 0.5 -0.5 0 0.5
Tilt Change(in.) Tilt Change(in.)
Figure B-12. Inclinometer Data—Tilt Change
Notes:
[1] Inclinometer INC-1 was installed on 17 November 2017.
[2] Baseline casing survey was performed on 29 November 2017.
[3] The 0.1528-inch deflection measured at the 2-ft interval in the A-A'direction is suspected to be an
error caused to weather or operator error. The deflection returned closely to prior measurements
during the January 2019 survey event,which will be presented under a separate cover

Appendix C December 2018 Inspection
Notes

DAILY FIELD REPORT
PROJECT AND SITE INFORMATION N rc
PROJECT: Asheville Regional Airport—Area 1 DATE: 17 December 2018
DESCRIPTION: Area 1 Northern Slope Inspection PROJECT NO.GC6463 PHASE NO.:07
CLIENT: Duke Energy Progress, LLC(Duke Energy) LOCATION:Fletcher, North Carolina
COMPANIES(S):Geosyntec Consultants of NC, PC(Geosyntec),Duke Energy,McKim and Creed,and Crisp and Crisp.
WEATHER:Overcast,High 40°F to low 50°F,windy
P,iepard by James D.McNash,P.E.
ONSITE PERSONNEL —
NAME COMPANY POSITION
James D. McNash, P.E. Geosyntec Project Engineer
Matt Pickett, P.E. Duke Energy CCP System Owner—Asheville Plant
McKim and Creed Surveyor
Crisp and Crisp Environmental Inspector
DESCRIPTION(QTY)` MODEL NO. COMMENTS
MATERIALS DELIVERED,
DESCRIPTION QTY CONDITION/COMMENTS
GENERAL NOTES.•
Key Activities:
• Engineer inspection in support of the Q4 Quarterly Monitoring Report(January 2019).
• Monthly slope pin survey monitoring event by McKim and Creed.
• Manual groundwater elevation measurement event.
• Inspection of erosion and sediment control(E&SC)features by Crisp and Crisp.
DESCRIPTION OF WORK
0850—Geosyntec arrives at Asheville Regional Airport in Fletcher, North Carolina(NC)and awaits Duke Energy personnel and
the surveyor(McKim and Creed).
0915—Matt Pickett arrives onsite and escorts Geosyntec and McKim and Creed to Area 1.
0930—Geosyntec arrives at Area 1.McKim and Creed begins routine survey of slope pin system. Matt Pickett indicates that
during prior pressure transducer download event that the desiccant cartridge for the instrument installed within PZ-2 was
lost. In addition,the desiccant cartridge for the instrument within PZ-3D was found to be frozen in ice.
0945—Environmental inspector from Crisp and Crisp arrives to observe E&SC features onsite. Inspector re-staples
geomembrane within western diversion channel.Geosyntec recommends that a patch be extrusion welded at each panel
seam to improve the impervious barrier within each channel.
1020—Geosyntec begins inspection of eastern Area 1 cell predominantly along the northern and eastern slope. Duke Energy
collects manual depth to water level measurements from all Area 1 piezometers and monitoring wells.
1030—Divot/ruts observed along western portion of the reast cell slopes near slope pin rows 6 and 7.Ruts/divots appear to
the tractor width and follow the extent of the slope pin rows.
1035—Geosyntec observes that the slope toe of the western east cell appears to be saturated.
1040—Seep at surface water sampling location SW8-Al was observed. A minor scarp was identified west of the seep on the
exterior access road slope.The minor scarp was previously observed in 2017,but was not buttressed in order to provide
access for surface water sampling events.
1045—Temporary stabilization measure buttress appears to be in good condition,and displacements within the buttress
ARA Inspection—Notes 12-17-2018 Page 1

were not observed. Some sand material placed above the geotextile separator was observed to have migrated to the base of
the buttress near slope pins H1 and 11.
1050—Some moisture observed within equipment ruts near the top deck adjacent to the western temporary downchute.
Moisture appears to be collected snow melt/rainfall.
1055—Tractor ruts were observed downslope and directly adjacent to E6 and D6,respectively.
1100—Geosyntec inspects slope and drainage features along the eastern corner of the east cell (Transect J). Slope appears
to be in good condition. Duke Energy departs Area 1 for an offsite meeting.
1115—Geosyntec complete inspection of the Area 1 East Cell northern slope. Erosion rill and depression identified
approximately 100-ft east of the western temporary downchute adjacent to former sedimentation basin. Matt Pickett
indicated that this area is observed during monthly inspections.
1120—Geosyntec begins inspection of the Area 1 west cell northern slope. Equipment ruts observed at top and toe of slope
at equipment turn locations.
1130—Equipment ruts at west's cells northern toe are saturated and soft when traversed. Source of moisture is unclear due
to prior rain and snowmelt.
1140—West cell toe between riprap lined drainage channel and gravel access road is saturated particularly close to the
stormwater structures. Surface water sampling location SW10-Al was observed to contain water.
1150—Geosyntec complete inspection of west cell and 60-in diameter RCP and 15-in diameter RCP pipe.
1200—Inspection of Area 1 Northern Slope complete.Geosyntec inspects topographic and soil cap conditions on south side
of Area 1 outside the security fence. McKim and Creed begins topographic as-built survey of temporary grading features.
1400—Geosyntec departs site and returns to Charlotte, NC.
ARA—Inspection—Notes-12-17-2018 Page 2

• ►
EnergyPhotographic Record consul4ints
Client: Duke Progress, Project 1 ' 646
Project Regional• •• Area 1 1n: Fletcher,North Carolina
Photograph
Date:
.
Direction:
Comments:East 'W
i
Northern •• • ���
Cell;Near Rows 6
">.,�e•. r �"riY+'rw.7
• • •_ , _• it4"r F " ``'FT`, ate- .n� � �! x. § `"..ns3e y , 'M.
My�f'' y1-r ,yF+' •x 1"'.r� -cs5ro = �7-, ,+ .t.a'
duringinspection.
'd�' •a„� 3 y 5? rN z-t- �,. 4i '.{ 2f '" ,.`ytr ;
°7'_� ,�'yrft"'°�� ��.� � f'!+2"�i�-",�'�-`'M'�'�:.�� ty'�S' ��''',�'`z ��Sv�'•3�`�?"ek'�~ti'a�i -n
la +>��`'� .!'<' ,1 �..� 'ems � rr*� z.7 �}':v�.✓� r.•,•�. 3� -i:
VA^P 'v'.�.`` t• �� F es' - fi1\•"'C+"' � �����'Ky `��$�� .�I`I`J?+. �y��zf.
rr� � -ry '& �a t'v S twi.Y= ;..y33 1�•�„+r�,., ��. .� s 2 uMy {FV � •sf��
Photograph
fi
• � � ��
�£� � � fiv RrRON [' 9 t
Direction: East
Northern sloye toe of east
y7 e CS:4.ti�
cell at the temporary
stabilization measure. VV
W{jl,+•:Z', '',,,y?.:aa"'` $ ft" 3'nF:;.
27
Wk
At
e

GEosYNTEc CoNsuLTANTs
Photographic R • •
Client- Duke Energy Progress,LLC Project Number: GC6463/07
Project Name: Asheville Regional Airport—Are a I Site Location: Fletcher,North Carolina
s tb y
r rcr ,k- xttXIN
t ' ras�. 'p •7j`sr s. 7� tS� t g54k s f ,
Photograph ,� fl'� u • � 'C��ates,��;�..�7 � �x tip 3 '�,i s �'Ytfi3{
r f.f
Ot
3l a-
1 `. `. �7dNa��i2A
f � tyaa1F i � nor r
Sc• ^,'" '_�. xas�ii•a ,r k`K r 1 ^-,-
Direction: West
i Comments: Water
accumulation at western
comer of east cell slope
AW
access road intersection.
wi
aglow
4% f
Photograph
3 _
Date:
A" �" �.s e � -t-t.��� �'.,- `�r'� F•'''��aq..�,.,-vr3;wray,,.,� ,� x�
Southy 'F,.„K%-r• ,G.0 t -e -...-_�._f^"ems'-� fi .•"..+-+f-"�c yyt`- ',n"crF�e'r rs t'_
Comments:
Access road condition at
f s V.._airc - ems-"a -zF ,;,,r-P-4'- - rtr '^""•r w t w„ =`a r. +'
° _ s-_� '�"-. ACV L�rf � ,--•rf r ..-�-sb'f,���
time of visit.Moisture
observed at east -,.:,,�. `• �- "rf` re�ai-ems.�- �.m)v s '^'.zr
73-
• • • e •.• °raP�
,�" ��-THY_ s. �,®� �"pC,`a �tr"v' �sQ a��•:
`''aq J.®,,, 't'G
xyI re" grid
R
• a •

GEosYNTEc CONSULTANTS -e ►
EnergyPhotographic Record constd=ts
Client: Duke Progress, Project 1 646 1
Project Asheville Regional Airport—Area 1 1n: Fletcher,North Carolina
Photograph
�_ ,
Date:
12/17/2018
Direction:
SouthMs`' s=' 4�a`Y•�-- ,..,a" ,..3w-,tee.;�, tt^ ? ✓x ' 'El"L..� "£Ya.
- .s" ""q �-.+a'''i �w�-��, t-„s'�'�.s,e , 1 .5 fl+ •„ 'fir,{n�, ,;.��,-a},
��-.Y�=-"'""sr^- sC'�'�..-"-• �-� a"'�-�-� �2'•L '-fn rw) C� 4 .yy3"=r.�� �r ��� ., ...•
Comments: Moisture
identified on e- ¢.zr-e,8, •L ,/%�� -� ��c"`t Yri � r�i.J
(right) of access road at
05
slope •" aer"o. r '7 'r•`z.^ a• ,U. ". ;E 3�`'#'' J �: as• "it's t�`tr +-r v` �,<F ',
gq
i1dJ�a 1 ,� r�y,•�".Sys t �.��E_^'-� �ti�,S �w � _, z"+ '#I•r�r�j .
y `�"�"r.J' i .� .* ''l -'E .�;,,L}, •ati,. tt� � � ,f, S•.;-''• iti°,�'`t '�4e ''•�,''ssi �e '
s �� �! ,! ✓ .!�� ,'3�w`�s'�
=�. ,, u•�^., Y sty. '�-vr',i C,+. �+`S 1s -j,J. 7. ,
= s .3
r tt ya ors rr y 1 3�
.-' �•r ,'',� Ids m, 4�".'L`�y,..,,i� " .-;� �.''ftr.:, t't,�,c:..=<,<_, •r
� � r
Photograph 1 �y
112/17/2018 �� ,' 4f .Y �y ., F+' - �: � �`+•? � of r'- a�� _,
J
East
'Apparent scarp widening
(reported by Duke) at
downgradient slope of
access road at base of the
east cell. Area not
repaired to maintain seep
sample location.
s c ��ryl �` r '✓a ` � �.G K � " ' � `,1 '° `ems f;
1

GEosyNTEc CoNsuLTANTs •
EnergyPhotographic Record consWiants
Client: Duke Progress, Project I •' • 1
Project Regional Airport—Area I Site Location: • Carolina
Photograph
12/17/2018
West
TIM
Comments:
downgradient north side
Water accumulation at
f.
oltoe buttress, rye . /+ ;g,
pf
� ,I;.`C �� w `..�' c � 9' fir, x g` hAA:r�• �� `.-- ..
:� fr.•� �yar �'• r.
fib., ����+� `��n^� d►�'�h�y^�t��
tip
te:
gm
' 1 1 1 ' 1 • { '�tj k � �%I' \+szp4
u' a✓ i"•�nt ?3 14
gxV
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•,.. ��°�'Ni�n�u''�`'�t� k`,1f � '�v*.mz.•,,,_RA �.�' ..9`„fig * �.
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GEosyNTEc CoNsuLTANTs GeosyntecO'
Photographic Record comultants
Client: Duke Energy Progress,LLC Project Number: GC6463/07
Project Name: Asheville Regional Airport—Area I Site Location: Fletcher,North Carolina
Photograph 9
Date: 5�
12/17/2018
4�
-7 N
MAMO �X
Direction:
V
Ve
"M
if7,
6Fn
;t
0$
South
Comments: 4�
A- M
24 inch diameter
v,
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temporary downdrain
A7.0
along eastern comer of
'temporary stabilization Opp,
measure.
,li,7
Photograph 10
Date:
12/17/2018
Z
Direction:
West RVI
4�
Comments:
U
Nt
apr
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e
facing. Some equipment
-44
R
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ruts observed.
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g
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GEOSI'NTEC CONSULTANTS GeosyntecP
Photographic Record cons0wit5
Client: Duke Energy Progress,LLC Project Number: GC6463/07
Project Name: Asheville Regional Airport—Area 1 Site Location: Fletcher,North Carolina
' 'ems--���sr•;«'g.� .r—' � ;. i , r `'�-�:��^ `� xry`� .�
Photograph 11 F �3 `� x `"
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Date: �i •'' a ,a lr..`c ✓S^,' .�'"
12/17/2018 p � 4� .
Direction:
North
Comments: '
Equipment ruts from
turning on slope near -
downdrain(above PZ-5 in
background)
Photograph 12
a y
Date:
12/17/2018
Direction:
Southwest
Comments:
Western temporary
stormwater diversion _ l [
channels
GC6463/ARA_Area_Inspeetion_Photolog_12_17_2018 6
engineers I scientists I innovators

GEosyNTEc CoNsuLTANTsGeosynt_
Photographic Rec• •
Client: Duke Energy Progress,LLC Project Number: GC6463/07
Project Asheville Kegional Airport—Area 1 1n: Fletcher,North Carolina
Photograph
Date:
1 '
Direction:
West
s Y
Rx _
Comments:
Eastern
comer of `� �' .ate � ..�" .;.i:•+' "�.ti _ '4 - y.
temporary grading
measures near PZ-4.
Or
Photograph
Date:
1 '.
F ;
Southwest
v m wh
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WR
equipment ruts identified.
6J 1 _ �i� gr -w.•�-.a �* sae. S � .
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• ' it • •,

GEOSYNTEC CONSULTANTS .• ,
Photographic Record
Client: Duke Energy Progress, LLC Project Number: GC6463/07
Project Regional Air•• Location: • Carolina
Photograph
Date:
12/17/2018
ems' e
Direction:
r >¢�
West
1 �ON
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Photograph 1:
Date: .
'^4
12/17/2018
4
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i

GEosyNTEc CoNstiTANTs
• •• . • • • COMUIUMts
Progress,Client: Duke Energy 1 Ject Number: 64/ 1
Project Asheville Regional Airport—Area 1 1n: Fletcher,North Carolina
Photograph 17
Date:
12/17/2018
.31
Dw
West
Northern slope crest of
45
rr143c�' 's" '•Ks�e':s....
west cell.
t i `.�t•r ,
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airs
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F �r.
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12/17/2018Pip t� ,• ^`�Ya ;2 i K � ire =sp
r
��'�=i.<M-;''a-.`'#'
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Comments:
=t r-� _ •r.,r�r `�' � ss.' es '� L,.s, ram. P.+,'.ka. ;>
Northern •• • , ' � x Y,.-.x rx„�ram`'"" s-�s � �� Y'.°',���`���.,,�✓ ^'•'�
west cell. Equipment ruts
�r"REIR,
Y « �
r

GEosyNTEc CoNsuLTANTs
Photographic Rec• •
Duke Energy Progress, Project1 • • 1
Project Asheville Regional• Airport—Area 1 1n: Fletcher,North Carolina
st 11 �r
Photograph 19
`cry'� � '>� � .�'_ � .f.' `s``' •�-s r: rv•� ��'e. y,;
ft�`'� f�,.�"�f `e,�F=+�'3'•.� •• ��i�r`.� v •-v'��•"y�..�• C,�"i'"L t,$ �F� •_
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b �_111 sst
E
Direction:
110'ME
West
5jaJ.t,..
"•ram t•AZ 1.GF
Comments:
� 3ps�rAa kt'�� }��ap tF�i k � � i� Ar 1a vY '
�3�t�s r 1 ,.Svsa-y�' U--':+," .cell
equipmentWest
J-"'dis� Tom.....Z r\ � �',/'_} J,..- l - 9GF i ! " `µ w' p •s a �''
•�.,.J -•:L+�r .1#d 'sue ,�. '�s,r 3 s „ "� z�'� t �. ,,�`y � �-'
andmoisture • k' r{r ,i i •eyrir"` „ ,� y '} -y� �v{ fi 4� �" . � ±...a. '�:i ,•�..? .n ir„
northern slope toe.
• 33F L -V _'E 'J i -"' y\ti,..�t S�ti..J` y 1F ,�"�z' q` -4
i __..---�'--•-.-S./Ew` •t I'r'�"J�� �l�\�i, yl�°3r � ���Sf'� -
�ti".z��`
Photograph 20
Dear. r11"� r N A T
+ =!', „ yam ," e 17Y`` 7
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f -f{ ��f ',tom•..*S y a,, y�vi. :r f�t. t 3� ,a"v'-.`[ �C��„, .
• r f,��r ..r�•� F.,.'Yrk --`�T-.rt � o �y'..,�y�i ��,"
Seep observed Al
' -• • •• 6 J ,• ,'�. ,7A''aJ�..,��p1' rk,,i ��k
�1YF iY1Tr t r j'1r3/� tr` f�`; j t`
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1 1
� II � •

GEosYNTEc CoNsVITANTs • '
EnergyClient: Duke Progress, IT 1ect Number: 641 1
Project Asheville Regional Airport—Area Location: • Carolina
WO
Photograph 21
1 1 1 k;� t
4 1
1 , I � .• rU
East
60-in. diameter RCP at
time of visit.
ygT2 1\ .v�ti
' 1 1 • 1 x t nJ i 1 r �A ? 7
ties,
Date: i, ' I4Ty - r' t�1 �t�b�*2 r51"sue`
12/17/2018
"z 'aa4�'r,, � r�- � ?rya "�• »t; rte vi��,ye�r',"
Direction: ,�' � -s1 s' �.�i �=�Y�`� '• �r rl�L ��pN'8¢✓ r' � r� \ t 11 �
? 9 1
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�E��-� \,rf� � � ac�fyf�asJ�'y� �� .iy � .�y•l�4"�7 P ; th a? �e/ 't

GEosyNTEc CONSULTANTS
Photographic Record co.nsulumts
Client: Duke Energy Progress,LLC Project Number: GC6463/07
Project Name: Asheville Regional Airport—Area I Site Location: Fletcher,North Carolina
� 3"�� .�.�q{ �i� e'rrt1W`���arwFc�`'°�� �Ss -. � `r�•�* �.��� i7
Photograph 23
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2
1 � 'mod'•`��� s ��� �f�,��� _
a $' £ _�
�' � ��, � kt ��k.-.�`' •�yrt„f a.,,yf f'"..r�� i� r4r2���f• s
Directin:1 "-,`1 iMG ,,' i o-..,s `�: �' Y"- -I;.f +1 twR '�X :.'s L �4 n f J))] fy
East
Comments:
diameter ••flowing at time of visit.
y t ' a� i` 1prt E.:e'4�' —��--�s ,r-� ¢`a .^ s-5�:t" �✓
Mg
y ��5 T,��TP•#^ /' ��.^����IxS�.(�'"e,1 �,�f n ,Y�ro/-'a��'�1f�`1 -,:P
-
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• v
Photograph 2'
WlVt.
Date: l rl;d.r
12/17/2018
OM Direction: East
-MN >Y �t -r ..
R
1 a '�s-x ,x�r, rlf+�t`^ '�' 'F�* .r ' x.� �, °r '� *• 3 -3
23
East cell interior top deck 14 11- 1
`fiI'M��= �� - '€
ponded water.
� r t
kr-
r+p x
�'• 3, y s� } `�a�� .ta �� � „�?ia�'a![A Wit,-1,��Y*v._�"��{iU.}gtd•
a

Laverty, Brett
From: Toepfer, John R <[e-mail]>
Sent: Wednesday, February 20, 2019 6:12 AM
To: Laverty, Brett
Cc: Czop, Ryan; Pruett, Jeremy J.; Hill, Tim S.; Nordgren, Scott R.; Pickett, Matt; Williams, Teresa
Lynne; Woodward, Tina; Walls, Jason A; Kafka, Michael T.; Hanchey, Matthew F.; McIntire,
Mark D; Culbert, Erin; McNash, James-geosyntec; Michael A. Reisman
([e-mail]); John Coon a coon @flyavl.co m); Damasceno, Victor-Geosyntec;
Sheetz, Bryson; Sullivan, Ed M
Subject: [External] January 2019 Surveying Results-Asheville Airport Area I
Attachments: Airport Area 1 Piezometers and Survey Data Jan 2019.xlsx
L� External email. Do not click links or openattachments unless you verify;Send a l suspicious email as an attachment to
reportapam_ nc. ov = = - _
Brett- Below and attached is the information from the January 2019 survey at Asheville Airport Area I along with
Geosyntec's observation (this continues from the December surveying results submitted to you on January 22,2019):
Geosyntec received on January 17, 2019 the surveying information collected by McKim &Creed on January 14, 2019 for
the ARA Area 1 slope pin monitoring system (Transects A through N).
For Transects A through J, Geosyntec compared the data against the baseline survey collected October 4, 2017 and
computed the relative movement. For Transects K through N, Geosyntec compared the data against the baseline survey
collected November 15, 2017.
In October 2018,temporary grading improvements on the east cell top deck and additional riprap placement at the east
cell slope toe inadvertently damaged or obscured select slope pins. In early November 2018, Geosyntec visited Area 1 to
locate and/or replace damaged slope pins identified during the October 15, 2018 survey event. Replaced slope pins
were denoted in the field with an "-R" suffix and the November 28, 2018 event serves as the baseline survey for these
slope pins, which were highlighted in the attached spreadsheet.
As described previously and provided in the 90-day report,starting with December 12, 2017 survey data, computations
were updated to present the direction of displacement in the lateral (xy) direction as an angle (°). In addition,the
magnitude of displacement is calculated for both the lateral direction and elevation to better distinguish between
possible slope movements and subsidence, respectively. Per corrective action item 7(a) and 7(b) in NCDEQ's Review of
the 90-Day Report Submittal and Required Interim Measures Letter, dated April 30, 2018, Geosyntec revised the slope
pin movement reporting tolerance to 0.2-ft for recently collected data.
Geosyntec's observations are as follows:
• Slope pins Al, 131, C1, C2, D1 to D3, E2, E3, F1, F3,G1 to G3; H1 to H3, 16, 17; and J6 were replaced/relocated and
a baseline survey established. These slope pins are reported with the "-R"suffix.
• Slope pin J2 was identified with a calculated lateral displacement greater than the 0.2-ft. reporting limit when
compared with the baseline survey event. Slope pin J2 has historically been identified with calculated lateral
displacements slightly above the reporting tolerance.
• Slope pin D7 was computed with lateral displacements in excess of the reporting limit on December 17, 2018,
but was not computed with lateral displacements in excess of the reporting limit on January 14, 2019,when
compared to the baseline.
• Slope pins B8, F8 and G6 were identified with a calculated settlements greater than the 0.2-ft reporting limit
when compared with the baseline survey event.

The next surveying event will be cornpieted in April 2019 for Area I. 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
2

ICE Street
®U
i mington tr
Raleigh,NC 27601
ENERG ® Mailing Address
P.O.Box 1551
. . . .
Mail Code NC 15
Raleigh,:NC 27602
919.546-7863
February 15,2019
North Carolina Department of Environmental Quality ���
Attn:'Division of WaterResources- Information Processing Unir.Fh/1=
1617 Mail Service Center
Raleigh, NC 27699=16.17 FEB 2 19019
DV'VR SECT I SS
Subject: Duke Energy Progress, LLC(DEP.) . : =
DVddR ACC i( VORIMIO, P CE ING UNIT
[NIFORHATIOP FROCF5SiNG lJNI i
2018 Annual Report for.Asheville Regional Airport Coal Combustion Products Structural .
-
FiII:Projects, Permit No.WQ0000020
Dear Sir or Madam:
The subject permit listed above.was issued on September 2; 2015 and applicable only to the Asheville
Airport structural fill. As noted in the 2015 annual report submitted.via cover letter dated February 17,
2016, ash movement to the Asheville.Airport ceased in July 2015. ,As such,the monitoring and reporting: :
requirements listed in Condition IV and Attachment A of--the above-referenced permit are no longer .
applica'bie::-As:specified in Attachment B of the above-referenced permit; any additional movement of
ash to the Asheville Airport for the purposes of structural fill would need :to be.completed .under an.
. . . .
individual permit from the Division of Waste Management in:accordance with SL 2014-122.
Therefore,'no ash analysis data is included with this letter. This submittal is completed-in triplicate as
:'.required by Condition]V.7.-of the above-referenced permit. As DEP no longer:holds a reuse permit; DEP
is not subject to 15A..NCAC 02T .120 9.--.DEP_will provide ash, basin ash reuse information to DEQ when
requested.:..
Please contact me: at [e-mail] or;919-546-7863 if.you- have any questions
concerning the above:
Sin
Lead.Engineer
Waste.& Gtoundwater Programs
cc: Ed Sullivan-Duke Energy Mr:Michael Reisman—Asheville,Airport
Tony Mathis-Duke Energy Asheville Regional Airport
Teresa:Williams—Duke,Energy 61 Terminal Drive,Suite 1
-.Matt Pickett—Duke Energy Fletcher,NC 28732
Mr.Nathaniel Thornburg—DEQ Central Office. p
pTwsson of waaor Resource9
r
EB
n �oep*eP.E.
... .. ..
.. ..
.Watet C!v'rtv�,r.,^�T�3ra!C2nPration�;
.. :;

Laverty, Brett
From: Nordgren, Scott R. <[e-mail]>
Sent: Monday, February 11, 2019 3:51 PM
To: Laverty, Brett
Subject: [External] RE: Asheville Airport Area 1 Well Coordinates
Attachments: Pages from ARA_Area 1_Slope Monitoring Report_Q4_D RAFT.pdf
�Al Do_not click links or open=attach ments unless you verify;Send all suspicious email apa_n attachment to
reporfspam@nc Gov
The attached shows the PZ locations.
These are the new MW installed in the fall. I will send the existing wells MW-1—MW-5 locations.
MW6 GS
636582.7 945096 2100.955 CONC
MW6 TOP
636581.9 945096.4 2103.126 PVC
MW7 GS
636504.2 1 945718.4 2121.242 CONC
MW7 TOP
636504.8 945718.4 2123.62 PVC
MW8 GS
636236.9 945850.4 2139.894 CONC
MW8 TOP
636237.9 1 945850.9 2142.586 PVC
MW9 GS
635681.6 946059.1 2160.871 CONC
MW9 TOP
635681.2 946058.7 2163.534 PVC
From: Laverty, Brett [mailto:[e-mail]]
Sent: Friday, February 8, 2019 2:38 PM
To: Nordgren,Scott R.<[e-mail]>
Cc: Davidson, Landon <[e-mail]>; Wooten, Rick<[e-mail]>
Subject:Asheville Airport Area 1 Well Coordinates
* Exercise caution. This is an EXTERNAL email. DO NOT open
attachments or click links from unknown senders or unexpected
email. ***
Scott,
1

ThV Asheville Regional Office is begim....6 their review of the most recent reports .-. Areal. I am looking for the
coordinates for all Area 1 piezometers and monitoring wells. I requested this information from John Toepfer at the
beginning of the week but no response yet. I would appreciate any assistance you can provide.
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 rtyCaD_ncdenr.gov
2090 U.S. Hwy. 70
Swannanoa, N.C. 28778
gCon
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.
2

r
Laverty, Brett
From: Toepfer, John R <[e-mail]>
Sent: Thursday, January 31, 2019 1:45 PM
To: Laverty, Brett
Cc: Sullivan, Ed M; Czop, Ryan; Pruett, Jeremy J.; Hill, Tim S.; Nordgren, Scott R.; Pickett, Matt;
Williams, Teresa Lynne; Woodward, Tina; Walls, Jason A; Kafka, Michael T.; Hanchey,
Matthew F.; McIntire, Mark D; Culbert, Erin; McNash, James-geosyntec; Michael A. Reisman
([e-mail]); John Coon [e-mail]); Damasceno, Victor-Geosyntec;
Sheetz, Bryson
Subject: [External]Asheville Airport Area I -Conceptual Hydrogeologic Model
Attachments: ARA Area 1—Conceptual Hydrogeological Model Report_Final.pdf
E ternal email- ®o not cl cklin s o-opentattachments anless1y81 verify.Send all=susp cious email s_an attachment to
repor_..spar�@nc.Rov
Brett—attached is the conceptual hydrogeologic model for Area I at the Asheville Airport. The attached was requested
by DEQ via comment letter dated April 30,2018. The attached incorporates the field work completed during site
development through the field work in fall of 2017 and fall of 2018. Please let me know of comments on the
attached. 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

Prepared for
DUKE
E
PROGRESS
Dube Energy Progress,LLC
526 South Church Street
Charlotte,North Carolina 28202
HYDROGEOLOGIC CONCEPTUAL MODEL
REPORT
Asheville Regional Airport -- Area I Structural Fill
Asheville, North Carolina
Prepared by
Geosynlecc'
C0I-ISLlIt 1ItS
Gcosyntec Consultants of NC, PC
1300 South Mint Street, Suite 300
Charlotte,North Carolina 28203
License No. C-3500
yk CA4?Q �r Project No. GC6463
�y Q. IF! �cA°n, January2019
R 9
�+rp �`,�
s7 � r'`Q-��ENSFQCi
EAL
04414
^" 12 DocuSigneedA by:
II 2452
Lo
�� a�.�y� 1�32DFlBC9CF954DE..
lllUe111�,°' James D. McNash, P.E. Matthew P. Wissler, P.G.
North Carolina Registration No. 044112 North Carolina Registration No. 2452
Date: 01/25/2019 Date: o)IorXg,2q

ARA—Area 1 Structural Fill GeosynteO'
Hydrogeologic Conceptual Model Report Consultants
LIST OF ACRONYMS AND ABBREVIATIONS
Acronym/Abbreviation Definition
ARA Asheville Regional Airport
Area 1 Area 1 Structural Fill
ASTM American Society on Testing and Materials
bgs Below Ground Surface
CCR Coal Combustion Residuals
Charah Charah, Inc.
cm/s Centimeters per Second
DTW Depth to Water
Duke Energy Duke Energy Progress, LLC
DORS Distribution of Residual Solids
DWR Division of Water Resources
FAA Federal Aviation Administration
FS Factor(s) of Safety
ft Foot/Feet
GCL Geosynthetic Clay Liner
Geosyntec Geosyntec Consultants of North Carolina, PC
Geomean Geometric Mean
HSA Hollow Stem Auger
in. Inches
GC6463/ARA_Area 1—Conceptual Hydrogeological Model i January 2019

ARA—Area 1 Structural Fill Geosmtec'
Hydrogeologic Conceptual Model Report consultanu
Acronym/Abbreviation Definition
in/h Inches per Hour
Kh Hydraulic Conductivity-Horizontal
Kv Hydraulic Conductivity-Vertical
mm Millimeters
MW Monitoring Well
NAVD88 North American Vertical Datum of 1988
NCDEQ North Carolina Department of Environmental Quality
NOV Notice of Violation
NOAA National Oceanic and Atmospheric Administration
PZ Piezometer '
RCP Reinforced Concrete Pipe
SPT Standard Penetration Test
SSI Silar Services, Incorporated
TOC Top of Casing
µg/L microgram per liter
GC6463/ARA Area 1—Conceptual Hydrogeological Model ii January 2019

ARA—Area 1 Structural Fill Geosynteca
Hydrogeologic Conceptual Model Report consultants
TABLE OF CONTENTS
1. Introduction..........................................................................................................................1
1.1 Project Background.....................................................................................................1
1.2 90-Day Requirements.................................................................................................1
1.3 Corrective Action Measures.......................................................................................2
1.4 Location and Site Description ....................................................................................2
1.5 Report Organization....................................................................................................4
2. Site Characteristics...............................................................................................................5
2.1 Regional Physiography...............................................................................................5
2.2 Site Topography and Surface Water Flow..................................................................5
2.3 Site Geology and Hydrogeology.................................................................................6
3. Hydrogeologic Site Investigations.......................................................................................8
3.1 Piezometer Installation ...............................................................................................8
3.2 Monitoring Well Installation......................................................................................8
3.3 Rising-Head Pneumatic Slug Test Program...............................................................8
3.4 Water Level Measurements......................................................................................10
3.4.1 Manual Piezometer Water Level Measurements.........................................10
3.4.2 Transducer Measurements...........................................................................11
3.5 Laboratory Hydraulic Conductivity Tests and Evaluation.......................................11
3.6 Rainfall Measurements.............................................................................................12
4. Hydrogeologic Conceptual Model.....................................................................................13
4.1 Representative Area 1 Cross Section........................................................................13
4.2 Surface Water Flow Patterns ....................................................................................13
4.3 Interstitial and Groundwater Flow Patterns..............................................................14
4.4 Lateral Groundwater Flow Velocity.........................................................................15
5. Conclusions........................................................................................................................16
6. Report Limitations.............................................................................................................17
7. References..........................................................................................................................18
GC6463/ARA Area 1—Conceptual Hydrogeological Model iii January 2019

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LIST OF TABLES
Table 1. Summary of AQTESOLV Input Parameters and Slug Test Results
Table 2. Depth to Water and Groundwater Elevations
Table 3. Summary of Hydraulic Conductivity Data
LIST OF FIGURES
Figure 1. Site Features and Piezometer/Monitoring Well Location Map
Figure 2. Area 1 Existing Conditions Map
Figure 3. Surface Water Sampling Location Map [SynTerra, 2018]
Figure 4. Piezometer Water Elevations
Figure 5. Monitoring Well Water Elevations
Figure 6. Potentiometric Surface Map—22 October 2018
Figure 7. Potentiometric Surface Map— 12 November 2018
Figure 8. Representative Area 1 Cross Section
LIST OF APPENDICES
Appendix A. Geosyntec Boring Logs and Monitoring Well/Piezometer Construction Records
Appendix B. Slug Test Displacement Charts
Appendix C. AQTESOLV Output Charts
Appendix D. Interpreted Pressure Transducer Data Charts
Appendix E. Flexible Wall Permeability Test Results
Appendix F. Area 1 Saturated Hydraulic Conductivity Evaluation
Appendix G. Area 1 GCL Performance Evaluation
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1. INTRODUCTION
1.1 Project Background
Duke Energy Progress, LLC (Duke Energy) identified wet areas and a small slough' in the soil
cap with an isolated seep that contained negligible amounts of coal combustion residuals (CCR)
at the base of the east fill of the Area 1 structural fill(Area 1 or Site)north slope during inspection
activities at the Asheville Regional Airport(ARA) on 7 September 2017. Duke Energy promptly
notified Mr. Brett Laverty, P.G. with the North Carolina Department of Environmental Quality
(NCDEQ) Division of Water Resources (DWR) on 7 September 2017, as required by Condition
IV.12 of Coal Combustion Products Structural Fill Permit(WQ0000020). Regulatory inspections
of the Area 1 north slope were conducted on 7 and 15 September 2017. NCDEQ subsequently
issued short-term requirements with submittals at 7-day, 30-day, and 90-day intervals to Duke
Energy via email correspondence on 15 September 2017. The short-term requirements were
formalized within a Notice of Violation(NOV),NOV-2017-PC-0616, dated 17 November 2017.
1.2 90-Day Requirements
The short-term 90-day submittal requirements included the following action items:
• conduct an engineered slope stability study, calculate factor of safety (FS), identify
corrective action measures, and determine the cause of the breach-,
• investigate the source and map the locations of seeps in Area 1;
• begin surface water quality monitoring at the property line in November 2017 of a seep
identified during the regulatory inspection;
• map any new and existing features within or near the east and west cells, and any other
feature related to potential slope movement and/or slope failure;
• conduct a groundwater/surface water investigation of the east and west cells;
• perform a risk assessment that addresses the existing and potential failure modes,
probabilities of failures, and consequences of failures;
• provide a plan to be implemented if slope failure is imminent or occurring; and
• provide any documentation related to Area 1 that was evaluated during or after construction
related to slope stability or any of the above-referenced requirements.
I Referred to as a breach by NCDEQ in a 15 September 2017 email to Duke Energy.
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Geosyntec prepared an Engineering Analysis Report [Geosyntec, 2017] to address the 90-day
submittal requirements described above,which was submitted by Duke Energy to NCDEQ on 29
December 2017.
1.3 Corrective Action Measures
On 30 April 2018 Duke Energy received comments from NCDEQ on the 90-day submittal and the
Engineering Analysis Report [Geosyntec, 2017] which requested additional correction action
measures. Corrective Action 1 requires conceptual hydrogeologic model development described
as follows:
"Hydrogeologic conceptual model development — The DWR is requiring the development of a
hydrogeologic conceptual model for the CCP fill. The model should include, but is not limited to,
the following framework components: RCP corridor, the phreatic surface, piezometric surface,
potentiometric surface, the GCL, engineered base below GCL, the adjacent stream valley, area
north of the CCP fill, alluvium, residuum, saprolite, transition zone, and fractured bedrock."
Geosyntec prepared this Hydrogeologic Conceptual Model Report (Report) to present the
subsurface data collected, interstitial water and groundwater elevation measurements, and rainfall
data from Area 1 to develop a Conceptual Hydrogeologic Model.
1.4 Location and Site Description
Area 1, situated near the northeastern ARA property boundary as shown on Figure 1, was
constructed pursuant to the contract between Charah, Inc. (Charah) and the ARA Authority to
expand airport operations. As such, Area 1 is owned, operated, and maintained by the ARA
Authority. The Area 1 footprint formerly consisted of a topographic valley prior to construction
and contained historical stream channels that flowed northward from the property. The
predominant historical stream channel traversed the central portion of Area 1;while, a two smaller
historical stream channel branches were located at the north slope toe of the east cell and were
formerly classified as wetland areas. The predominant historical stream channel traverses a
residential area situated on the northern property boundary adjacent to Area 1 before discharge
into the French Broad River.
Area 1 was constructed by Charah by filling the topographic valley with compacted CCR
purchased by Charah from Duke Energy's Asheville Steam Electric Plant. Pursuant to the terms
of the sales contact between Duke Energy and Charah,title to the CCR was transferred to Charah
as the CCR was loaded on to trucks owned by Charah. The predominant historical stream channel
was re-routed upgradient of Area 1 within a 54-inch(in.) diameter reinforced concrete pipe(RCP)
and a concrete junction box was installed to transition from the 54-in. to a 60-in. diameter RCP
bedded with drainage aggregate immediately south of the CCR limits. The historical stream
channel was also filled with drainage aggregate and was planned to be connected to the RCP
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drainage aggregate with 2-foot (ft) wide gravel filled trenches spaced at 100-ft intervals. The 60-
in. diameter RCP flows into a junction box that contains a 15-in. diameter RCP with headwall
which discharges slightly to the northwest and a 60-in.diameter RCP with headwall that discharges
to the north. Construction photographs indicate that the 15-in. diameter RCP outlet pipe was
installed with a lower invert than the 60-in diameter RCP. Soil backfill was placed from the RCP
spring line to a minimum 2 feet above the top of RCP.While shown on regional topographic maps,
available as-built documentation [Vaughan Engineering, 2010] does not identify modifications to
the historical stream channel branches located east of the predominant historical stream channel
prior to structural fill construction.
As-built drawings prepared by Vaughn Engineering [2010] indicate that Area 1 was constructed
with a geosynthetic clay liner(GCL) and a soil cap system. Details that depict the gravel trenches
used to reroute the historical stream channel were not provided within the as-built drawings
[Vaughan Engineering, 2010]. According to the as-built drawings prepared by Vaughn
Engineering [2010], soil backfill was compacted on the GCL above and within 50-ft of the 60-in.
diameter RCP to permit a corridor for utilities during future development of Area 1. The 60-in.
diameter RCP divides the Area 1 structural fill into western and eastern components(termed"west
cell" and "east cell" herein); thus, the north slope of Area 1 is divided into east and west cells as
bisected by the approximately 100-ft wide compacted soil corridor. CCR was placed as structural
fill within the remainder of Area 1. According to the as-built drawings prepared by Vaughn
Engineering [2010], the soil cap system was constructed with approximately 6-ft and 2-ft thick
soil layers on the top deck and side slopes, respectively. Access to the base of the structural fill
slope is achieved via a gravel access road situated outside a security fence maintained by the ARA
Authority.
Although owned and constructed by the ARA Authority,the permit that governs Area l,formerly
referred to as the Distribution of Residual Solids (DORS) Permit (WQ0000020), was issued by
the NCDEQ DWR via renewal to Duke Energy on 2 September 2015 and incorporates the ARA
Structural Fill Projects. As such, Duke Energy previously performed quarterly inspections of the
structural fill slopes and completes semi-annual groundwater monitoring. Duke Energy continues
groundwater monitoring.but increased the slope inspection frequency to monthly per NCDEQ's
request.
A temporary stabilization measure consisting of filter sand, a geotextile separator, and riprap was
installed over the breach area in September 2017. Duke Energy monitored the northern Area 1
slope the following year; and in September 2018 drainage improvements were installed on the
Area 1 top deck to route water away from the Area 1 northern slope. In August and September
2018, saturated soil conditions were observed approximately 20-ft east of the temporary
stabilization measure. Upon NCDEQ DWR's request, the temporary stabilization measure was
extended along the northern Area 1 slope and reinforced with additional riprap material to support
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the soil cap and structural fill material. A map of existing conditions — prior to grading
improvements completed in October 2018—is provided in Figure 2.
After temporary stabilization measure installation in 2017, DWR identified several seeps or wet
areas north of the Area 1 slope. An initial surface water sampling event and routine surface water
sampling began shortly thereafter and is performed quarterly, on behalf of Duke Energy by
SynTerra Corporation (SynTerra). SynTerra generally splits surface water samples for analysis
with DWR upon request. Surface water sample locations generally correspond to seeps identified
within (SW7-Al) and downslope of Area 1 (SW8-Al; SW10-Al). Several surface water sample
locations are situated within the adjacent unnamed stream (SW4-Al; SW4B-Al; SW9-Al; SW1-
A1) or near the property boundary (SW3-Al), which are shown on Figure 3, as reported by
SynTerra [2018a; 2018b].
1.5 Report Organization
This Report was prepared under the responsible charge of Mr. James D. McNash, P.E.(Nc) and
reviewed by Mr. Matthew P. Wissler, P.G.(Nc), and Dr. Victor M. Damasceno,Ph.D., P.E.(Nc), all
employed with Geosyntec. Professional engineer and professional geologist certification of this
Report is provided on the cover sheet.
This Report was prepared to present the available hydrogeologic and meteorological data, data
interpretation, and the Hydrogeologic Conceptual Model for Area 1. As such, the Report was
organized as follows:
• Section 2—Site Characteristics: This section describes the regional physiography and Site
topography, geology, and hydrogeology.
• Section 3—Hydrogeologic Site Investigation: This section describes field methods used to
collect additional data that support the Hydrogeologic Conceptual Model development.
• Section 4 — Area I Hydrogeologic Conceptual Model: This section presents available
hydrogeologic data for Area 1 and its interpretation.
• Section 5—Conclusions: This section summarizes findings of this Report.
• Section 6—Report Limitations: This section describes the limitation of the Report.
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2. SITE CHARACTERISTICS
2.1 Regional Physiography
ARA is located in the Southern Appalachian orogen within the Blue Ridge physiographic region.
The bedrock within the Blue Ridge province includes a complex suite of metamorphic, plutonic,
magmatic, and sedimentary lithodemic and lithologic units that span from the Paleoproterozoic to
Cenozoic geologic eras. The rocks within this province are associated with various events of the
Appalachian orogeny including: the Ordovician Taconian, Devonian-Mississippian Acadian-
Neoacadian,and Pennsylvanian-Permian Alleghanian orogenies [Hatcher, 1987,2010;Abbott and
Raymond, 1984]. Fragments of crustal material,differing in metamorphic grade and deformation,
were juxtaposed by numerous faults through multiple phases of orogenesis to produce individual
terranes that are composed of suites of rocks. Tectonic activity led to the formation of high-
permeability pathways that influence groundwater flow direction and velocity.
Generally,three lithologic units overly the basement rocks in the Blue Ridge physiographic region
and are collectively referred to as Regolith. Regolith consists of the following lithologic units,
from bottom to ground surface: partially weathered rock, saprolite and residuum that are formed
from various degrees of intense in-situ weathering of bedrock [Harned and Daniel, 1992]. Strata
that overlies the bedrock consists of rocks that have been partially weathered by fluid migration
along planes of weakness (e.g., foliated rocks) or along joint surfaces (e.g., massive rocks).
Saprolite is the product of in-situ weathering of bedrock that retains the textural features of the
bedrock, including relict quartz and mineral veins, dikes and shear zones. Overlying the saprolite
is residual, consisting of clay- and silt-rich soils and minerals formed from intense weathering of
saprolite.
2.2 Site Topography and Surface Water Flow
CCR was placed as structural fill material within a topographic valley which contained one
primary and two smaller historical stream channels and generally sloped towards the historical
stream channel situated northwest, as discussed in Section 1.4 and described in Geosyntec [2017],
and shown on Figure 2. The Area 1 top deck was constructed with a gentle topographic slope to
the north/northwest until termination of the top deck where a 3 horizontal to 1 vertical(3H:IV)to
4H:1 V side slopes transitions to natural topography. Surface water conveyance features were not
originally constructed within Area 1; however, abandoned sediment basins are located at the base
of the northern slope. In 2015,ARA Authority installed a drainage swale along the west cell slope
crest that intercepts and routes surface water to the west cell's northern toe. In response to DWR
requirements,temporary lined stormwater channels and an unlined drainage terrace were installed
on the Area 1 east cell top deck in September 2018 to facilitate drainage and reduce erosion of the
northern slope.
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Topographic surveys of the northern Area 1 slope toe were conducted in October and November
2017 by McKim and Creed,LLC. [McKim and Creed, 2017]. Design contours provided by ARA
Authority's consultant, AVCON, were provided for the southern portion of Area 1. The survey
data were compiled to prepare the existing conditions plan (Figure 2). The west cell is graded to
the north/northeast toward the RCP soil corridor with a maximum slope of approximately 15
percent. The southern and central portions of Area 1 slope gently to the north before reaching the
north-toe of the CCR fill area,where the slope increases to approximately 4H:1:V to 3H:1 V to the
north/northwest. ARA Authority installed a security fence with a concrete mow strip, in
accordance with Federal Aviation Administration (FAA) requirements, on the north and east side
of the Area 1. A gravel access road was installed on top of the soil cap to facilitate access to Area
1 outside of the fence. Both the concrete mow strip and gravel access road are elevated relative to
pre-existing grade and restrict surface water flow to the north. Temporary lined stormwater swales
and top deck berm were installed in September 2018 to collect surface water on the east cell,
immediately north of the security fence, and route the water away from the northern slope.
2.3 Site Geolou and Hydrogeology
The subsurface in ARA Area 1 was sampled, classified, and logged during limited field
investigation activities described in Geosyntec [2017; 2018a]. The boring logs prepared from
Geosyntec's field investigations and the laboratory test results are provided within Appendix A of
this Report. The investigations identified five primary strata between ground surface and
approximately 50 feet below ground surface (ft bgs):
• Compacted Soil Cap: comprised primarily of fine to medium, brown/red, silty sand and
sandy silt ranging from an approximately 6-ft thick on average over the Area 1 top deck
and approximately 2-ft thick on the side slopes.
• CCR: classified as predominantly gray/black silt with varying amounts of sand below the
Compacted Soil Cap to approximately 35 to 40 ft bgs.
• RCP Corridor Soil: layers of coarse to fine, brown/gray, silty sand and clayey sand. The
RCP Corridor Soil was generally reported to be loose to medium dense and placed above
the GCL within 50 feet of the 60-in. diameter RCP.
• GCL: A ClayMaxo 20OR GCL,produced by CETCO Lining Technologies (CETCO),was
installed at Area 1 [Geosyntec, 2018c] as the Area 1 base liner. During subsurface
investigations, GCL was encountered 35 to 40 ft bgs within select borings located within
the Area 1 limits.
• Residuum (foundation soil): observed to consist of fine to medium grained, loose to
medium dense,brown silty to clayey sand.
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Field investigations did not extend or sample into underlying bedrock or encounter partially
weathered rock or alluvial material within the historical stream bed; and thus, bedrock, partially
weathered rock, and alluvium are not discussed further herein.
For the purposes of this Report, two water bearing units were identified — interstitial water and
groundwater. Interstitial water refers to water located within the CCR or structural fill above the
GCL base liner. Meanwhile, groundwater refers to the water bearing unit within the Residuum or
below the GCL.
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3. HYDROGEOLOGIC SITE INVESTIGATIONS
3.1 Piezometer Installation
Piezometers PZ-1 through PZ-6 were installed in November 2017 [Geosyntec, 2017], and PZ-2S,
PZ-3D, and PZ-7 were installed in August 2018 [Geosyntec, 2018a]. Piezometers PZ-1 through
PZ-4 were installed within 6-in. diameter hollow stem auger (HSA) boreholes advanced with
standard penetration tests (SPTs) at select intervals to collect physical samples of the Compacted
Soil Cap,CCR,GCL,and Residuum. Piezometers PZ-5 and PZ-6 were installed within hand auger
borings located on the Areal north slope. Piezometers PZ-1,PZ-2S andPZ-3 through PZ-6 were
screened within the CCR above the GCL base liner; while, piezometers PZ-2 and PZ-31) were
screened within the Residuum, approximately 7 ft to 17 ft below the GCL base liner. Piezometer
PZ-7 was located within the RCP Corridor Soil and screened above the GCL base liner. Each
piezometer was constructed in accordance with well installation permit WM0100425 and the
North Carolina Well Construction Regulations and Standards- 15A North Carolina Administrative
Code (NCAC) 02C.0100. Piezometer construction records and information are provided in
Appendix A.
3.2 Monitoring Well Installation
In 2008, Silar Services,Inc. (SSI)installed and monitored four groundwater wells(MW-1 through
MW-4) to assess the groundwater elevations in the vicinity of Area 1 prior to construction and to
prepare a Hydrogeologic Assessment Report [SSI, 2008]. Upon completion of construction,
monitoring wells MW-2 through MW-4 were abandoned or replaced and monitoring wells MW-
lA; MW-2A; MW-4A, and MW-5 were installed in October 2009 to monitor groundwater at the
Area 1 review boundary, as required by the permit. Monitoring well MW-1 was not abandoned
but is not routinely sampled since the monitoring well located within the property boundary but
outside of the review boundary. Monitoring wells MW-lA, MW-2A, MW-4A, and MW-5 were
sampled bi-annually since installation, and MW-4A serves as the background monitoring well.
Geosyntec installed four additional monitoring wells in August 2018 in response to DWR's
Corrective Action 3 identified within the 30 April 2018 letter and subsequent communications.As
such, monitoring wells MW-6, MW-7, and MW-8 were installed on the review boundary north
and east of Area 1 and MW-9 was installed in the southeast of Area 1 to service as a supplemental
background monitoring well. Each monitoring well was screened within the Residuum stratum,
and added to the bi-annual groundwater monitoring program. Monitoring wells were constructed
in accordance with 15A NCAC 02C.0100 and construction records for monitoring wells installed
by Geosyntec are provided within Appendix A to this Report.
3.3 Rising-Head Pneumatic Slug Test Program
Slug tests were performed on, four 1-in. diameter piezometers (PZ-2,PZ-3, PZ-31), and PZ-4)by
typical industry procedures modified from American Society for Testing and Materials (ASTM)
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D-4044 to provide estimates of in-situ horizontal hydraulic conductivity(Kh)within the CCR and
Residuum strata. Slug tests utilizing pneumatic methods could not be conducted within the RCP
Corridor Soil due to an observed water level within the screened interval at PZ-7 which resulted
in a partially submerged screen. A slug test using a solid slug also could not be completed due to
access restrictions within the 1-in. inside diameter well. No piezometers were screened within the
Compacted Soil Cap as this unit doesn't contain water; as such, slug tests were not conducted
within the Compacted Soil Cap stratum. Rising head pneumatic slug tests were conducted through
pressurization of the piezometer casing headspace with nitrogen gas and subsequent
depressurization. During pressurization and depressurization,the depth to water(i.e. water level)
response was measured by an In-Situ®Troll 500 transducer with built-in datalogger. Manual static
depth to water measurements were obtained from each piezometer immediately before each rising
head pneumatic slug test.
Three replicate rising-head pneumatic slug tests were conducted within each tested piezometer and
the applied initial headspace pressure was increased between subsequent tests to test the water
bearing unit's response to increased pressure. Varying the pressure during subsequent slug test
trials allows for the identification of potential sources of errors or bias including head dependence
and filter pack material occlusion effects. Replicate rising-head pneumatic slug tests were
considered complete when 90 percent of the initial water displacement by the initial head space
pressure recovered to the pre-test water level. The individual rising-head pneumatic slug test with
the quickest water recovery rate relative to the measured initial water level was chosen to estimate
the maximum in-situ Kh of the subsurface materials adjacent to the well screen of each piezometer.
Water level displacement charts within the tested piezometer during each rising-head pneumatic
slug test are provided within Appendix B.
Geosyntec applied analytical methods and procedures described and recommended by Kruseman
and de Ridder [2000] to estimate in-situ Kh. Water pressure measurements from transducers were
exported directly into an Excel® spreadsheet and converted into an appropriate format for
interpretation with AQTESOLV software [HydroSOLVE,Inc.;Duffield,2017]. The AQTESOLV
software estimates hydrogeologic unit or aquifer properties through a curve matching procedure
based on the Bouwer-Rice [1976] and Hvorslev [1951] analytical solutions. The analytical
solutions were matched to a recommended range of normalized head displacement data as
recommended by Butler [1998] to validate an adequate curve match.
Estimated in-situ Kt, values from piezometers screened within the CCR (PZ-3, PZ-4) ranged
between 0.10 feet per day (ft/day) (3.5 X 10' cm/s) and 0.31 ft/day (1.1 x 10-4 em/s) with a
geometric mean (geomean) of 0.17 ft/day (6.0 X 10-5 cm/s). Estimated in-situ Kh values from
piezometers screened within the Residuum(PZ-2, PZ-3D) ranged between 0.21 ft/day (7.4 X 10-5
cm/s) and 1.9 ft/day (6.7 X 10-4 cm/s), with a geomean of 0.67 ft/day(2.4 X 10-4 cm/s).
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A summary of the AQTESOLV input parameters and analytical results is provided within Table
1. Rising-head pneumatic slug test interpretation charts are presented in Appendix C of this
Report.
3.4 Water Level Measurements
3.4.1 Manual Piezometer Water Level Measurements
Manual depth to water(DTW)measurements from piezometers PZ-1 through PZ-6 were collected
by Geosyntec and Duke Energy between 20 November 2017 and 12 November 2018, and from
piezometers PZ-2S, PZ-3D, and PZ-7 between 22 August 2018 and 12 November 2018. Manual
DTW measurements were collected from monitoring wells described within Section 3.2 between
November 2009 and November 2018 (Table 2). Historical DTW measurements were collected by
SynTerra between November 2009 and April 2018 during bi-annual groundwater monitoring
events conducted typically in March/April and November for MW-tA, MW-2A, MW-4A, and
MW-5. Available depth to water measurements and the calculated phreatic elevations are
summarized in Table 2 and depicted on Figures 4 and 5.
DTW measurements were converted to equivalent groundwater elevations (within the Residuum)
and interstitial water elevations (within the CCR) to develop potentiometric or phreatic surfaces
for each hydrogeologic unit based on the surveyed piezometer or monitoring well top of casing
(TOC) elevations. Within piezometers screened within CCR (PZ-1, PZ-2S, and PZ-3), the
equivalent ranged between 2,113.0 ft and 2,119.7 ft NAVD88. Piezometer PZ-4, located in the
northeast Area l corner, indicated a higher interstitial water elevation relative to the adjacent
piezometers screened within CCR and interstitial water elevations ranged between 2,123.8 ft and
2,128.4 ft NAVD 88 during the measurement period. Interstitial water elevations from piezometers
PZ-5 and PZ-6, situated mid-slope of the Area 1 east cell, were computed and ranged between
2,112.8 ft and 2,117.1 ft NAVD88. Interstitial water elevations from piezometer PZ-7, installed
in August 2018 and screened within the RCP Corridor Soil above the GCL,ranged from 2117.2 ft
and 2117.6 ft NAVD88.
Groundwater elevations computed from DTW measurements from piezometers screened within
Residuum (PZ-2, PZ-3D) ranged between 2,112.3 ft and 2,114.9 ft NAVD88 during the
measurement period,which is above the approximate GCL elevations of 2,102.2 ft and 2,104.3 ft
NAVD88 at PZ-3 and PZ-3D, respectively, and 2,111.9 ft NAVD88 at PZ-2.
DTW measurements were collected at the review boundary monitoring wells installed in 2009
(MW-IA,MW-2A, and MW-5) during routine groundwater monitoring events and intermittently
since 2015. Computed groundwater elevations within MW-lA ranged between 2091.81 ft and
2094.67 ft NAVD88, within MW-2A ranged between 2100.61 ft and 2102.41 ft NAVD88
(consistently above ground surface which represents artesian conditions), and within MW-5
ranged between 2108.16 ft and 2118.10 ft NAVD88. Water elevation within the background
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monitoring well,MW-4A,ranged between 2126.32 and 2133.43 ft NAVD88. DTW was measured
intermittently within monitoring wells installed in August 2018 and computed elevations during
these measurement events are provided in Table 2.
Computed groundwater and interstitial water potentiometric surface maps were developed using
data collected on 22 October and 12 November 2018, which are provided as Figure 6 and 7,
respectively.
3.4.2 Transducer Measurements
In-situ®Troll 500 pressure transducers with built-in dataloggers were installed in PZ-2, PZ-2S,
PZ-3, and PZ-313 on 14 August 2018 and were configured to record hourly groundwater or
interstitial pressures to the instrument at the installation depth. Pressure transducer data were
downloaded on 12 December 2018 and measured pressures compared with the installation depth
and surveyed TOC elevation to estimate either interstitial or ground water elevations within the
CCR and Residuum strata, respectively. Interpreted interstitial water and groundwater elevations
from pressure transducer measurements were plotted for evaluation and individual transducer data
plots and a combined transducer data plot (i.e., all transducers) are presented with available
precipitation data at ARA within Appendix D.
Vertical head differences were computed from water levels measured within the PZ-3/PZ-3D
piezometer cluster ranged between 2.61 ft and 6.40 ft since August 2018,which indicates a greater
hydraulic head above the GCL than below.However,the computed 6.40 ft vertical head difference
that was measured in October 2018 appears to be an outlier as the remaining computed head
differences ranged between 2.61 ft and 3.18 ft. The vertical head differences between water levels
measured from piezometers PZ-2S/PZ-2, situated toward the Area 1 interior, were computed
between 3.48 ft and 3.97 ft since August 2018. In both piezometer clusters,the computed vertical
head difference indicates a consistently higher interstitial water level within the CCR during the
period of record. The computed vertical head difference is generally between 0.32 ft to 1.11 ft
lower in the PZ-3/PZ-3D cluster than the PZ-2S/PZ-2 cluster for each measurement. Collectively,
the transducer data indicates a consistent downward gradient across the GCL; however, the
Residuum below the GCL is saturated or may become saturated if measured piezometric elevations
remain constant. The soil material collected immediately below the GCL was visually observed
to be moist but did not appear to be saturated during the borings that penetrated the GCL.
3.5 Laboratory Hydraulic Conductivity Tests and Evaluation
Flexible-wall permeameter tests were conducted in accordance with ASTM D 5084 standard on
Shelby tube soil samples collected within the CCR(one sample),RCP Corridor Soil(one sample),
and Compacted Soil Cap (five samples) strata to measure the vertical hydraulic conductivity (Kv)
at the in-situ confining or overburden stress. Laboratory hydraulic conductivity test results are
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included as Appendix E within this Report. Evaluation of saturated hydraulic conductivity of the
soil cap stratum was submitted previously to DWR[Geosyntec,2018b],and provided as Appendix
F. The laboratory Kv was estimated as 2.1 X 10' cm/s for a RCP Corridor Soil sample collected
between 28 to 30 ft bgs, 5.4 X 10-6 cm/s for the CCR sample collected between 20 and 22 ft bgs,
and a geometric mean of 6.8 X 10-6 cm/s for five Compacted Soil Cap samples. The laboratory
saturated hydraulic conductivity values are summarized in Table 3.
The GCL performance was evaluated under a separate submittal to DWR [Geosyntec, 2018c],
which is provided as Appendix G to this Report. The GCL performance evaluation identifies that
an in-situ hydraulic conductivity of 1.0 X 10'cm/s and 1.0 X 10' cm/s is anticipated for the GCL.
3.6 Rainfall Measurements
Precipitation data were obtained from the North Carolina Climate Office Weather and Climate
Database, Asheville Regional Airport Weather Station (ID: KAVL)2, and are presented with
interstitial water and groundwater elevation charts interpreted from DTW or pressure transducer
measurements within Appendix D. In addition, monthly precipitation data downloaded from
National Oceanic and Atmospheric Administration(NOAA3) are provided on Figures 4 and 5.
Interpreted groundwater and interstitial water elevations within the CCR and Residuum strata
appear to respond similarly to precipitation. Generally, interpreted water elevations increased
within each piezometer in response to precipitation; but decreased steadily within days after a
precipitation event since August 2018. The largest precipitation event since transducer installation
occurred on late 11 October 2018 when Hurricane Michael traversed over the Area 1 and the
rainfall event lasted approximately 20 hours and contained a maximum intensity of 0.5-inches per
hour(in./h). Interpreted water elevations typically returned to pre-storm levels by later 13 October
2018.
2 Accessed on 12 December 2018 via http:Hclimate.nesu.edu/cronos/?station=KAVL.
s Accessed on 12 December 2018 via https://www.weather.f4ov/2sp/avlcli.
GC6463/ARA Area 1—Conceptual Hydrogeological Model 12 January 2019

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4. HYDROGEOLOGIC CONCEPTUAL MODEL
4.1 Representative Area 1 Cross Section
A representative cross section through the northern Area 1 slope,piezometer PZ-3/PZ-3D cluster,
and piezometer PZ-2S/PZ-S cluster, and PZ-5 is provided in Figure 8. The cross section depicts
existing topography, stratigraphy,measured water elevations, and other model features developed
from data presented within this Report. The GCL configuration was developed from observations
during field investigation activities and compared with a digitized surface provided on hard copies
of the as-built drawings prepared by Vaughan Engineering [2010]. The digitized as-built GCL
surface was not found to agree well with field observations at PZ-2 and PZ-3, and thus, the
conceptual cross section presents observed GCL locations. In addition, the as-built drawings
depict the GCL beneath the toe or starter berm on the north side of Area 1; however, the in-situ
termination of the GCL in this area was not confirmed visually. As such, Figure 8 presents the
GCL termination at the interior face of the starter berm.
4.2 Surface Water Flow Patterns
Area 1 surface water generally flows to the north/northwest across the top deck towards the
historical stream channel. However, a relatively small area (less than 25 percent) of the top deck
flows to the south into shallow perimeter channels that route stormwater Wright Brothers Way and
underdeveloped land to the south or into perimeter channels at the east cell toe adjacent to
monitoring wells MW-7 and MW-8 and ultimately northward.The surface water that flows offsite
southward near Wright Brothers Way appears to flow into an existing drop inlet and into the ARA
stormwater management system. The majority of the stormwater flows northward where it
historically flowed across 3H:1 V to 4H:1 V side slopes for limited retention within the former
sediment basins before discharge to the stream channel. In 2015, ARA Authority excavated a
shallow swale at the west cell slope crest and routed stormwater within a riprap lined channel into
a temporary sediment basin at the west cell toe. In 2018, grading improvements on the east cell
were installed to limit stormwater flow across east cell's northern side slopes and access road and
to shorten the surface water flow paths outside the security fence. A perimeter drainage terrace
and two geomembrane lined channels were installed in the east cell to route stormwater into
temporary downdrains that discharge at the east cell toe.
A FAA compliant security fence with concrete mow strip was installed after fill construction. The
concrete mow strip is situated above adjacent topography and impede stormwater flow. In
addition, topography contains inundations from maintenance traffic and/or limited subsidence,
which restricts stormwater flow across the Area I top deck and permits localized ponding.
Maximum surface water flow path distances across the Area 1 top deck range from 800 ft to 1300
ft before reaching the side slopes.
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4.3 Interstitial and Groundwater Flow Patterns
Interstitial water and groundwater elevation or potentiometric contour maps generally indicate
groundwater or interstitial water flow to the north/northwest in CCR and Residuum. Based on
information presented within this Report,the interstitial water and groundwater appears to follow
the historical topography and GCL grade; while, the RCP Soil Corridor serves as a pathway
between the east and west cells (above the GCL). Furthermore, the estimated hydraulic
conductivity of each stratum (Table 3) indicates that the saturated hydraulic conductivity of the
RCP Corridor Soil and CCR are estimated between 2.1 X 10' cm/s and 6.0 X 10"5 cm/s,
respectively, or greater based on laboratory and in-situ test results. The GCL is estimated with an
in-situ hydraulic conductivity between 1.0 x 10-9 cm/s and 1.0 X 10-8 cm/s and serves as a hydraulic
barrier between the CCR and Residuum stratum [Geosyntec, 2018c]. The approximately three
orders-of-magnitude difference in hydraulic conductivity between the CCR and the GCL promotes
lateral interstitial water migration within the CCR above the GCL and toward the north slope.
As demonstrated in Section 3.4.2, vertical head difference acting downward against the GCL at
PZ-2S/PZ-2 and PZ-3/PZ-3D was computed to range between 2.61 ft and 3.97 ft. Assuming a 7
millimeter(mm) (0.023 ft)thick GCL,the downward vertical hydraulic gradient was computed to
range between 113 feet per feet(ft/ft)and 172 ft/ft at these two locations.As such,interstitial water
is driven to flow downward through the GCL and groundwater is not anticipated to flow upward
across the GCL into the structural fill. Since the GCL contains a maximum hydraulic conductivity
between 1.0 X 10-9 cm/s and 1.0 X 10"8 cm/s, which is several orders of magnitude less than the
hydraulic conductivity of CCR, interstitial water is anticipated to flow laterally towards the north
Area 1 slope face,RCP soil corridor access road, and repaired slough area.
As shown on Figure 7 based on water level measurements on 12 November 2018, groundwater
flow within the Residuum is to the northwest with a computed horizontal hydraulic gradient of
approximately 0.03 ft/ft below the Area 1 top deck, which is similar to the.gradient reported by
SSI[2008]. A horizontal hydraulic gradient of 0.13 ft/ft was computed within the Residuum below
the CCR slope fill.
Potentiometric surface maps(Figures 6 and 7)indicate a groundwater or interstitial water elevation
approximately equal to the ground surface elevation at the Area I northern toe of the east cell.
However,the groundwater is separated by a GCL near the soil cap slough(SW7-A1)surface water
collection location and the.Area 1 starter dike and GCL anchor trench (if present). The estimated
interstitial and groundwater surfaces suggest that interstitial within the CCR material would freely
flow downward into the Residuum, if the GCL were not present or if the units intersected outside
the limits of GCL (i.e.,within the toe berm). ,
The 60-in. diameter RCP was installed to re-route a portion of the historical stream channel and
convey upgradient stormwater flow and was bedded within aggregate beneath the GCL.
GC6463/ARA Area 1—Conceptual Hydrogeological Model 14 January 2019

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Meanwhile, the historical stream channel shown on Figure 2 was filled with drainage aggregate
prior to Area 1 construction. Surface water sampling location, SW10-Al, appears to be a
groundwater seep that daylights at the base of the west cell.
4.4 Lateral Groundwater Flow Velocity
Lateral water flow velocities within the CCR material and Residuum were calculated through a
modified version of the Darcy equation,which is expressed mathematically as:
vh = (Kh/n)i
where
vh = average horizontal groundwater velocity (ft/day);
Kh =horizontal hydraulic conductivity (ft/day);
n =effective porosity (%); and
i = hydraulic gradient(ft/ft).
Horizontal hydraulic gradient and groundwater velocity calculations were completed for each the
Residuum and CCR slope fill material within the areas indicated by red boxes on Figure 6 and
Figure 7. The hydraulic gradient within CCR material was calculated as 0.10 ft/ft and 0.07 ft/ft
during the 22 October 2018 and 12 November 2018 monitoring events,respectively, as estimated
between the 2120 ft and 2105 ft contours. A minimum porosity for CCR material was calculated
during laboratory tests as 40 percent assuming the CCR was fully saturated. Using the minimum
and maximum Kh values of 0.10 ft/day and 0.31 ft/day for CCR material (Table 1),the interstitial
flow velocity was calculated to range between 0.02 ft/day and 0.08 ft/day within CCR slope fill
material.
The hydraulic gradient within Residuum was calculated as 0.06 ft/ft during both the 22 October
2018 and 12 November 2018 monitoring events, as estimated between the 2115 ft and 2105 ft
contours in October(Figure 6)and the 2120 ft and 2105 ft contours in November(Figure 7). Using
an estimated effective porosity for Residuum (silty sand) of 30 percent and minimum and
maximum Kh values of 0.21 ft/day and 1.93 ft/day, respectively, for Residuum (Table 1), the
groundwater velocity is calculated to range between 0.04 ft/day and 0.40 ft/day for Residuum
underlying the CCR slope fill material GCL.
GC6463/ARA_Area 1—Conceptual Hydrogeological Model 15 January 2019

ARA—Area 1 Structural Fill Geosyriteea
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5. CONCLUSIONS
Based on the available and collected data presented herein, the following Hydrogeologic
Conceptual Model conclusions are made:
• Area 1 top deck grading generally conveys surface water north/northwest over relatively
shallow slopes (two to five percent) and without dedicated stormwater conveyance
channels. The drainage lengths are typically greater than 300 ft to 400 ft and impeded in
areas by a security fence and concrete mow strip. Both conditions allow surface water to
infiltrate through the Compacted Soil Cap and into the CCR stratum.
• Consistent downward vertical head differences across the GCL at PZ-2S/PZ-2 and PZ-
3/PZ-3D indicate interstitial water within the CCR stratum generally flows laterally to the
north/northwest along the GCL base liner and daylights at the north slope along the access
road within the RCP soil corridor and east cell slope (i.e., SW7-A1 / slough location).
Additionally, these vertical head differences indicate that groundwater does not migrate
upward into the CCR.
• Pressure transducers indicate temporary increases in interstitial water and groundwater
elevations immediately after precipitation events,which dissipate to pre-rainfall elevations.
A slight increase in general water elevation was observed since pressure transducer
installation in August 2018.
• Groundwater generally flows to the north/northwest towards the historical stream channels
identified on Figure 2. Groundwater daylights within the existing stream channel and
within seeps located at surface water sampling locations SW8-Al and SW10-Al.
Northeast of the Area 1,the groundwater contains a slight upward gradient as indicated by
persistent artesian conditions within MW-2A since installation, which is near the eastern
historical stream channel branch and former wetland areas.The expanded wet area and soft
soil conditions near the east cell toe were identified near where the eastern historical stream
branch and Area 1 perimeter intersect.
• The source of CCR-related constituents within samples collected from surface water
sampling location SW8-Al [SynTerra,2018a] situated at the downstream toe of the access
road/starter dike,is not clearly identified. The location and configuration of the GCL and
Compacted Soil Cap is not depicted on as-built drawings [Vaughn Engineering, 2010] and
does not provide clear insight on the potential source of the CCR-related constituents.
GC6463/ARA Area 1-Conceptual Hydrogeological Model 16 January 2019

ARA—Area 1 Structural Fill Geosyntec 1�
Hydrogeologic Conceptual Model Report consultants
6. REPORT LIMITATIONS
This Report was prepared based on available and collected hydrogeologic data, limited available
as-built information, and limited project documentation. As such, conclusions drawn from this
Report are limited based on the available information and may be revised if additional information
is collected or made available.
GC6463/ARA Area 1—Conceptual Hydrogeological Model 17 January 2019

ARA—Area 1 Structural Fill Geosynteca
Hydrogeologic Conceptual Model Report consultants
7. REFERENCES
Abbott, R.N. and Raymond,L.A., 1984, The Ashe metamorphic suite, northwest North Carolina;
metamorphism and observations on geologic history:American Journal of Science,vol
284,no. 4-5,p.350-375.
Bouwer, H. and R.C. Rice, 1976. "A slug test method for determining hydraulic conductivity of
unconfined aquifers with completely or partially penetrating wells," Water Resources
Research,vol. 12,no. 3,pp. 423-428.
Butler, J.J., Jr., 1998. "The Design, Performance, and Analysis of Slug Tests," Lewis Publishers,
New York,252p.
Duke Energy, 2015. "Coal Combustion Products Structural Fill Permit No. WQ0000020: 2015
Annual Inspection Report." 31 December 2015.
Duffield,G.M.,2007,"AQTESOLV for Windows Version 4.5 User's Guide,"HydroSOLVE,Inc.,
Reston,VA.
Geosyntec, 2017. "Engineering Analysis Report",prepared for Duke Energy,December 2017.
Geosyntec, 2018a. "Quarterly Slope Monitoring Report, 3rd Quarter (Q3) 2018, Asheville
Regional Airport—Area 1 Structural Fill."prepared for Duke Energy, October 2018.
Geosyntec, 2018b. "Area 1 Saturated Hydraulic Conductivity Evaluation," prepared for Duke
Energy, September 2018.
Geosyntec, 2018c. "Area 1 Geosynthetic Clay Liner (GCL) Performance Evaluation," prepared
for Duke Energy, September 2018.
Harned,D.A., and Daniel, C. C,III, 1992. The Transition Zone between Bedrock and Regolith—
Conduit for Contamination? in Daniel, C. C., White, R. K., and Stone,P. A., eds., Ground
Water in the Piedmont—Proceedings of a conference on groundwater in the Piedmont of
the Eastern United States, S. C., Clemson University,p. 336-348.
Hatcher, R.D., Jr., 1987. Tectonics of the southern and central Appalachian internides: Annual
Review of Earth and Planetary Sciences, v. 15,p. 337-362.
Hatcher,R.D.,Jr.,2010.The Appalachian orogen:A brief summary, in Tollo,R.P.,Bartholomew,
M.J., Hibbard, J.P., and Karabinos, P., eds., From Rodinia to Pangea: The Lithotectonic
Record of the Appalachian Region, Geological Society of America Memoirs,v. 206,p. 1-
19.
Hvorslev,M.J., 1951. "Time Lag and Soil Permeability in Ground-Water Observations,"Bull.No.
36, Waterways Exper. Sta. Corps of Engrs, U.S. Army,Vicksburg, Mississippi,pp. 1-50.
Kruseman, G.P. and de Ridder,N.A.,2000."Analysis and Evaluation of Pumping Test Data,"2nd
Ed.,International Institute for Land Reclamation and Improvement, 372.
GC6463/ARA_Area 1—Conceptual Hydrogeological Model 18 January 2019

ARA—Area 1 Structural Fill Geosynwca
Hydrogeologic Conceptual Model Report consultants
McKim&Creed,2017. "Topographic Survey of Fill Area on Asheville Airport for Duke Energy."
December 2017.
Silar Services, Inc., 2008. "Hydrogeologic Assessment Summary Report." Prepared for Charah,
24 October 2008.
SynTerra,2018a. "Area of Wetness Inspection and Sampling Report—November 2017,Asheville
Airport Structural Fill—Area l,"prepared for Duke Energy, January 2018,
SynTerra, 2018b. "Asheville Airport Structural Fill—Area 1, DEQ Letter Dated April 30, 2018,
Corrective Action Responses 10 and 11 — Assessment of Surface Water", prepared for
Duke Energy, 24 October 2018.
Vaughan Engineering, 2010. "Charah — Asheville Regional Airport Coal Combustion Product
Engineered Fill: March 2010 Update." Prepared for Charah, 8 March 2010.
GC6463/ARA Area 1_Conceptual Hydrogeological Model 19 January 2019

TABLES

Table 1. Summary of AQTESOLV Input Parameters and Slug Test Results
PZ-2 PZ-3 PZ-3D PZ-4
Test 1 Test 2 Test 3 Test 1 Test 2 Test 3 Test 1 Test 2 Test 3 Test 1 Test 2 Test 3
Well Diameter(in) 1 1 1 1
Initial Boring Diameter(in) 6 6 6 6
C Screen interval(ft bgs) 40 to 50 31 to 36 40 to 50 27 to 32
0
Piezometer Depth(ft bgs) 50 36 50 32
a Piexometer Depth(ft BTOC) 53.00 39.00 53.52 35.00
d
Stick Up(ft) 3.00 3.00 3.52 3.00
oConfined or Unconfined Aquifer confined unconfined confined unconfined
p; Geologic Unit Residuum CCR Residuum CCR
Static Water Level(ft BTOC) 33.71 23.04 29.00 20.10
Static Water Level(ft BLS) 30.71 20.04 25.48 17.10
Initial Displacement(ft)[AQTESOLV H(0)] 6.`9 6.64 6.45 3..8. 6.14 7.53 5.53 4.51 5.27 3.82 20 . 3.28
Static Water Column Height(ft) [AQTESOLV H] 19.29 15.96 24.52 14.90
w
Formation Saturated Thickness(ft) [AQTESOLV b] 10.0 5.0 10.0 5.0
0
Vertical-to-Horizontal hydraulic conductivity anisotropy
ratio AQTESOLV Kv/Kh 0.1 0.1 0.1 0.1
p Water level above top of well screen [AQTESOLV d] 9.29 10.96 14.52 9.9
W
a Screen Length(ft) [AQTESOLV"L"] 10 5 10 5
d
Inside Radius of Well Casing(ft) [AQTESOLV r(c)]. 0.042 0.042 0.042 0.042
Radius of Well(ft) [AQTESOLV r(w)] 0.250 0.250 0.250 0.250
Well Skin Radius(ft) [AQTESOLV r(sk)] 0.250 0.250 0.250 0.250
-- -- -- -- -- --
c. Bouwer-Rice[1976] K(ft/day) 0.21 0.10 -- -- 1.23 0.16
p Hvorslev[1951] K(ft/day) 0.39 -- 0.17 -- -- -- 1.93 -- -- 0.31 --
K Geometric Mean 0.29 K Geometric Mean 0.13 IFK Geometric Mean 1.5 K Geometric Mean 0.22
ft/day) ft/da ft/da ft/day
Notes:
[1] ft BTOC=feet below top of casing; ft bgs=feet below ground surface; ft/day=feet per day.
[2] "-"indicates analytical solution not used; Green shading indicates test used to estimate hydraulic conductivity (K).

Table 2.Depth to Water and Groundwater Elevations
Piezometer ID PZ_1 PZ-2 PZ-2S PZ-3 PZ-3D PZ-4 PZ-5 PZ-6 PZ-7
Screen Interval ftbs 29 to 34 40 to 50 20 to 30 31 to 36 40 to 50 27 to 32 4 to 6.5 7.5 to 10 20 to 30
Top of Casing
Elevation 2142.73 2147.89 2147.60 2142.78 2142.34 2148.52 2119.60 2121.47 2139.95
(ft NAVD88).
DTW Elevation Elevation Elevation Elevation Elevation Elevation Elevation Elevation Elevation
Date (ft) (ft) DTW(ft) (ft) DTW(ft) (ft) DTW(ft) (ft) DTW(ft) (ft) DTW(ft) (ft) DTW(ft) (ft) DTW(ft) (ft) DTW(ft) (ft)
11/20/2017 29.70 2113.03 35.60 2112.29 - - 27.28 2115.50 - 24.59 2123.93 6.30 2113.30 6.07 2115.40 - -
_ ,» �
_ ; ,.,• , :
. . ., ,,, ... . ., $ - ,..E ve ., ,..,, ,,.,
,,
1.1/20/2017, 29. 3' _ _ : .. .,°: e:. -»
__ _6, ,2113.10- _ 34.69, ..2113.20 . �,, .: �> , .2 _ _ . a;-
_ _ 8.43» ..211.4.35 2_ „ , ,. 4.69 ' • 2123.83- .s 2113.40 79 .2114.68
•
11/22/2017 29.52 2113.21 34.40 � 2113.4'9 �- - 27.44 2115.34 7 24.34 2124.18 6.23 2113.37 6.54 2114.93 - -
. . _ m , a _ . . _ . , , . . . �,..._ • . , ..11I29/2017 9 34.62 2113.27 -
•;� • .:. 23:94 '.^T•-. 0 : . ,.,2112. „ 06•- 2114.4E
12/12/2017 29.49 2113.24 34.37 2113.52 - - 27.60 2115.18 - - 24.31 2124.21 5.59 2114.01 6.52 2114.95 - -
12/2Z/2017 . .. 2 m
u
„,•. _ , ,,
-:77
9.75 .2112. 8 _ _•..
9 , 34.71,. ., „211318 • �, ;� :,�. •< , u. .,
.. , .„ : . _. . ,... ».: 27.78 ., » , 2115.00.. ..<: , . . •, -,Me . _.. °
,., � _. , , ,.24.73<- , _2.123.79..�:•_ ' 6.18 .211 .42 2 2115.E;e
°»' -.....�5_...,...m._..:,r_««m,......`•'.r ♦ .
1/22/2018 29.58 2113.15 34.48 2113.41 - - 27.38 2115.40 - - 24.31 2124.21 5.9E 2113.64 5.75 2115.72
_-1 - -
-
_.. - ,.__ .
., n .
,•2/15/2018. . 29.18 21.13.55; , 33
.89» , . 211,4.00 .•. , „ .. .a. 6.65 .. „x..» ,�:
.a. ,_,.� _ y ' ,,. <• ` 23.55.. .. 2124:97 < 4.74 ' 21°14.86. 4 42_ _,„2117.05 _
•
3/12/2018 28.60 2114.13 33.68 2114.21 - - 26.26 2116.52 - - _ 22.51 2126.01 5.21 2114.39 W 4.54 2116.93 - -
4/5/20, 8 , :28.56. 21 4 s , .o, ,,
1 1 ,17 33.88 .2114.01 . 26.82, _ . 211.5. 6° e
„. 9 - 22.35 a 2126:1_7 . "e5:98 ZII3:62,. -
_
5 / 018 28.48 2114.25 33.88 2114.01 - - 26.75 2116.03 - -� 22.31 2126.21 5.93 2113.67 � 6.38 ��2115.09
_ _.
-- - _.
5/14/2018 2 Ag 8 -
: -
_ 8._8 211,4.25 33'80 21`14.09 26.83 ,
» . ,-4 .. � ° 21.15.95, ;. • ., ;.. ,, 22.24 ,�, 2126.28 6.72 2112.88�' 6.72�`° ;21°14.75"
6/12/2018 28.15 2114.58 33.13 2114.76 - - 25.65 2117.13 - 21.82 2126.70 5.41 2114.19 5.65 2115.82 - -
7/9/202,8,..1.:9
2 ._,. ,..:. ...., . . » . , . ;.- . .0 . . . , . ,a .,.. 2 .2126.43 . 6.45, 2115:02 _
8/6/2018 28.22 2114.51 33.50 2114.39 _ - - 26.48 2116.30 - - 22.34 2126.18 » 5.04 _ 2114.56 5.25 2116.22 - -
, .. ,., :.
»
• e:
8 22,2018 28_.15,,».» 2114.58., 33::58 2114.31 x 29.64 2117.9E• a• 2 .OS 2_ _ _ 6. 116.70 28,71, 4, ., 2113.63 22.07 4 .,2 2G.45 4. 21 - ;
9/10/2018 _ 28.18 2114.55 33.35 2114.54 29.49 2118.11 _ 26.59 2116.19 28.91 2113.43 22.21 2126.31° 6.43 2113.17 7.36 2114.11 - -
1 / 6L0. 8 . . 2 . ,,.,
1 8 27 '� a2114.46 , 33:43 ,. '2 ,•
11.4:4G � 29.42 :.. � 2118.18,=�,. °. .;,,. ;. ,.,
, .26.63' ,2116.16:„ 28:79� •�, 2113.55, � .. 22 42
,•.._.... .��.x;n,__,x _ _ �.� �_..„ , .. .:,. °. _ ; 212 .10,, 5.0.0 21„14 60. 5.45,_ 211.6,.02a
10/22/2018 - - 33.71 2114.18 29.45 2118.15 23.04 2119.74 29.00 2113.34 20.10 2128.42 - - 6.10 2115.37 22.70 2117.25
1/1/2018
0 3.
,14.89 ;• . „29.21 ,- 21.1839a- ;a=2586•-. ., ,2116.92 28.60 . . ..'•211. ,e� � .. , '._. ,
11/12/2018 28.25 2114.48 33.14 2114.75 29.37 2118.23 26.74 2116.04 28.78 21,13.56 22.19 2126.33 5.16 2114.44 5.06 2116.41 22.76 2117.19
Notes:
[1] "-" data not collected due to installation date or measurement or additional piezometers were monitored outside a monthly collection event.
[2] Red text indicates data from water level transducer.

Table 2. Depth to Water and Groundwater Elevations (Continued)
Well ID MW-1 A MW-2A MW-4A MW-5 MW-6 MW-7 MW_g _g
Screen Interval(ft bgs) 5 to 20 5 to 15 30 to 45 42 to 57 10 to 20 10 to 20 15 to 25 22 to 32
Top of Casing
Elevation 2100.40 2102.71 2151.55 2153.86 2103.13 2123.62 2142.59 2163.53
(ft NAVD88)
Date DTW(ft)
Elevation DTW(ft) Elevation DTW(ft) Elevation DTW(ft) Elevation DTW(ft) Elevation DTW(ft) Elevation DTW(ft) Elevation DTW(ft) Elevation
(ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft)
_ _ -2092.4 _"
11/30%9 »__- 7.99 _- _ T 1.42 'j 2101.29' 25:23_ 2126.32 40.41 2113.45 _
03/09/10 5.73 2094.67 1.13 2101.58 20.68 2130.87�- 36.93--M2116.93
_ 11/19/10 « 8.59 '` 2091.81 "°2.10 2100 61'° ` 2398 2127.57 40.92 2112:94
04/11/11 8.00 2092.40 1.58 2101.13 21.88 2129.67 39.21 2114.65
- - --- -- .
20 ,1, - 2 - -
11/09/11 7.90.., 2127.58,, 45.23,.
� , „,2092.50' �T�-1.52 - _ 1 1. 9 . 3 97 n �.: 2108'.63.
04/11/12 - -7.46 2092.94- 1.02 2101.69 22.02 2129.53_-} -44.98 2108.88
11/13/12 7.60m 2092.80 1.28 2101.43_.. _22.60 2128.95 45•30, 2108.16
04/01/13 7.10 -- 2093.30 _ 0.72 -2101.99 � 20.18 2131.37 45.40 2108.46 -
- 11/04/13 - 7.15 " _ _2093.25_ rt 0.88. 2101.83 19.58 2131.97 - 45.19 2108.67
04/09/14 6.92 2093.48 0.51 2102.20 19.18 2132.37 36.79 - 2117.07 --- -
_ 11/05/14 7.37•` 2093.08 0.82-.',2101.89- 19.76 2131.79 37.63 2116.23
04/06/15 7.29 2093.11 0.69 2102.02 19.44 2132.11 37.76 2116.10 -_-
,.. •_.. .�-,,,-- • -
_ a2093.20 _ 0.82� °; 2101.89• 20.40�. r `2131.15 44.75 _ 2109:11�
-~04/11/16 7.01 2093.39 0.70 2102.01 18.23 2133.32 - 35.76 - 2118.10
7,77 --- ._._
N.. --
60 592.80 . '-T23 <;,. r, '2101.48: . „ 21.0 4 ;
111:02/1G 7-. _ 6 ., . 2130.49 39.20 2114.66 _ _
04/21/17 7.60 2092.80 0.88 2101.83 21.13 2130.42 39.63
11 Ol/1 7.08a 2093.32 _0.70 2102.01. 20.13 21-_ 2 -
/ . 7 31.42 39.15 .114:71
10/16/2018 - - _--� - - - - _ 7.83 �2095.30 � 5.70 2117.92 9.46 s 2132.88- 20.81� 2142.72
- 10/22/2018 7.05 2093.35a 0.30 2102.41
7.43 2095,70 K 5.74 ,, • 2117.8g <m.
11/1/2018 7.00 - 2093.40- _ 0.44 2102.27 - - - 7.40 2095.73 5.60
/12/2 s ~ - �_.
211_8.0•2 a , , a9w.20 , 2133.39 20.80 2142.73
`5.48 2118.14 .9.02 2133.57 "207 2142.80018 209340,' 0.50 02.21 18.12 2133.43 37.25 27.28, 095.85
Notes:
..
[1] "-" data not collected due to installation date or measurement or well was monitored outside a monthly collection event

FIGURES

Table 3. Summary of Hydraulic Conductivity Data
Laboratory KsAT (cm/s) In-situ KSAT SelectedKsAT
Stratum (cm/s) (cm/s) Source
min max min max
Compacted 6.9E-07 3.0E-05 NT NT 6.8E-06 Geosyntec [2018b]
Soil Ca
CCR 5.4E-06 3.5E-05 1.1E-04 6.0E-05 In-Situ/Laboratory
Tests
RCP Corridor 2.1E-05 [1] 2.1E-05 Laboratory Tests
Soil
GCL NT NT NT NT 1.0E-08 to Geosyntec [2018c]
1.0E-09
Residuum [2] 7.4E-05 6.7E-04 2.4E-04 Slug Tests
Notes:
[1] In-situ hydraulic conductivity was not measured as interstitial water column was situated within the screened interval
and a slug test could not be conducted.
[2] Undisturbed samples of Residuum were not collected during the laboratory program.
[3] NT =Not Tested.

J
t
x1`'
i Y
s
J
s
t
t
at,. � • ��a}s f.
. "�s�`�' Y���,.",„f� � .f¢ `` �:r.#. a�4 � �} ,, _ i,.� ¢, {'Ui�IY/'v/ '�.. �.!i% �,1i�::_ � , k"'t•.y
�, '� g, � � ,,.:� " ' � � � � F" •• � I -}r it '� � `,H �
_
»t
l t
r-
t v�
1I
T 9fi
Legend ,
Monitoring Well . t
Piezometer S,,<"#
IIN
__ _M —Representative Area 1 Cross pi ! �� � � 'T'
�
c ;Temporary Stabilization Measure �� ��� ;- � �� , '
0 Parcel Boundary I .. '
CCR Boundary
Compliance Boundary
Review Boundary ,�
Area 1 Stormwater Network
200 100 0 200 400 Feet
Notes: i
1.Service Layer Credits: Source:Esri#DigitalGlobe,GeoEye, Site Features and Piezometer/Monitoring
Earthstar Geographics,CNES/Airbus DS,USDA,USGS,
I°° Well Location Ma
AeroGRID,IGN,and the GIS User Community. '��`� } :6 _� p
2. Parcel boundaries obtained from Buncombe County GIS website w +
on 20 December 2017. • r€;
Asheville Regional Airport
3.Compliance and Review Boundaries obtained from shapefiles Asheville,North Carolina
t .► r 1 '
provided by SynTerra on 16 July 2018. g r "��
4. SPT locations are approximate and were located,by handheld t
DUKE
I OS eC Figure
5.PZ and MW locations installed.by Geosyntec,were surveyed by ! i _ r
consultants ENERGY.
McKim and Creed on 29 November 2017 and 10 September 2018.
6.Limits of CCR scaled from historical documents,should be r =
considered approximate,and should be field verified. "° ' CHARLOTTE,NC JANUARY 2019

3 ; 4 ; 5 I 6 7 8
l \ 1 l \ 11
0 100' 200' A
{/Jr/ f
�'���l Pt lf!\� SCALE IN FEET
�v
TEMPORARY I 1 \
STABIL��ON MEASURE
- ��N�Mwa �� ro� �l\ � o LEGEND
B `�\ J \\\ 1 \ o I '•'� \ oo f �f'�-� PZ-0 �. \v 1\ ��\ ---- PROPERTY BOUNDARY(APPROXIMATE)(NOTE 5) B
REVIEW BOUNDARY(NOTE B)
COMPLIANCE BOUNDARY(NOTE 6)
PZ3D � \�\. ; `\ \�
TOPOGRAPHIC SURVEY LIMIT(NOTE 3)
LIMIT OF CCR(APPROXIMATE)(NOTE 4)
\ \ STREAMS(NOTE 7)
RCPSRICAL STREAMS(UNDER FILL OR WITHIN
o ' )( 7)
-2145 EXISTING ELEVATION CONTOUR(NOTES 7,2,AND 3)
/ 7 \ MW-3 MONITORING WELL
A
TOPOGRAPHIC / o
suRVEY \ (,� !/
EXISTlNGAIRPORT
SECURITY FENCE/
PROPERTVEO.-T/
(NOTES) 0
�t'i�,I' GRAVEL ACCESS
��� ROAD / 60'O RCP
Nk V
\i\
��i5' L-; �� I� -✓� o<<<f COMPLIANCE -
D BOUNDARY(NOTE fi) D
M
\ W-9 1
(NOTE 6)
AA
o
E � o �,
'�. \ ` - 1. COORDINATES PROVIDED IN NORTH CAROLINA STATE PLANE IN E
/ TERMS OF NORTH AMERICAN DATUM OF 1983(NAD83)AND
\ ' \ ELEVATIONS IN TERMS OF FT NORTH AMERICAN VERTICAL DATUM
t 1 LIMIT OF CCR (ABANDONED)/ \ OF 1986(NAVD88). pEy DATE DESCRIPTION
\ ( •(APPROXIMATE)(NOTE 4) / oRN APP
-2 TOPOGRAPHIC CONTOURS PROVIDED BY MCKIM AND CREED
BASED ON NOVEMBER 2017�5 DATED ON 4 OCTOBER 2017 AND 1 GQD$ CiCeC® DUKE
MW-4A \3. SURVEY INFORMATION OUTSIDE THE LIMITS OF THE MCKIM AND nSUI 'tS OF NO,PC ENERGY.
CREED SURVEYS.PROVIDED BY AERIAL PHOTOGRAPHY FLOWN II 130U SOUP OTTF NG STREET.VZO USA 300
\, DECEMBER 2009 AND GROUND CONTROL SURVEYS PREPARED BY G P DNE:M227AB48 PROGRESS
8 i\ � �\ �\ SANBORN,LLC. TITLE: NG DCEN5ENO.:—
V4 4. LIMITS OF CCR SCALED FROM HISTORICAL DOCUMENTS,SHOULD
a AREA 1 TOPOGRAPHIC CONTOUR MAP
3 BE CONSIDERED APPROXIMATE,AND SHOULD BE FIELD VERIFIED.
1 5. PROPERTY LINES OBTAINED FROM BUNCOMBE COUNTY PROJECT.
GEOGRAPHIC INFORMATION SYSTEM(GIS)ON 2s JULY 2018. AREA 1 HYD ROGEOLOGIC CONCEPTUAL SITE MODEL
6. REVIEW AND COMPLIANCE BOUNDARIES PROVIDED BY SYNTERRA Ste:
CORPORATION ON 16 JULY 2018. ASHEVILLE REGIONAL AIRPORT
�F 7. STREAM.LOCATIONS DOWNLOADED FROM CITY OF ASHEVILLE GIS ASHEVILLE,NORTH CAROLINA F
HYDROGRAPHY DATA SET ON 4 SEPTEMBER 2018.THE DASHED DESIGN BY: MA DATE: DECEMBER2018
'> STREAM LINES INDICATE HISTORICAL STREAMS UNDER THE FILL
- OR WITHIN REINFORCED CONCRETE PIPES(RCP). DRAM Sr. - MAP PROJECT NO. GC6483
e .CHECKED BY: JDM FILE: GC6463,08F002
Y
A REVIEWED BY: VMD
SY scxnvBE APPROvmBr JDM FIGURE 2

4
r
K
}N
i
a
SW9 Al SW11 Al {
v -
.r
4 SW1 Al
r
77,
I
SV114-A1 SW7-A1
2 '
lc`
` u 0 It
NET-
All >
ON-
4111 Wit
.: �f,, '. 8 � � •• r,��{fir +' � y. �.��.}
� r
3L
• �r i s "u j
Legend
® Surface Water Sample Locations F•5h ,
Temporary Stabilization Measure ¢:'
.f
0 Parcel Boundary r
r ' ,
CCR Boundary
' d
Compliance Boundary � $
xx
Review Boundary
: K" _ ,200 100 0 200 400 Feet
Area 1 Stormwater Network
Notes: I
Surface Water Sampling
1.Service Layer Credits: Source:Esri,DigitalGlobe,GeoEye,
+ � +� ,k � �� Location Ma
Earthstar Geographies,CNES/Airbus DS,USDA,USGS, R�P � ix: p
AeroGRID,IGN,and the GIs User Community.
2. Parcel boundaries obtained from Buncombe CountyGIS website Asheville Re Tonal Air ort
fir". Asheville North Carolina
on 20 December 2017. � °� ,r: � 4 ,$��.��, �" -� ;; 1�,�+'_� �t 9 p
t
3.Compliance and Review Boundaries obtained from shapefiles H., .. 61 ' '
provided by SynTerra on 16 July 2018. -
4. Surface water sample locations are based on"Area of Wetness " r _ _ *'q Geosyntee 1�DUKE Figure
inspection and Sampling Re ort".b S nTerra 2018. ;, q z` `` r .P g
p p g p y v c ) s emu, ., . . , consultants ENERGY
5.Limits of CCR scaled from historical documents,should be r'
considered approximate,and should be field verified. $
CHARLOTTE,NC DECEMBER 2018
_

2140 40.0
35.0
2130
30.0
0
0! p O i © 0 0 O 9 ..
2
2120 5.0
G 20.0 4
a
15.0
10.0
2100
5.0
2090 0.0
11/01/17 12/31/17 03/01/18 04/30/18 06/29/18 08/28/18 10/27/18
Measurement Date
El Monthly Precipitation (DPZ-1 9PZ-2 OPZ-2S (D PZ-3 OPZ-31) (DPZ-4 OPZ-5 GPZ-6 @PZ-7
Figure 4. Piezometer Water Elevations
Notes:
1] Monthly precipitation data downloaded from National Oceanic and Atmospheric Administration, 2018,Asheville
Area Detailed Climate Information: Historical rainfall summary totals. https://www.weather.gov/gsp/avlcli.

2150 40.0
i I
2140 —.- ---------;------_ _—__ _ _ _, ____ _ T _ 35.0
t
• ,• A 30.0
2130
00
00 25.0
2120
20.0
y 15.0
w a
10.0
20905.0
--— — —i— ---- --',
2080 II�IIII ��■1� I�II�I III 1 II .I �I_ 0.0
1-Nov-2009 25-Jan-2011 19-Apr-2012 13-Jul-2013 6-Oct-2014 30-Dec-2015 24-Mar-2017 17-Jun-2018
Measurement Date
El Monthly Precipitation OMW-lA ®MW-2A @MW-4A ®MW-5 9MW-6 OMW-7 OMW-8 OMW-9
Figure 5. Monitoring Well Water Elevations
Notes:
[11 Monthly precipitation data downloaded from National Oceanic and Atmospheric Administration, 2018,Asheville
Area Detailed Climate Information: Historical rainfall summary totals. https://www.weather.gov/gsp/avlcli.
[2] MW-6 through MW-9 were installed in August 2018 and DTW measurements were performed intermittently by
Geosyntec.

1 I 2 3 I 4 I 6 I 6
I 7 8
0 100, 200' A
SCALE IN FEET
A . A.
TEMPORARY
\ _ VAvl
ST AV� O
A!ILIZATION MEASURE
\
\ MV� 5
e _ � ��.z1Gz.aw�\%..��---__ v,
zo93.35 zvate: r 2170 �J A�\ \� LEGEND
1 5.3 � V \� �� ———— PROPERTY BOUNDARY(APPROXIMATE)(NOTE 5)
IS
REVIEW BOUNDARY(NOTE 6)
_ / \ ( �\ \ COMPLIANCE BOUNDARY(NOTE B)
� �\ \ — — TOPOGRAPHIC SURVEY LIMIT(NOTE 3)
2121,42 \\��\� '\\ / y. \,.\\ \ 6
,{� LIMIT OF CCR(APPROXIMATE)(NOTE 4)
�2119.74STREAMS(NOTE( T )
PZ-3D HISTORICAL STREAMS(UNDER FILL OR(THIN RCPS)(NOTE 7)
—2145— EXISTING ELEVATION CONTOUR(NOTES 1,2,AND 3)
LATERAL
ES IMATIO�N AR ` PZ-2 PIEZOMETER(NOTE 11)
N � EALOCITY
MV13 MONITORING WELL(NOTE 11)
\\ CCR POTENTIOMETRIC SURFACE
\.214M1..,_� xr ---\ ' / \ � `; -_ 2176 — FOUNDATION SOILS POTENTIOMETRIC SURFACE
-----
-
\ \ \ r 7 FOUNDATION SOILS POTENTIOMETRIC SURFACE(INFERRED)
�,.-ti N� .21PZn.2s)/ry
S �`,•'ti \ \� '\ /`� fir"" �1 �2114.78 TOPOGRAPHI\\
SURVEY OMIT I
(NOTE 3)
EXISTING AIRPORT \
SECURITY FENCE \ / .vJ // { /)
\ �� • ' i � _ _�1 \_ // / �.._i\\J� / `l`(I \ NOTES:
I. COORDINATES PROVIDED IN NORTH CAROUNA STATE PLANE IN
PROPERTY BOUNDARY/ TERMS OF NORTH
\7 ➢ I / �"' (NAD83)AND ELEVATIONS IN TERMS OF FT NORTH AMERICAN
"�-2764 (NOTE AMERICAN DATUM OF 1983\v� VERTICAL DATUM OF 1988(NAVD88).
y �
Z TOPOGRAPHIC CONTOURS PROVIDED BY MCMM AND CREED BASED ON SURVEYS DATED
ON 4 OCTOBER 2017 AND 1 NOVEMBER 2017.
\�`� \ \ /!/ ` V ` �• 3• SURVEY INFO KI
RMATION OUTSIDE THE LIMITS OF THE MCM AND CREED SURVEYS
PROVIDED BY AERIAL` PHOTOGRAPHY FLOWN 11 DECEMBER 2009 AND GROUND`\I I GRAVEL ACCESS �/ EXISTING � �J = �` CONTROL SURVEYS PREPARED BY SANBORN,LLC.
60"O RCP
\\ \ 1q\``'.,1\ F' ! //� \�/ \ `• 4. LIMITS OF CCR SCALED FROM HISTORICAL DOCUMENTS,SHOULD BE CONSIDERED
AND SHOULD BE FIELD VERIFIED.
S. PROPERTY UN- OBTAINED FROM BUNCOMBE COUNTY GEOGRAPHIC INFORMATION
`COMP
BOUND LIANCE \\`\ \. - SYSTEM(GI S)ON 25 JULY 201 S.
ARY(NOTE 6) \ 0\ \\ \ D
W-9, \� 6. REVIEWAND COMPLL4NCEBOUNDARIES PROVIDED BY SYNTERRA CORPORATION ON 16
M
NM\� `\\ (� \ JULY 2078.
2769. --�` N 1 SI / REVIEW BOUNDARY 7• STREAM LOCATIONS DOWNLOADED FROM CITY OF ASHEVILLE GIS HYOROGRAPHY DATA
(NOTE 61 \- `\ \ �(\\"\� SET ON 4 SEPTEMBER 201 S.THE DASHED STREAM LINES INDICATE HISTORICAL STREAMS
\
�ZtAB�-•..:_�`�I�,/--'�---�\ , \`` \\\ J"��;`r UNDER THE FILL OR WITHIN REINFORCED CONCRETE PIPES(RCP).
I^ /1 4 �� �. \ \� \(-\\ S. ONLY WELLS SCREENED ABOVE THE GEOS\ 21 6 \ ) YNTHE7IC CLAY LINER GCL ARE
CONTOURED.
r� I
I\ Z/g'
9. 'NM'INDICATES NOT MEASURED.
10. CCR ABBREVIATION FOR COAL COMBUSTION RESIDUALS.
� 11. WATER ELEVATION MEASUREMENTS COLORED IN GREEN AND BLUE CORRESPOND TO
THE MONITORING WELLSIPIEZOMETERS SCREENED WITHIN FOUNDATION SOIL AND CCR,
RESPECTIVELY.
12. )WATER GROUN POTENTIOMETRIC DATASURF WEST O T HISTORICAL
STREAM
WITHIN ASSUCHNTHEWEST ELL
\ \ UMITOF CCR (ABANDONED) i�l,\
•e / \ ^�� REV DATE DEBCPoPDON pqN App
\ �\ l\\\x
(APPROXIMATE)(HOE 4) / _ Geosyntec DUNCE
-0A IMINTUIIUMS=.SUITOF NO,PC ENERGY
NM(NOTE 12) \
\\ ,mac E c �=A 3� PROGRESS
\ ` ���C� NOIICEN5ENO_-G W
T"I.E POTENTIOMETRIC SURFACE MAP
PROJECT: 22 OCTOBER 2018
AREA 1 HYDROGEOLOGIC CONCEPTUAL SITE MODEL
-ITE` ASHEVILLE REGIONAL AIRPORT
n F ASHEVILLE,NORTH CAROLINA p
DESIGNBY: MA DATE: DECEMBER2018
o� DRAWN BY: MAP PROJECTNO_ GC6463
ell
6 CHECKED BY. JDM RLE: GC6463.08F006
p� REVIEWE0 BY: VMD
yAPPROVED BY: JDM FIGURE 6

1 2 3 I 4 I 5 I 5 I 7 8
0 100, 200' A
SCALE IN FEET
��\ ./r r r / 1y0'_.�• I '� i ��"`^,�-- 090 /�'� �` 1 ` , � ��\ \1 r- _J �� I ' 1��1\ -- '
TEMPORARY
STn�eluunoN MEASURE
\\ `\\�•\ \ ,I / �MW-0A (�7�r 2095/ �2_1�2,21\
2093.40` MW-6J:.r- \ / �� LEGEND
PROPERTY BOUNDARY(APPROXIMATE)(NOTE 5)
REVIEW BOUNDARY(NOTE 6)
COMPLIANCE BOUNDARY(NOTE 6)
J)I2liena-hV! \'
B \ \ f 1 !�i� \ / /.I'�zlla.aa\f ti Pz-a \`r-�-\v�—'.-� �` \ \ ———— ( ) 6
\\�� \ �r / PZS�/// �12 \� ( \\ \ `� TOPOGRAPHIC SURVEY LIMIT NOTE 3
\\ \\\ %e �\ •\ �` )to 10 �, ��i 2126.33i \\\ —�. \ �\\ LIMIT OF CCR(APPROXIMATE)(NOTE 4)
"��•`, \ �, I '�\ 1 '6 �Y/_2j�116.4 ,0 I/r��' _ STREAMS(NOTE 7)
',�\ \ \ J ' r /'%�� � /��• r HISTORICAL STREAMS UNDER FILL OR WITHIN RCPS
( )(NOTE 7)
—2145 EXISTING ELEVATION CONTOUR(NOTES 1,2,AND 3)
MWS!' _� V '\ �PZ2 PIEZOMETER(NOTE 11)
2116.61 —� TIP . LATERAL FLOWVELOCITY \__�,,- ��., ,/- \
\ �.".°j�7 ESTIMATION AREA 0/ A�\�\ �I \\ ���� — � 3 CCRIPORINGWELL(NOTURF
/ � ////J TENTIOMETRIC SURFACE
\•2140 2114.48 —�✓) I / t / .MW� , FOUNDATION SOILS POTENTIOMETRIC SURFACE
�— —,--� PZ1�I 'Y '� -�� 2133.57 /J/ _____ FOUNDATION SOILS POTENTIOMETRIC SURFACE(INFERRED)
\ \ 1 T 2117.18 / PZ-2S -- t ✓! \
�(211/8/.23
2114.75 '^--`� I
`•`` \ '� _ TOPOGRAPHIC \\
� . i SURVEY LIMIT
I \ , �\ \ \\ \ f„ /214�i (NOTE 3)
EXISTING AIRPORT
\ • ' /� --"1 /� �� v-.�\/ ��,�� NOTES:
/
�\ 4F
2jB0^ PROPERTY BOUNDARY 1. COORDINATES PROVIDED (NORTH AND
E L VA STATE PLANE IN TERMS OF NORTH
VERTICAMERICAL
DATUM OF 1983(NAD83)AND ELEVATIONS IN TERMS OF FT NORTH AMERICAN
\ �V,�\� VERTICAL DATUM OF 1988(NAVD88).
21v \ 2 TOPOGRAPHIC CONTOURS PROVIDED BY MCKIM AND CREED BASED ON SURVEYS DATED
6��--/\\ V� ON4OCTOBER 2017 AND NOVEMeER2017.
/ `` I�/ `• L`'\I l / — //'y`y / (\ /'J / \ 1\ 3. SURVEY INFORMATION OUTSIDE THE LIMITS OF THE MCKIM AND CREED SURVEYS
PROVIDED BY AERIAL PHOTOGRAPHY FLOWN 11 DECEMBER 2009 AND GROUND
GRAVEL ACCESS EXISTING \ / \\\ CONTROL SURVEYS PREPARED BY SANBORN,LLC.
ROAD / 60"6 RCP
\\�/, a LIMITS OF CCR$CAL D FROM APPROXIMATE,AND SHOULD BE FIELD VERIFIED.MENTS,SHOULD BE CONSIDERED
S. PROPERTYLINES OBTAINED FROM BUNCOMBE COUNTY GEOGRAPHIC INFORMATION
COMPLIANCE \ SYSTEM(GIB)ON 25 JULY 2018.
Nk
BOUNDARY NOTE 6) 0\\� { D
4280 \; e. REVIEW e D COMPLIANCE BOUNDARIES PROVIDED BY SYNTERRA CORPORATION ON 16
JUL`REVIEW BOUNDA\R\Y \ 1\1 7, STREAM LOCATIONS DOWNLOADED FROM CITY OF ASHEVILLE GIS HYDROGRAPHY DATA
(NOTES) ` \\\\\ `. ,(((\ SET ON 4 SEPiEMDER 2018.THE DASHED STREAMLINES INDICATE HISTORICAL STREAMS
`�/ / ' 146 �---"--_ 1�\ \\, \ \ \j^ UNDER THE FILL ORWTHIN REINFORCED CONCRETE PIPES(RCP).
46 \\ 1 '/` 8. ONLY WELLS SCREENED ABOVE THE GEOSYNTHETIC CLAY LINER(GCL)ARE
�// 1 \\ l��l
CONTOURED.
9. 'NM'INDICATES NOT MEASURED.
10. CCR ABBREVIATION FOR COAL COMBUSTION RESIDUALS.
11. WATER ELEVATION MEASUREMENTS COLORED IN GREEN AND BLUE CORRESPOND TO
THE MONITORING WELLSIPIEZOMETERS SCREENED WITHIN FOUNDATION SOIL AND CCR,
RESPECTIVELY.
12 ATE ELEVAT
ION
DATA
W E WAS T HISTORICAL
STREAM
AS SUCH WITHIN THE WEST CELL
(ABANDONED) DRN APP
.e R LIMIT OF.CCR / REV DATE oEscwanoN
( \ .(APPDXIMATE)(NO TE 4)
- . _ Geosyntec® 44*5
DUKE
\� COIIS u.sLSoFNc,Pc ENERGY
MW-0A
\\ O 2133.43(NOTE 12) ""''�� / \ _
1300LHARLOTTE.NC�2 D USA
NooUMN EW.: 800 PROGRESS
LICENSE NO.:C35D0
TIE POTENTIOMETRIC SURFACE MAP
12 NOVEMBER 2018
PBD ECT.
W AREA 1 HYDROGEOLOGIC CONCEPTUAL SITE MODEL
SITE: ASHEVILLE REGIONAL AIRPORT
iu
ASHEVILLE,NORTH CAROLINA p
s DESIGN BY: MA DATE: DECEMBER2018
DRAWN BY; MAP PRWECTNO, GC6463
m�
i CH CICED BY.. JDM FILE: GC6463.08F007
R EWEDSY: VMD
-r APPROVED BY: JDM FIGURE 7

2160 2160
EXISTING GROUND(NOTES 1 AND 2).
PZ-2 TOC
EL=2147.89
2150 PZ-2S TOC
-EL=2147.60- 2150 .APPROXIMATE LIMIT OF
PZ-3 TOC CCR FILL(NOTE 3)
EL=2142.78 PZ-2 GS
PZ-3D TOC EL=2144.89
EL=2142.34
PZ-3 GS -- PZ-2S GS i
EL=2139.78 r- ;EL-2144.19 I
2140 _ __6 - _ ---.,.- - 2140
'COMPACTED -
SOIL,CAP LEGEND
/' ,/ ❑ COMPACTED SOIL CAP
PZ3-D GS CCR /
EL=2138.82
CCR
2130 - _ __.._ Win. ___- ._�.�.__._-.._..... 2130
�; � - INTERSTITIAL N N'
a a WATER a a RESIDUUM
PZ-5 TOC // SURFACE GROUND WATER
W EL=2119.70 / • POTENTIOMETRIC W
W �� SURFACE W
TOS EL=2124.19
Z
O 2120 PZ-5 GS `/� _ _
2120 O
Q EL=2116.60 � __ NOTES:
m / WL EL=2114.75 WL EL=2118.23 > 1. COORDINATES PROVIDED IN NORTH CAROLINA
W TOS EL=2112.60
a W < I I WL EL=2116.04 + STATE PLANE IN TERMS OF NORTH AMERICAN
BOS EL=2110.10 - --- - I BOS EL=2114.19' W
_ - --- DATUM OF 1983(NAD83)AND ELEVATIONS IN
S I WL EL=2114.44 �� WL EL=2113.56 TERMS OF FT NORTH AMERICAN VERTICAL DATUM
2110 /! f -- - - -- 2110 OF 1988(NAVD88).
� �� /LL 2. TOPOGRAPHIC CONTOURS PROVIDED BY MCKIM
PZ-2" AND CREED BASED ON SURVEYS DATED ON 4
_ EL 2111.90 I ' OCTOBER 2017 AND 1 NOVEMBER 2017.
cc TOS EL=2108.78 _ ___ -.
- --- GCL AT PZ-3D ( I APPROXIMATE GCL 3-� `� .' i __ _�_. CCR SCALED FROM HISTORICAL
J ✓ ( EL=2104_30 ; SURFACE(NOTE 4) { TOS EL=2104.89 DOCUMENTS,SHOULD BE CONSIDERED
A T
a 2100 2100 APPROXIMATE,AND SHOULD BE FIELD VERIFIED.
u- 46S EL 2103 78 co
a ;
- - TOS_EL=2098.82 4. GCL IDENTIFIED AT PZ-3,PZ-3D AND PZ-2,AND WAS
cfOi ELL 2102 20AT
' APPROXIMATED BETWEEN BORING LOCATIONS.
wx - RESIDUUM _. 5. WATER LEVELS WITHIN PIEZOMETERS WERE
f BOS EL=2094.89
� _ ;- �..._____ ' COLLECTED ON 12 NOVEMBER 2018.
APPROXIMATE INTERIOR
__ _ --�;-: �--_ _ � _ ____
2090 DIKE SLOPE �- -- -- -- - 2090 6. GROUNDWATER POTENTIOMETRIC SURFACE
a "f WEEP LOCATION SW8-Al ;BOS EL=2088.821 - DEVELOPED FROM DRAWINGS.
a (OFFSET 109FT WEST)
_._ �
w
2080 2080 REPRESENTATIVE AREA 1
0+00 1+00 2+00 3+00 4+00 s+oo CROSS SECTION - EAST CELL
W DISTANCE(FEET)
w
Y
7
0 50' 100, 0 10, 20' CweosyntecO FIGURE
0 onnsultantts
HORIZONTAL SCALE IN FEET VERTICAL SCALE IN FEET Q
ai PROJECT NO: GC6463 DECEMBER 2018 Q
Y

Appendices

Appendix A
Geosyntec Boring Logs and
Monitoring Well/Piezometer
Construction Records

LEGEND for SYMBOLS RELATIVE MOISTURE CONTENT
Pattern Description Dry Absence of moisture, dusty,
b, GW—Well graded GRAVEL or Well graded dry to the touch
1 GRAVEL with sand
Moist Damp but no visible water
GP—Poorly graded GRAVEL or Poorly graded
gev GRAVEL with sand Visible free water,from
SW—Well graded SAND or Well graded Wet below water table
SAND with gravel
SP—Poorly graded SAND or Poorly graded RELATIVE DENSITY
Zfflli
t; SAND with gravel Sand*/Gravel Blows/Foot
Ji'J
SP-SM—Poorly graded SAND with silt or Very Loose 0-4
Poorly graded SAND with silt and gravel Loose 5 - 10
SP-SC—Poorly graded SAND with clay or Medium
11 -30
Poorly graded SAND with clay and gravel Dense
SM—Silty SAND or Silty SAND with gravel Dense 31 -50
Very Dense >50
SC—Clayey SAND or Clayey SAND with *Relative density is applied to non-plastic CCR.
gravel CONSISTENCY
ML—(Sandy or Gravelly) SILT, SILT with Silt/Clay Blows/Foot
sand(or with gravel) Very Soft 0-2
MH—(Sandy or Gravelly)Elastic SILT,Elastic Soft 3 -4
I SILT with sand(or with gravel)
Medium Stiff 5 -8
CL—(Sandy or Gravelly)Lean CLAY,Lean
CLAY with sand(or with gravel) Stiff 9- 15
CH—(Sandy or Gravelly)Fat CLAY,Fat Very Stiff 16-30
CLAY with sand(or with gravel) Hard 31 -50
= OL—Organic SILT or CLAY with low Very Hard >50
- plasticity
OH—Organic SILT or CLAY with medium to Note(s):
high plasticity 1. ft=feet;SPT=Standard Penetration Test;bgs
=below ground surface;
CCR Material Elev.=Elevation;FC=Fines Content;SG=
Specific Gravity;GCL=Geosynthetic Clay
Well Screen Liner;CCR=Coal Combustion Residuals
2. Two pH values were measured using distilled
Bentonite-Cement Groutwater and calcium chloride and reported
_- respectively.
—j Bentonite Seal
—= SOIL CLASSIFICATION
Granular Backfill AND LOG KEY
PVC Riser Ge®syntec c>
0 Water Level Measured on 29 November 2017 Consultants
PROJECT NO.: GC6463
DATE: December 2017

Geosyntec l> 1300 South Mint St BORING LOG
Suite 300
consultants Charlotte, NC 28203 BOREHOLE ID: SPT-1/PZ-1
GENERAL INFORMATION TECHNICAL INFORMATION
PROJECT NAME:ARA Area 1 DRILLING METHOD:Hollow Stem Auger
PROJECT NO: GC6463 RIG TYPE: Geoprobe 7822DT
SITE LOCATION:Asheville, North Carolina BOREHOLE DIA: 6"
BORING DATE: 1111512017 SAMPLING METHOD: SPT
GEOSYNTEC REPRESENTATIVE: Y. Comes Di Lena NORTHING: 636217.5
DRILLING CONTRACTOR: Terracon EASTING: 944940
DRILLER NAME: C. Penton GROUND ELEVATION: 2140 ft
o; c rn
co
Lithologic Description 2 Well fL o N-Value Comments
w vz p Construction U'm 0 10 20 30 40 50
Sandy SILT(ML)(SOIL);trace
clay;brown to reddish brown; PVC Stick-up:2.7'
moist;medium stiff a 2-3-3-4 1.5 FC=59.2%
a.
a.
o• t.o Started observing
2135 -5 CCR cuttings about
�a. 5'bgs
o'
o• 4°•
o +'o. 1-2-3-4 1.7
Sandy SILT(ML)(CCR);dark �'
2130 -10 gray;moist;loose o
o• to.
a.
a'
Pc-Grout
I.
2125 -15 ° to.
a.
• o•
Sandy SILT(ML)(CCR);dark +)
gray;moist;loose I.. 1.8
3 4-6-5
o• !o•
2120 -20
a.
i•.
(Continued Next Page)
Page 1 of 2
Total Depth:34 ft bgs engineers i scientists I innovators

GepS�/'t�red 1300 South Mint St BORING LOG
�j' `` Suite 300
Consultants Charlotte, NC 28203 BOREHOLE ID: SPT-1/PZ-1
GENERAL INFORMATION TECHNICAL INFORMATION
PROJECT NAME:ARA Area 1 DRILLING METHOD:Hollow Stem Auger
PROJECT NO: GC6463 RIG TYPE: Geoprobe 7822DT
SITE LOCATION:Asheville, North Carolina BOREHOLE DIA: 6"
BORING DATE: 1111512017 SAMPLING METHOD: SPT
GEOSYNTEC REPRESENTATIVE: Y. Cortes Di Lena NORTHING: 636217.5
DRILLING CONTRACTOR: Terracon EASTING: 944940
DRILLER NAME: C. Penton GROUND ELEVATION: 2140 ft
a Lithologic Description °��' Well a- o N-Value Comments
W vz u Construction m 0 10 20 30 40 50
o'
Sandy SILT(ML)(CCR);dark
gray;moist;loose(continued) o• o•
2115 -25 a=,
O 1.O
Bentonite
Sandy SILT(ML)(CCR);dark Seal
gray;wet;very loose Filter Gravel=0.0%;
`. Pack 1-1-2-1 1.7 Sand=12.0%;
(Sand) FC=88.0%
211030 Sandy SILT(ML)(CCR);dark pH=8.3/7.8
gray;wet;very loose
1-1-1-1 2.0
Screen
Sandy SILT(ML)(CCR);dark
gray;wet;loose
2-2-4-7 2.0
Boring Terminated at 34.0 ft bgs.
Page 2 of 2
Total Depth:34 ft bgs engineers I scientists I innotiatm

Ge®syntec 1300 South Mint St BORING LOG
Suite 300
Consultants Charlotte, NC 28203 BOREHOLE ID: SPT-21PZ-2
GENERAL INFORMATION TECHNICAL INFORMATION
PROJECT NAME:ARA Area 1 DRILLING METHOD:Hollow Stem Auger
PROJECT NO: GC6463 RIG TYPE: Geoprobe 7822DT
SITE LOCATION:Asheville, North Carolina BOREHOLE DIA: 6"
BORING DATE: 1111612017 SAMPLING METHOD: SPT
GEOSYNTEC REPRESENTATIVE: Y. Cones Di Lena NORTHING: 636169.7
DRILLING CONTRACTOR: Terracon EASTING: 945231.9
DRILLER NAME: C. Penton GROUND ELEVATION: 2144.9 ft
CO
W e o $ Lithologic Description °��' Well 0- o N-Value o Comments
w, Z p Construction m 0 10 20 30 40 50
Sandy SILT(ML)(SOIL);trace
clay;brown;moist;medium stiff PVC Stick-up:3.0'
- 2-4-4-5 2.0
Q.
Started observing
2140 -5 :' CCR cuttings about
5'bgs
o; E'ar
p. Co.
Sandy SILT(ML)(CCR);dark ° 6-9-9-10 1.8
2135 -10 gray;moist;medium dense
o 'a,
a.
o• �0.
• o<
2130 -15 �'
l' Grout
Q.
Sandy SILT(ML)(CCR);dark i)-
gray;moist;loose Q 4-3-4-5 1.8 FC=71.2%
2125 -20
o
o. to.
i�.
(Continued Next Page)
Page 1 of 3
Total Depth:49.3 ft bgs engineers I scientists I innovators

xeosyntec 1300 South Mint St BORING LOG
Suite 300
COriSultantS Charlotte, NC 28203 BOREHOLE ID: SPT-21PZ-2
GENERAL INFORMATION TECHNICAL INFORMATION
PROJECT NAME:ARA Area 1 DRILLING METHOD:Hollow Stem Auger
PROJECT NO: GC6463 RIG TYPE: Geoprobe 7822DT
SITE LOCATION:Asheville, North Carolina BOREHOLE DIA: 6"
BORING DATE: 1111612017 SAMPLING METHOD: SPT
GEOSYNTEC REPRESENTATIVE: Y. Cortes Di Lena NORTHING: 636169.7
DRILLING CONTRACTOR: Terracon EASTING: 945231.9
DRILLER NAME: C. Penton GROUND ELEVATION: 2144.9 ft
Lithologic Description ' Well o N-Value o Comments
w vZ p Construction o7 m 0 10 20 30 40 50
a!
Sandy SILT(ML)(CCR);dark °-
gray;moist;loose(continued) o. o•
a:
2120 -25 X X
o. to.
Q.
0
Sandy SILT(ML)(CCR);gray;
wet;very loose 1.5
2115 _30 i'
Sandy SILT(ML)(CCR);gray; W OH-
wet;very loose Q; WOH- 1.0 FC=83.1%;
W OH-1 pH=8.2/7.6
Sandy SILT(ML)(CCR);gray;
wet;medium dense
Silty SAND(SM)(SOIL);brown to 1-9-13-20 1.7 GCL at 33.0'bgs
reddish brown;moist;medium
dense;some gravel and clay
2110 _35 Bentonite
Seal
•. Filter
Silty SAND(SM)(SOIL);brown to Pack
2105 reddish brown;moist;dense; (Sand) 6-9-24-
-40 some gravel;some clay 5014" 1.5 FC=28.4%
(Continued Next Page)
Page 2 of 3
Total Depth:49.3 ft bgs engineers I scientists I innovators

Geosyntec f> 1300 South Mint St BORING LOG
Suite 300
ConadtantS Charlotte, INC 28203 BOREHOLE ID: SPT-21PZ-2
GENERAL INFORMATION TECHNICAL INFORMATION
PROJECT NAME:ARA Area 1 DRILLING METHOD:Hollow Stem Auger
PROJECT NO: GC6463 RIG TYPE: Geoprobe 7822DT
SITE LOCATION:Asheville, North Carolina BOREHOLE DIA: 6"
BORING DATE: 1111612017 SAMPLING METHOD: SPT
GEOSYNTEC REPRESENTATIVE: Y. Cortes Di Lena NORTHING: 636169.7
DRILLING CONTRACTOR: Terracon EASTING: 945231.9
DRILLER NAME: C. Penton GROUND ELEVATION:2144.9 ft
� E
ill
e Lithologic Description 0 Well a~ o N-Value Comments
w vZ p Construction m 0 10 20 30 40 50 00
Silty SAND(SM)(SOIL);trace Screen
2100 clay;trace gravel;brown to 5-10-24-
-45 reddish brown;moist;dense 29 2.0 FC=32.9%
Silty S�rown;
(SOIL);brown to 0.3
reddiset;very dense;
brokes
orind at 49.3 ft bgs.
Page 3 of 3
Total Depth:49.3 ft bgs engineers i scientists I umotators

Geosyntec D 1300 South Mint St BORING LOG
Suite 300
consultants Charlotte, NC 28203 BOREHOLE ID:SPT-2A
GENERAL INFORMATION TECHNICAL INFORMATION
PROJECT NAME:ARA Area 1 DRILLING METHOD:Hollow Stem Auger
PROJECT NO: GC6463 RIG TYPE: Geoprobe 7822DT
SITE LOCATION:Asheville, North Carolina BOREHOLE DIA: 6"
BORING DATE: 1111612017 SAMPLING METHOD: SPT
GEOSYNTEC REPRESENTATIVE: Y. Cones Di Lena NORTHING: 636159
DRILLING CONTRACTOR: Terracon EASTING: 945186
DRILLER NAME: C. Penton GROUND ELEVATION:2145 ft
Lithologic Description °' o N-Value o Comments
w vZ p m 0 10 20 30 40 50
Silty SAND(SM)(SOIL);trace clay;trace gravel; Northing,Easting,
brown;moist;loose 3-4-5-7 4 1 1.7 and elevation are
appro)amate
2140 -5
Silty SAND(SM)(SOIL);trace clay;trace gravel;
brown;moist;loose
3-4-4-5 2.0
2135 -10
A.
2130 -15
Silty SAND(SM)(SOIL);trace clay;trace gravel;
brown;moist;loose
7-4-4-5 2.0
2125 -20
(Continued Next Page)
Page 1 of 2
Total Depth:30 ft bgs engineers I scientists I innovators

Geos nntec 1300 South Mint St BORING LOG
Suite 300
ConSLtltantS Charlotte, NC 28203 BOREHOLE ID: SPT-2A
GENERAL INFORMATION TECHNICAL INFORMATION
PROJECT NAME:ARA Area 1 DRILLING METHOD:Hollow Stem Auger
PROJECT NO: GC6463 RIG TYPE: Geoprobe 7822DT
SITE LOCATION:Asheville, North Carolina BOREHOLE DIA: 6"
BORING DATE: 1111612017 SAMPLING METHOD: SPT
GEOSYNTEC REPRESENTATIVE: Y. Cortes Di Lena NORTHING: 636159
DRILLING CONTRACTOR: Terracon EASTING: 945186
DRILLER NAME: C. Penton GROUND ELEVATION: 2145 ft
00 L N ii�
w eco
� a) Lithologic Description o N-Value o Comments
15
z a- m 0 10 20 30 40 50 d
Silty SAND(SM)(SOIL);trace clay;trace gravel; Of
brown;moist;loose(continued)
2120 -25
Silty SAND(SM)(SOIL);trace clay;trace gravel;
brown;moist;very loose JH/24'
Boring Terminated at 30.0 ft bgs.
Page 2 of 2
Total Depth:30 ft bgs engineers I scientists I innovators

J
Geosyntec R 1300 South Mint St BORING LOG
Suite 300
consultants Charlotte, NC 28203 BOREHOLE ID: SPT-31PZ-3
GENERAL INFORMATION TECHNICAL INFORMATION
PROJECT NAME:ARA Area 1 DRILLING METHOD:Hollow Stem Auger
PROJECT NO: GC6463 RIG TYPE: Geoprobe 7822DT
SITE LOCATION:Asheville, North Carolina BOREHOLE DIA: 6"
BORING DATE: 1111512017 SAMPLING METHOD: SPT
GEOSYNTEC REPRESENTATIVE: Y. Comes Di Lena NORTHING: 636383.4
DRILLING CONTRACTOR: Terracon EASTING: 945306.6
DRILLER NAME: C. Penton GROUND ELEVATION:2139.8 ft
co
� w
> m Lithologic Description ' Well a~ o N-Value o Comments
w, Z p Construction m 0 10 20 30 40 50
Sandy SILT(ML)(SOIL);trace
clay;brown;moist;soft PVC Stick 3.0'
o: 1-2-2-2 1.0 Gravel=0.6 ;%
o; i.o: Sand=42.9%;
Silt=32.9%;
i Clay=23.6%
. Q
2135 'o.
-5 .. f.
•a; I•a:
4
p1:
D. The contact
Top 3":Sandy SILT(ML)(SOIL); I, between soil and
trace clay;brown;moist;medium ° CCR is appro)amate
stiff ° 2-4-4-6 1.5 FC=65.2%
Bottom 15":Sandy SILT(ML)
2130 -10 (CCR);dark gray;moist;loose a'.
a.
• i..
Grout
2125 -15 °• t
• a
D"
Sandy SILT(ML)(CCR);dark r)
gray;moist;medium dense 6.(
3-6-10-12 2.0
0: .0.
2120 -20
(Continued Next Page)
Page 1 of 2
Total Depth:40 ft bgs engineers I scientists I innovators

GeosynteC- 1300 South Mint St BORING LOG
Suite 300
Consultants Charlotte, NC 28203 BOREHOLE ID: SPT-31PZ-3
GENERAL INFORMATION TECHNICAL INFORMATION
PROJECT NAME:ARA Area 1 DRILLING METHOD:Hollow Stem Auger
PROJECT NO: GC6463 RIG TYPE: Geoprobe 7822DT
SITE LOCATION:Asheville, North Carolina BOREHOLE DIA: 6"
BORING DATE: 1111512017 SAMPLING METHOD: SPT
GEOSYNTEC REPRESENTATIVE: Y. Cortes Di Lena NORTHING: 636383.4
DRILLING CONTRACTOR: Terracon EASTING: 945306.6
DRILLER NAME: C. Penton GROUND ELEVATION:2139.8 ft
c
co
Lithologic Description :I_ Well o N-Value > Comments
w vZ o 0 Construction m 0 10 20 30 40 50 00
Sandy SILT(ML)(CCR);dark
gray;moist;medium dense
(continued)
2115
-25 n•
°: Via:
. la.
I.
Sandy SILT(ML)(CCR);dark
gray;moist;medium dense
Bentonite 6-9-11-12 2.0 FC=85.2%
2110 Seal
-30 Sandy SILT(ML)(CCR);dark
gray;moist to wet;medium Filter
dense Pack 3-6-7-12 1.5
(Sand) .1%,
1=el
Sandy SILT(ML)(CCR);dark GravSand l .1%,
gray;wet;medium dense Silt=74.4%,
-6-10-12 1.7 Clay=7.4%;
Screen
SG=2.29;
Sandy SILT(ML)(CCR);dark pH=8.3/7.8
2105 _35 gray;wet;medium dense
3-6-10-9 1.5
Sandy SILT(ML)(CCR);dark
gray;wet;medium dense
5-5-5-6 1.5
Silty SAND(SM)(SOIL);trace GCL at 37.6'bgs
clay;brown;moist;loose Bentonite was
Silty SAND(SM)(SOIL);brown; placed beneath the
moist;loose;some clay 1-1-3-4 1.0 well from 36 to 40 ft
bgs
Boring Terminated at 40.0 ft bgs.
Page 2 of 2
Total Depth:40 ft bgs engineers I scientists I innovators

GeosptOC c�' 1300 South Mint St BORING LOG
Suite 300
consultants Charlotte, NC 28203 BOREHOLE ID: SPT-41PZ-4
GENERAL INFORMATION TECHNICAL INFORMATION
PROJECT NAME:ARA Area 1 DRILLING METHOD:Hollow Stem Auger
PROJECT NO: GC6463 RIG TYPE: Geoprobe 7822DT
SITE LOCATION:Asheville, North Carolina BOREHOLE DIA: 6"
BORING DATE: 1111512017 SAMPLING METHOD: SPT
GEOSYNTEC REPRESENTATIVE: Y. Cortes Di Lena NORTHING: 636457.3
DRILLING CONTRACTOR: Terracon EASTING: 945518.3
DRILLER NAME: C. Penton GROUND ELEVATION: 2145.3 ft
c
a� Lithologic Description ' Well o N-Value o Comments
w vZ p Construction DO 0 10 20 30 40 50
G)
2145 Silty SAND(SM)(SOIL);trace
clay;brown;moist;very loose PVC Stick-up:3,2'
a. 2-2-1-2 1.3 Gravel=1.2/0,
• Sand=51.6%,
Silt=25.6%,
Clay=21.6%;
a`. SG=2.764
o ,o
Q.
to:
2140 -5 I.
o.
o]` The contact
Top 4":Silty SAND(SM)(SOIL); X between soil and
trace clay;brown;moist;medium ° CCR is approbmate
dense o- 4-5-6-6 2.0 FC=73.8%
Bottom 20":Sandy SILT(ML)
2135 -10 (CCR);dark gray;moist;medium
dense o• .o•
a•
a, Grout
o. to.
a:
2130 -15
•o. to
Sandy SILT(ML)(CCR);dark
gray;moist;loose I 2,.4.-4-6 2.0
2125 -20 a
a. o.
(Continued Next Page)
Page 1 of 2
Total Depth:34 ft bgs engineers I scientists I innovators

Geosynte& 1300 South Mint St BORING LOG
Suite 300
consultants Charlotte, NC 28203 BOREHOLE ID: SPT-41PZ-4
GENERAL INFORMATION TECHNICAL INFORMATION
PROJECT NAME:ARA Area 1 DRILLING METHOD:Hollow Stem Auger
PROJECT NO: GC6463 RIG TYPE: Geoprobe 7822DT
SITE LOCATION:Asheville, North Carolina BOREHOLE DIA: 6"
BORING DATE: 1111512017 SAMPLING METHOD: SPT
GEOSYNTEC REPRESENTATIVE: Y. Cortes Di Lena NORTHING: 636457.3
DRILLING CONTRACTOR: Terracon EASTING: 945518.3
DRILLER NAME: C. Penton GROUND ELEVATION: 2145.3 ft
co :15
'-> 0� Lithologic Description - Well a o N-Value Comments
w vZ o w Construction m 0 10 20 30 40 50 00
o'
Sandy SILT(ML)(CCR);dark
gray;moist;loose(continued)
. F.
2120 -25
Bentonite
Seal
Filter
Pack
(Sand)
Sandy SILT(ML)(CCR);dark
gray;wet;loose 2-2-4-5 1.5 FC=84.4%
Screen
2115 -30 Sandy SILT(ML)(CCR);dark Gravel=0.4%,
gray;wet;loose Sand=16.9%,
2-3-4-6 1.3 Silt=78.4%,
Clay=4.3%;
Sandy SILT(ML)(CCR);dark pH=7.7/7.6
gray;wet;loose
Silty SAND(SM)(SOIL);trace 2-2-3-6 1.5 GCL at 33.0'bgs
gravel;brown;moist;loose;some placedBento be was
placed beneath the
clay well from 32 to 34 ft
oring I ermi—n-aTed at 34.0 ft bgs. �bgs
Page 2 of 2
Total Depth:34 ft bgs engineers I scientists I innoiators

Ge®syntec l> 1300 South Mint St BORING LOG
Suite 300
COriSultantS Charlotte,NC 28203 BOREHOLE ID:HA-21PZ-5
GENERAL INFORMATION TECHNICAL INFORMATION
PROJECT NAME:ARA Area 1 DRILLING METHOD:Hand Auger
PROJECT NO: GC6463 RIG TYPE:Not Applicable
SITE LOCATION:Asheville, North Carolina BOREHOLE DIA:4"
BORING DATE: 1111712017 SAMPLING METHOD: Grab
GEOSYNTEC REPRESENTATIVE: Y. Cortes Di Lena NORTHING: 636475.2
DRILLING CONTRACTOR: Terracon EASTING: 945250.3
DRILLER NAME: C. Penton GROUND ELEVATION:2116.3 ft
i2 L >_
w��00
Lithologic Description Well Comments
z ❑ Construction
Silty SAND(SM)(SOIL);brown;moist;some clay
Gravel=0.0%,
2115 Silty SAND(SM)(CCR);dark gray;moist a. Grout Sand=12.0%,
o. I•°.
Silt=76.9%,
Clay=11.1%;
Bentonite SG=2.279;
_ - Seal pH=7.3/6.4
Borehole
Filter collapsed during
Pack the placement of
-5 (Sand) bentonite seal
Screen
Boring Terminated at 6.5 ft bgs.
Page 1 of 1
Total Depth:6.5 ft bgs engineers I scientists I innovators

Geos !i"1 tec 1300 South Mint St BORING LOG
,1 Suite 300
Consultants Charlotte, NC 28203 BOREHOLE ID:HA-31PZ-6
GENERAL INFORMATION TECHNICAL INFORMATION
PROJECT NAME:ARA Area 1 DRILLING METHOD:Hand Auger
PROJECT NO: GC6463 RIG TYPE:Not Applicable
SITE LOCATION:Asheville, North Carolina BOREHOLE DIA:4"
BORING DATE: 1111712017 SAMPLING METHOD: Grab
GEOSYNTEC REPRESENTATIVE: Y. Cortes Di Lena NORTHING: 636567.1
DRILLING CONTRACTOR: Terracon EASTING: 945555.6
DRILLER NAME: C. Penton GROUND ELEVATION: 2119.1 ft
co : L
w�Q a)$ Lithologic Description Const ulction Comments
Silty SAND(SM)(SOIL);brown;moist;some clay
Grout
a
Silty SAND(SM)(SOIL);brown;moist;some clay
2115
Bentonite
-5 Seal Borehole
collapsed during
the placement of
Clayey SAND(SC)(SOIL);brown;moist;some silt bentonite seal
Filter
Clayey SAND(SC)(SOIL);brown;moist to wet;some silt Pack
(Sand)
2110 Screen
Boring Terminated at 10.0 ft bgs.
Page 1 of 1
Total Depth:10 ft bgs engineers I scienuets I innovators

GeOSpteC' 1300 South Mint St BORING LOG
Suite 300
Consultants Charlotte,NC 28203 BOREHOLE ID: INC-1
GENERAL INFORMATION TECHNICAL INFORMATION
PROJECT NAME:ARA Area 1 DRILLING METHOD:Hollow Stem Auger
PROJECT NO: GC6463 RIG TYPE: Geoprobe 7822DT
SITE LOCATION:Asheville, North Carolina BOREHOLE DIA: 8"
BORING DATE: 1111712017 SAMPLING METHOD: SPT
GEOSYNTEC REPRESENTATIVE: Y. Cortes Di Lena NORTHING: 636385.9
DRILLING CONTRACTOR: Terracon EASTING: 945318.8.
DRILLER NAME: C. Penton GROUND ELEVATION:2140.6 ft
> co ��
Lithologic Description a- o N-Value o Comments
w vZ ❑ m 0 10 20 30 40 50
Sandy SILT(ML)(SOIL) Urilling was
2140 advanced without
sampling.
Lithologic
descriptions are
based on
observations of
cuttings.
-5
2135
Started observing
Sandy SILT(ML)(CCR) CCR cuttings about
7'bgs
-10
2130
-15
2125
-20
2120
(Continued Next Page)
Page 1 of 2
Total Depth:41.8 ft bgs engineers I scientists 1 innovators

Ge®syntec f> 1300 South Mint St BORING LOG
Suite 300
consultants Charlotte, NC 28203 BOREHOLE ID: INC-1
GENERAL INFORMATION TECHNICAL INFORMATION
PROJECT NAME:ARA Area 1 DRILLING METHOD:Hollow Stem Auger
PROJECT NO: GC6463 RIG TYPE: Geoprobe 7822DT
SITE LOCATION:Asheville, North Carolina BOREHOLE DIA: 8"
BORING DATE: 1111712017 SAMPLING METHOD: SPT
GEOSYNTEC REPRESENTATIVE: Y. Cortes Di Lena NORTHING: 636385.9
DRILLING CONTRACTOR: Terracon EASTING: 945318.8
DRILLER NAME: C. Penton GROUND ELEVATION: 2140.6 ft
a c
co
Lithologic Description ' d o N-Value Comments
w vZ m 0 10 20 30 40 50
Sandy SILT(ML)(CCR)(continued)
-25
2115
2110 -30 Sandy SILT(ML)(CCR);dark gray;moist;medium
dense 5-6-6-8 1.5
Top 15":Sandy SILT(ML)(CCR);dark gray;moist;
medium dense 3-9-15-18 1.7
GCL at 33.2'bgs
Bottom 9":Silty SAND(SM)(SOIL);trace gravel;
brown;moist;medium dense;some clay
-35
2105
Silty SAND(SM)(SOIL);trace clay;trace gravel;tan
-40 and white;moist to wet;dense : 6-15-19- 1.5
2100 20
SAND(SP)(SOIL);brown;wet;very dense;some silt; 23-50/3" 0.8
broken rock pieces at bottom 3"
XXX-
t3oring Terminated at 41.6 tt bgs.
Page 2 of 2
Total Depth:41.8 ft bgs engineers I scientists I innovators

4.Je®s�/�'�tec Geosyntec Consultants of NC, PC BORING LOG
,J `` 1300 South Mint Street,Suite 300
CODsu tantS Charlotte,North Carolina 28203 BOREHOLE ID:MW-6
GENERAL INFORMATION TECHNICAL INFORMATION
PROJECT NAME:Asheville Regional Airport-Area 1 DRILLING METHOD:Hollow Stem Auger
PROJECT NO: GC6463 RIG TYPE: CME-55
SITE LOCATION:Asheville, North Carolina BOREHOLE DIA: 8"
BORING DATE: 811312018 SAMPLING METHOD: SPT
GEOSYNTEC REPRESENTATIVE:Morteza Khorshidi NORTHING: 636586.6
DRILLING CONTRACTOR: Terracon EASTING: 945095.1
DRILLER NAME:Abel McGuire GROUND ELEVATION:2100.1 ft
co
Lithologic Description ' Well a- o N-Value Comments
w VZ o Construction m 0 10 20 30 40 50
o'
bPvc StIcF-Tup.2.0
ft
Lithologic
C. descriptions at
o. a depths without
i samples are
Grout approximated by
observations of
a cuttings.
Silty SAND(SM)(RESIDUUM); 1.
brown;moist;very loose;with o 2-2-2 F15
trace clay;trace mica o. to.
2095 -5
Water table at 7 ft
Bentonite bgs at time of
Seal boring drilling
Silty SAND(SM)(RESIDUUM); _
brown;moist;loose;with gray 7-4-3 1.5
sand at bottom 3";trace mica
2090 -10
Sandy CLAY(CL)
(RESIDUUM);grayish brown; 2-2-2 1.5
wet;soft Filter
2085 -15 SAND(SP)(RESIDUUM);fine Pack
grained;tan;wet;very loose; (Sand)
with grayish sand at top 2'
slightly micaceous Screen
Silty SAND(SM)(RESIDUUM);
grayish tan to brown;wet; 2-3-5 1.3
loose;with white sand seams
Boring Terminated at 20.0 ft
bgs.
Page 1 of 1
Total Depth:20 ft bgs englueeis I sctendAs I innovators

�/� " Geosyntec Consultants of NC, PC BORING LOG
G�®+�� ``�e�' 1300 South Mint Street,Suite 300
consultal-Its Charlotte, North Carolina 28203 BOREHOLE ID:MW-7
GENERAL INFORMATION TECHNICAL INFORMATION
PROJECT NAME:Asheville Regional Airport-Area 1 DRILLING METHOD:Hollow Stem Auger
PROJECT NO: GC6463 RIG TYPE: CME-55
SITE LOCATION:Asheville, North Carolina BOREHOLE DIA: 8"
BORING DATE: 8/9/2018 SAMPLING METHOD: SPT
GEOSYNTEC REPRESENTATIVE:Morteza Khorshidi NORTHING: 636464.5
DRILLING CONTRACTOR: Terracon EASTING:945741.9
DRILLER NAME:Abel McGuire GROUND ELEVATION:2120.3 ft
o Q4" Well a 0 � Comments
w$z o Lithologic Description Construction m o 10 N o aloe 40 so
2120 °- Stick-up:o I o' ft
s Lithologic
descriptions at
depths without
samples are
approximated by
observations of
o. I'o. cuttings.
Sandy CLAY(CL) D, Grout
(RESIDUUM);brown;moist; �o' 2-2-2 1.3
soft o• I`o:
2115 -5
1.
Bentonite
Seal Water table at 8.8
Sandy CLAY(CL) ft bgs at time of
(RESIDUUM);brown;moist; 2-3-3 1.3 boring drilling
firm
-10 Clayey SAND(SC)
2110 (RESIDUUM);brown to
whiteish gray;moist;loose;
with traces of mica
Silty SAND(SM)(RESIDUUM);
fine grained;brown;wet;loose 2-3-3 1.3
Filter
2105 -15 Pack
(Sand)
Screen
Silty SAND(SM)(RESIDUUM);
dark brown to grayish brown; 2-2-4 1.5
wet;loose
Boring Terminated at 20.0 ft
bgs.
Page 1 of 1
Total Depth:20 ft bgs engineers I scientists i uvtavatnrs

Geosyntec Consultants of NC,PC BORING LOG
Geosyntec 1300 South Mint Street,Suite 300
consultants Charlotte,North Carolina 28203 BOREHOLE ID:MW-8
GENERAL INFORMATION TECHNICAL INFORMATION
PROJECT NAME:Asheville Regional Airport-Area 1 DRILLING METHOD:Hollow Stem Auger
PROJECT NO: GC6463 RIG TYPE: CME-55
SITE LOCATION:Asheville, North Carolina BOREHOLE DIA: 8"
BORING DATE: 8/9/2018 SAMPLING METHOD: SPT
GEOSYNTEC REPRESENTATIVE: Morteza Khorshidi NORTHING: 636238.8
DRILLING CONTRACTOR: Terracon EASTING:945584.3
DRILLER NAME:Abel McGuire GROUND ELEVATION:2139 ft
Fc� c
co
aaCL
)F Lithologic Description Well d o N-Value Comments
w vz r) Construction fn m 0 10 20 30 40 50
ot Stick-up:2.9
'. 'a. f0. ft
i Lithologic
descriptions at
depths without
samples are
i; approximated by
2135 Silty SAND(SM)(RESIDUUM); ° observations of
brown;moist;loose °- 1 2-3-3 1.5 cuttings.
-5 D:
i Grout
jc
2130 Silty SAND(SM)(RESIDUUM);
a.
brown;moist;loose;with traces °' 2-4-4 1.5
of clay
-10 a.
°: io Water table at 11
ft bgs at time of
n boring drilling
Bentonite
Silty SAND(SM)(RESIDUUM); Seal
2125 brown;moist;loose 2-3-4 1.5
-15 Silty SAND(SM)(RESIDUUM);
dark brown to white;moist;
loose;with traces of mica
2120 Clayey SAND(SC)
(RESIDUUM);brown;wet; Filter 4-8-16 1.5
-20 medium dense;with traces of Pack
mica
SAND(SP)(RESIDUUM);fine (Sand)
grained;brown to yellowish Screen
brown;wet;medium dense;
with traces of clay
2115 Not Sampled
0.0
Boring Terminated at 25.0 ft
bgs.
Page 1 of 1
Total Depth:25 ft bgs engineers I scientists I innovator's

Geosptec D Geosyntec Consultants of NC, PC BORING LOG
1300 South Mint Street,Suite 300
consultants Charlotte, North Carolina 28203 BOREHOLE ID:MW-9
GENERAL INFORMATION TECHNICAL INFORMATION
PROJECT NAME:Asheville Regional Airport-Area 1 DRILLING METHOD:Hollow Stem Auger
PROJECT NO: GC6463 RIG TYPE: CME-55
SITE LOCATION:Asheville, North Carolina BOREHOLE DIA: 8"
BORING DATE: 81812018 SAMPLING METHOD: SPT
GEOSYNTEC REPRESENTATIVE:Morteza Khorshidi NORTHING: 635682.1
DRILLING CONTRACTOR: Terracon EASTING: 946061.8
DRILLER NAME:Abel McGuire GROUND ELEVATION:2160 ft
0)_> Lithologic Description ' Well a- o N-Value Comments
w z p Construction m 0 10 20 30 40 50
0
Cr
o Stick-up:2.9
o Io ft
Lithologic
descriptions at
0 o depths without
samples are
o approximated by
observations of
o 10. cuttings. ,
Silty SAND(SM)(RESIDUUM); 0• o.
brown;moist;dense;with
organics at top;trace mica o. 4-22-24 1.4
2155 -5
a.
o; 0.
o.
ro
lo..
Silty SAND(SM)(RESIDUUM); Grout
brown to dark brown;moist; 'u- 10
dense;with quartz layers 9-17-21 1.4
2150 -10 l.o.
1. la.
`'0. i'O:
a.
a.
. . .0 I'o.
Silty SAND(SM)(RESIDUUM); D
brown;moist;very dense;with lo.
mica grains a. o. 17-47-53 >> 1.5
is
Silty SAND(SM)(RESIDUUM);
2145 -15 brown and grayish white;moist; o
very dense;with small
weathered rocks o 0
(Continued Next Page)
Page 1 of 2
Total Depth:32 ft bgs engineers i scientists I innonturs

Geos�/�'�tee(> Geosyntec Consultants of NC,PC BORING LOG
`` 1300 South Mint Street,Suite 300
Consultants Charlotte,North Carolina 28203 BOREHOLE ID:MW-9
GENERAL INFORMATION TECHNICAL INFORMATION
PROJECT NAME:Asheville Regional Airport-Area 1 DRILLING METHOD:Hollow Stem Auger
PROJECT NO: GC6463 RIG TYPE: CME-55
SITE LOCATION:Asheville, North Carolina BOREHOLE DIA: 8"
BORING DATE: 8/8/2018 SAMPLING METHOD: SPT
GEOSYNTEC REPRESENTATIVE: Morteza Khorshidi NORTHING: 635682.1
DRILLING CONTRACTOR: Terracon EASTING:946061.8
DRILLER NAME:Abel McGuire GROUND ELEVATION:2160 ft
E
Lithologic Description ' Well a~ o N-Value g Comments
w vZ Construction 1j)m 0 10 20 30 40 50
6
Silty SAND(SM)(RESIDUUM); Bentonite
brown;moist;very dense Seal
24-26-55 > 1.5
SAND(SP)(RESIDUUM);fine
2140 -20 grained;gray;moist;very Water table at
dense 20.5 ft bgs at time
of boring drilling
Silty SAND(SM)(SAPROLITE);
gray and brownish black;wet;
very dense;with saprolite 50 400.4
cobbles
2135 -25
Filter
Pack
(Sand)
Screen
Clayey SAND(SC)
(RESIDUUM);fine grained;
brown to grayish brown;wet; 39-50110.8
very dense;with saprolite
2130 -30 peices at bottom
Boring Terminated at 32.0 ft
bgs.
Page 2 of 2
Total Depth:32 ft bgs engineers I scientists I hmovatursi

Ge®syn tec l> Geosyntec Consultants of NC, PC BORING LOG
1300 South Mint Street,Suite 300
Consultants Charlotte,North Carolina 28203 BOREHOLE ID:PZ-2S
GENERAL INFORMATION TECHNICAL INFORMATION
PROJECT NAME:Asheville Regional Airport-Area 1 DRILLING METHOD:Hollow Stem Auger
PROJECT NO: GC6463 RIG TYPE: CME-55
SITE LOCATION:Asheville, North Carolina BOREHOLE DIA: 8"
BORING DATE: 8/7/2018 SAMPLING METHOD: SPT
GEOSYNTEC REPRESENTATIVE:Amy Kenwell NORTHING: 636171.5
DRILLING CONTRACTOR: Terracon EASTING: 945238.3
DRILLER NAME:Abel McGuire GROUND ELEVATION:2144.2 ft
co
Lithologic Description °��' Well CL o N-Value o
Comments
W Z ❑ u Construction m 0 10 20 30 40 50
oPVC Stick-up:2.1
a, k.o, ft
Lithologic
I•. descriptions at
o: {o depths without
samples are
I; approximated by
9• observations of
o io
cuttings.
•o o`
ia•
Sandy SILT(ML)(SOIL CAP);
2140 light brown;moist;stiff;black
sandy silt at bottom 2" 1.5
-5 Q:
o.
•e: ro:
: a
h"
. a.
Sandy SILT(ML)(SOIL CAP); I Grout
light brown;moist;very stiff; I:
2135 with trace gravel °• 5-10-12 1.1
Sandy SILT(ML)(CCR);black; o. i10.
-10 moist;very stiff;with trace clay
0
o• !o•
j
X.
o• �o•
I
•a: Lo.
Sandy SILT(ML)(CCR);fine
grained;black;moist;very stiff
2130 : a•, 4-7-10 0.8
o lo-
•
>
(Continued Next Page)
Page 1 of 2
Total Depth:30 ft bgs engineers I scientists I innovators

Ge®spte& Geosyntec Consultants of NC,PC BORING LOG
1300 South Mint Street,Suite 300
Consultants Charlotte,North Carolina 28203 BOREHOLE ID:PZ-2S
GENERAL INFORMATION TECHNICAL INFORMATION
PROJECT NAME:Asheville Regional Airport-Area 1 DRILLING METHOD:Hollow Stem Auger
PROJECT NO: GC6463 RIG TYPE: CME-55
SITE LOCATION:Asheville, North Carolina BOREHOLE DIA: 8"
BORING DATE: 8/7/2018 SAMPLING METHOD: SPT
GEOSYNTEC REPRESENTATIVE:Amy Kenwell NORTHING: 636171.5
DRILLING CONTRACTOR: Terracon EASTING: 945238.3
DRILLER NAME:Abel McGuire GROUND ELEVATION:2144.2 ft
co
Litholo is Description Well 0- o N-Value Comments
w vZ o v g p Construction U)m 0 10 20 30 40 50
Sandy SILT(ML)(CCR);fine °-
grained;black;moist;very stiff o• la.
(continued) i
Bentonite
Seal
Sandy SILT(ML)(SOIL);light
2125 brown;moist;stiff,with trace -
clay 5-5-7 1.5
Sandy SILT(ML)(CCR);fine
_20 grained;black;moist;stiff
Sandy SILT(ML)(CCR);fine
grained;black;moist;soft;with
2120 trace clay Filter 3-1-2 1.1
-25 Pack
Sandy SILT(ML)(CCR);black; (Sand)
moist;stiff;with trace clay Screen
Sandy SILT(ML)(CCR);black;
wet;stiff;with trace clay 3-4-5-9 1.5
Sandy SILT(ML)(CCR);black;
wet;soft;with trace clay
2-1-2 1.5
Sandy SILT(ML)(CCR);fine
2115 grained;black;wet;soft;with
trace clay 2-1-2 1.3
Boring Terminated at 30.0 ft
bgs.
Page 2 of 2
Total Depth:30 ft bgs engineers I scientists I umoiaton

Ge®syn tec V' Geosyntec Consultants of NC, PC BORING LOG
1300 South Mint Street,Suite 300
C011SWtaI1tS Charlotte,North Carolina 28203 BOREHOLE ID:PZ-3D
GENERAL INFORMATION TECHNICAL INFORMATION
PROJECT NAME:Asheville Regional Airport-Area 1 DRILLING METHOD:Hollow Stem Auger
PROJECT NO: GC6463 RIG TYPE: CME-55
SITE LOCATION:Asheville, North Carolina BOREHOLE DIA: 8"
BORING DATE: 81712018 SAMPLING METHOD: SPT
GEOSYNTEC REPRESENTATIVE:Amy Kenwell NORTHING: 636380.3
DRILLING CONTRACTOR: Terracon EASTING:945296.7
DRILLER NAME:Abel McGuire GROUND ELEVATION:2138.8 ft
co
Lithologic Description ' Well 0- o N-Value Comments
w vZ ❑ Construction U)in 0 10 20 30 40 50
a stick-up:2.9
i.°: ft
Lithologic
o: descriptions at
o. i'° depths without
iI samples are
l: approximated by
observations of
° lo•
cuttings.
2135
Sandy SILT(ML)(SOIL CAP);
fine grained;reddish brown; ' 3-3-3 1.3
moist;firm
a.
-5 10.
• a
a.
I'°:
0. 10.
2130 Sandy SILT(ML)(SOIL CAP);
fine grained;reddish brown; o: 3-4-7 1.2
moist;stiff
Sandy SILT(ML)(CCR);fine
-10 grained;black;moist;stiff I
Q:
o: i,.°;
Q.
.°.
• I�
2125 Sandy SILT(ML)(CCR);fine o.
grained;black;moist;stiff;with
trace clay °' 4-7-8 1.2
��
-15 p*.
a•
10
• a�
i` Grout
(Continued Next Page)
Page 1 of 3
Total Depth:50 ft bgs engineers i scientists i innoeaturs

Geosyntec r-" Geosyntec Consultants of NC,PC BORING LOG
1300 South Mint Street,Suite 300
cons L1tantS Charlotte,North Carolina 28203 BOREHOLE ID:PZ-3D
GENERAL INFORMATION TECHNICAL INFORMATION
PROJECT NAME:Asheville Regional Airport-Area 1 DRILLING METHOD:Hollow Stem Auger
PROJECT NO: GC6463 RIG TYPE: CME-55
SITE LOCATION:Asheville, North Carolina BOREHOLE DIA: 8"
BORING DATE: 81712018 SAMPLING METHOD: SPT
GEOSYNTEC REPRESENTATIVE:Amy Kenwell NORTHING: 636380.3
DRILLING CONTRACTOR: Terracon EASTING: 945296.7
DRILLER NAME:Abel McGuire GROUND ELEVATION:2138.8 ft
CO
co c
Lithologic Description Well 0- o N-Value o Comments
w vZ ❑ Construction m 0 10 20 30 40 50
Ir
a.
2120 Sandy SILT(ML)(CCR);fine E°'
grained;black;moist;very stiff;
with trace clay o; 4-9-12 1.5
-20
a,
o. ;o:
a=
0.
'e. o
f'o.
Sandy SILT(ML)(CCR);fine i}
2115 grained;black;wet;very stiff; '0
11 with trace clay q :0 4-7-9 1.0
-25 a
a
.e o
2110 Sandy SILT(ML)(CCR);fine
grained;black;wet;very stiff; °' 'o.
with trace clay 7-13-12 1 1.0
-30 .
o• !o
a.
o. o.
o• o,
y01
Top 13":Sandy SILT(ML)
2105 (SOIL);light brown;wet;firm;
(Continued Next Page)
Page 2 of 3
Total Depth:50 ft bgs engineers I scientists I Innovators

Ge®sy tec r-' Geosyntec Consultants of NC, PC BORING LOG
1300 South Mint Street,Suite 300
Corlsultallts Charlotte,North Carolina 28203 BOREHOLE ID:PZ-3D
GENERAL INFORMATION TECHNICAL INFORMATION
PROJECT NAME:Asheville Regional Airport-Area 1 DRILLING METHOD:Hollow Stem Auger
PROJECT NO: GC6463 RIG TYPE: CME-55
SITE LOCATION:Asheville, North Carolina BOREHOLE DIA: 8"
BORING DATE: 8/7/2018 SAMPLING METHOD: SPT
GEOSYNTEC REPRESENTATIVE:Amy Kenwell NORTHING: 636380.3
DRILLING CONTRACTOR: Terracon EASTING:945296.7
DRILLER NAME:Abel McGuire GROUND ELEVATION:2138.8 ft
> m Lithologic Description }' Well a~ o N-Value o Comments
w vZ o Construction U)m 0 10 20 30 40 50
with trace clay 3-3-4-5
Middle 6":Sandy SILT(ML) GCL at 34.5 ft bgs
-35 (CCR);black;wet;firm;with
trace clay;GCL fabric
Bottom 5":Silty SAND(SM) 11-6-5 1.5
(RESIDUUM);light brown; BentOnite
moist;loose;with trace clay; Seal
laminations
Top 11":Clayey SAND(SC)
(RESIDUUM);fine grained;
reddish brown;wet;medium
dense;with layers of CCR
Bottom 7":Silty SAND(SM)
2100 (RESIDUUM);light brown;
moist;medium dense;with
trace clay 11-6-5 1.5
Silty SAND(SM)(RESIDUUM); 0 0
-40 light brown;moist;medium
dense;with trace clay;lenses ;0
of CCR
GRAVEL(GP)(RESIDUUM); °0
gray;wet;medium dense;with o 0
trace mica and sand
2095 Silty SAND(SM)(RESIDUUM);
fine grained;light brown;moist; 9-11-3 1.5
medium dense;with trace mica Filter
-45 and clay Pack
(Sand)
Screen
2090 Sandy SILT(ML)(RESIDUAL
SOIL);fine grained;reddish
brown;wet;hard 5-17-16 1.5
SAND(SP)(PARTIALLY
WEATHERED ROCK);
medium grained;dense;with
trace clay and sand with silt
Boring Terminated at 50.0 ft
bgs.
Page 3 of 3
Total Depth:50 ft bgs engineers I sciendsts I hntovatom

I
Geospte& Geosyntec Consultants of NC, PC BORING LOG
1300 South Mint Street,Suite 300
cons ltant5 Charlotte,North Carolina 28203 BOREHOLE ID: SPT-61PZ-7
GENERAL INFORMATION TECHNICAL INFORMATION
PROJECT NAME:Asheville Regional Airport-Area 1 DRILLING METHOD:Mud Rotary
PROJECT NO: GC6463 RIG TYPE: CME-55
SITE LOCATION:Asheville, North Carolina BOREHOLE DIA: 5"
BORING DATE: 811112018 SAMPLING METHOD: SPT/Shelby Tube
GEOSYNTEC REPRESENTATIVE:Morteza Khorshidi NORTHING: 636214.3
DRILLING CONTRACTOR: Terracon EASTING: 945123
DRILLER NAME:Abel McGuire GROUND ELEVATION:2140.1 ft
s=
$> $ Lithologic Description Well a o
v N-Value o Comments
W Z o Construction m 0 10 20 30 40 50
0 op:0 ft bgs
o !'o (flush-mount
piezometer)
Lithologic
'o. E0. descriptions at
depths without
samples are
p approximated by
oo observations of
cuttings.
Shelby Tube-ST1 (Pushed , a.
from 3'to 5'bgs) ° I°
o: jQ:
2135 -5 0
0. ,.
• o•
o• ;o•
p. 10.
Shelby Tube-ST2(Pushed
from 8'to 10'bgs) 4 !-*--Grout
a.
o. I o.
2130 -10 0.
a,
5
. C.
Clayey SAND(SC)(RCP);
coarse grained;gray to brown;
wet;loose;with gravel at o;. 2-3-7 1.5
bottom;trace silt 'o
(Continued Next Page)
Page 1 of 2
Total Depth:30 ft bgs engineers I scientists I innovators

Geosptec D' Geosyntec Consultants of NC, PC BORING LOG
1300 South Mint Street,Suite 300
consi Ita is Charlotte,North Carolina 28203 BOREHOLE ID:SPT-61PZ-7
GENERAL INFORMATION TECHNICAL INFORMATION
PROJECT NAME:Asheville Regional Airport-Area 1 DRILLING METHOD:Mud Rotary
PROJECT NO: GC6463 RIG TYPE: CME-55
SITE LOCATION:Asheville, North Carolina BOREHOLE DIA: 5"
BORING DATE: 811112018 SAMPLING METHOD: SPT/Shelby Tube
GEOSYNTEC REPRESENTATIVE:Morteza Khorshidi NORTHING: 636214.3
DRILLING CONTRACTOR: Terracon EASTING:945123
DRILLER NAME:Abel McGuire GROUND ELEVATION: 2140.1 ft
cn
0 $ Lithologic Description 2 Well CL o N-Value Comments
w vZ o a Construction m 0 10 20 30 4050
Clayey SAND(SC)(RCP);
coarse grained;gray to brown; o• =.o
wet;loose;with gravel at
bottom;trace silt(continued) Z.• ,
r
Gravel=18.5%;
Sand=44.6%;
Bentonite silt=18.8%0,
Shelby Tube-ST3(Pushed Seal Clay=18.1/o;
from 18'to 20'bgs):Clayey FC=36.9%;LL=36;
SAND(SC)(RCP);with gravel PL=24;PI=12
2120 -20
Silty SAND(SM)(RCP);coarse
grained;gray;wet;loose;with
gravel layers 3-3-5 1.5
Silty SAND(SM)(RCP);fine Filter
2115 -25 grained;brown to tan;wet; Pack
loose;with trace clay and mica; (Sand)
gravel layers Screen
Gravel=2.8%;
Sand=54.1%;
Silt=18.2%;
Shelby Tube-ST4(Pushed Clay=24.9%;
from 28'to 30'bgs):Silty SAND FC=43.1%;LL=39;
(SM)(RCP) PL=30;PI=9
Boring Terminated at 30.0 ft
bgs.
Page 2 of 2
Total Depth:30 ft bgs engineers I scientists I inno:aturs

Geos`/n tec 0 Geosyntec Consultants of NO,PC BORING LOG
1300 South Mint Street,Suite 300
consultarits Charlotte,North Carolina 28203 BOREHOLE ID: SPT-5
GENERAL INFORMATION TECHNICAL INFORMATION
PROJECT NAME:Asheville Regional Airport-Area 1 DRILLING METHOD:Mud Rotary
PROJECT NO: GC6463 RIG TYPE: CME-55
SITE LOCATION:Asheville, North Carolina BOREHOLE DIA:4"
BORING DATE: 8/13/2018 SAMPLING METHOD: Shelby Tube
GEOSYNTEC REPRESENTATIVE:Morteza Khorshidi NORTHING: 636390.4
DRILLING CONTRACTOR: Terracon EASTING:945525.4 .
DRILLER NAME:Abel McGuire GROUND ELEVATION:2145.5 ft
E
0 y� $ Lithologic Description 2 Comments
z
ic
2145 descriptions at
depths without
samples are
approximated by
observations of
cuttings.
Shelby Tube-ST1 (Pushed from 3'to 5'bgs)
-5
2140
2135 -10 Shelby Tube-ST2(Pushed from 10'to 12'bgs)
-15
2130
MC=29.4%;
Gravel=3.4%;
Sand=18.1%;
Silt=66.5%;
2125 -20 Shelby Tube-ST3(Pushed from 20'to 22'bgs):SILT(ML)(OCR);with sand Cl y=1.0%;
LL=NP;PL=NP;
PI=NP
Boring Terminated at 22.0 ft bgs.
Page 1 of 1
Total Depth:22 ft bgs engineers I scientists i[nnoeators

Ge®sptec C"' Geosyntec Consultants of NC, PC BORING LOG
1300 South Mint Street, Suite 300
consultants Charlotte, North Carolina 28203 BOREHOLE ID: SPT-7
GENERAL INFORMATION TECHNICAL INFORMATION
PROJECT NAME:Asheville Regional Airport-Area 1 DRILLING METHOD:Hollow Stem Auger
PROJECT NO: GC6463 RIG TYPE: CME-55
SITE LOCATION:Asheville, North Carolina BOREHOLE DIA: 8"
BORING DATE: 811012018 SAMPLING METHOD: Shelby Tube
GEOSYNTEC REPRESENTATIVE:Morteza Khorshidi NORTHING: 636179.2
DRILLING CONTRACTOR: Terracon EASTING: 944889.8
DRILLER NAME:Abel McGuire GROUND ELEVATION:2139.7 ft
CO L i
wC�z Lithologic Description 2 Comments
Sandy SILT(MH)(SOIL CAP):brown;moist
Bulk sample
collected
2139
-1
2138
-2
2137 MC=22.9%;
Gravel=3.5%;
Sand=37.1%;
_3 Silt=17.1%;
Shelby Tube-ST1 (Pushed from 3'to 5'bgs):Sandy SILT(MH)(SOIL CAP) Clay=42.3%;
FC=59.4%;
LL=54;PL=36;
PI=18
2136
-4
2135
Boring Terminated at 5.0 ft bgs.
Page 1 of 1
Total Depth:5 ft bgs engineers I scientists I innmators

Geosyntee® Geosyntec Consultants of NC, PC BORING LOG
1300 South Mint Street,Suite 300
consultants Charlotte,North Carolina 28203 BOREHOLE ID: SPT-8
GENERAL INFORMATION TECHNICAL INFORMATION
PROJECT NAME:Asheville Regional Airport-Area 1 DRILLING METHOD:Hollow Stem Auger
PROJECT NO: GC6463 RIG TYPE: CME-55
SITE LOCATION:Asheville, North Carolina BOREHOLE DIA: 8"
BORING DATE: 81712018 SAMPLING METHOD: Shelby Tube
GEOSYNTEC REPRESENTATIVE:Amy Kenwell NORTHING: 635690.6
DRILLING CONTRACTOR: Terracon EASTING:945305.9
DRILLER NAME:Abel McGuire GROUND ELEVATION:2152 ft
R L L
w$ Lithologic Description Comments
z � �
Lithologic
descriptions at
depths without
samples are
approximated by
observations of
cuttings.
MC=28.5%;
Gravel=1.1%;
Sand=47.5%;
2 50.0 silt=27.5%;
Shelby Tube-ST1 (Pushed from 2'to 4'bgs):Sandy SILT(ML)(SOIL CAP) Clay=23.9%;
FC=51.4%;
LL=42;PL=36;
-2 PI=68
Shelby Tube-ST2(Pushed from 4'to 6'bgs)
2 47.5
-5.
Boring Terminated at 6.0 ft bgs.
Page 1 of 1
Total Depth:6 ft bgs engineers i sclendsts i innovatars

Geospte& Geosyntec Consultants of NC, PC BORING LOG
1300 South Mint Street,Suite 300
Consi-ltant5 Charlotte,North Carolina 28203 BOREHOLE ID:SPT-9
GENERAL INFORMATION TECHNICAL INFORMATION
PROJECT NAME:Asheville Regional Airport-Area 1 DRILLING METHOD:Hollow Stem Auger
PROJECT NO: GC6463 RIG TYPE: CME-55
SITE LOCATION:Asheville, North Carolina BOREHOLE DIA: 8"
BORING DATE: 811012018 SAMPLING METHOD: Shelby Tube
GEOSYNTEC REPRESENTATIVE:Morteza Khorshidi NORTHING: 636040.5
DRILLING CONTRACTOR: Terracon EASTING:945626.9
DRILLER NAME:Abel McGuire GROUND ELEVATION:2158 ft
Co
Co L
w!t�> m g Lithologic Description — Comments
z a
Sandy SILT(ML)(SOIL CAP);brown;moist
Bulk sample
collected
2157 -1
2156 -2
2155 -3 Shelby Tube-ST1 (Pushed from 3'to 5'bgs)
2154 -4
Boring Terminated at 5.0 ft bgs.
Page 1 of 1
Total Depth:5 ft bgs engineer;I scientists I inns aturs

LOCKING CAP
EXPANSION PLUG
PROTECTIVE CASING
2FTX2FT 3.2'
CONCRETE PAD 2.7'
GROUND SLOPE TO
SURFACE DRAIN
f �I $`�,s"y�
Nel
R41w
\ \ f /fi
CEMENT-BENTONITE GROUT
10,
o BENTONITE SEAL 1'
0
0
co
M
co
1 INCH DIAMETER 1'
c�
RISER SCH 80 PVC
3
i
to
M GRANULAR
BACKFILL
U
C�
SLOTTED 1 INCH DIAMETER
m SCREEN(0.010 INCH SLOT)
5'
a
w
t-
w
0
N
W
F
K
BOTTOM CAP/SUMP
a
NOMINAL
BOREHOLE
= DIAMETER:6 INCH
NOT TO SCALE
r
0
w
w NOTES: PIEZOMETER PZ-1 AS-BUILT
0 1. THE EXPLORATORY BORING WAS ADVANCED CONSTRUCTION DETAIL
o USING THE HOLLOW STEM AUGER METHOD.
2. THE GEOSYNTHETIC CLAY LINER AT THE BASE GeosynteC® FIGURE
OF STRUCTURAL FILL WAS NOT PUNCTURED
� DURING ADVANCEMENT OF THE BORING. consultants
PROJ NO: GC6463.03 DECEMBER 2017
Y

LOCKING CAP
EXPANSION PLUG
PROTECTIVE CASING
2FTX2FT 3.4'
CONCRETE PAD 3.0'
GROUND SLOPE TO
SURFACE DRAIN
CEMENT-BENTONITE GROUT
40'
O BENTONITE SEAL 6.8'
N
O
O
Q
O
M
d�
1 INCH DIAMETER
/ RISER SCH 80 PVC 2
3
GRANULAR
BACKFILL
U
U'
J SLOTTED 1 INCH DIAMETER
m SCREEN(0.010 INCH SLOT)
10'
a
w
O
N
W
H
O
BOTTOM CAP/SUMP
a
w I y I NOMINAL
1 BOREHOLE
= DIAMETER:6 INCH
u)
i NOT TO SCALE
NOTES:
w
w 1. THE EXPLORATORY BORING WAS ADVANCED PIEZOMETER PZ-2 AS-BUILT
bj Y USING THE HOLLOW STEM AUGER METHOD. CONSTRUCTION DETAIL
D
0
0 2. THE GEOSYNTHETIC CLAY LINER AT THE BASE
/v) OF STRUCTURAL FILL WAS PUNCTURED
DURING ADVANCEMENT OF THE BORING AND GeOS3/t1feC® FIGURE
REPAIRED WITH THE BENTONITE SEAL AS
SHOWN HEREON. cansultants
a, B.2
/ PROJ NO: GC6463.03 DECEMBER 2017
Y

LOCKING CAP
EXPANSION PLUG
PROTECTIVE CASING
2FTX2FT 3.4'
CONCRETE PAD 3.0'
GROUND SLOPE TO
SURFACE DRAIN
X.
\01
CEMENT-BENTONITE GROUT
o BENTONITE SEAL 2'
M
O
Q
O .._. __.
M
to
(D
d'
1 INCH DIAMETER 1'
RISER SCH 80 PVC
3
Lo
q GRANULAR
't BACKFILL
CD
U
U
J SLOTTED 1 INCH DIAMETER
m SCREEN(0.010 INCH SLOT)
5'
Lu
L
W
O
N
W
a
0
BOTTOM CAP/SUMP
a
W I� NOMINAL
BOREHOLE
= DIAMETER:6 INCH
NOT TO SCALE
NOTES:
W
w 1. THE EXPLORATORY BORING WAS ADVANCED PIEZOMETER PZ-3 AS-BUILT
Y USING THE HOLLOW STEM AUGER METHOD. CONSTRUCTION DETAIL
0
0 2. THE GEOSYNTHETIC CLAY LINER AT THE BASE
OF STRUCTURAL FILL WAS PUNCTURED
DURING ADVANCEMENT OF THE BORING AND Geo5 tecu' FIGURE
REPAIRED WITH THE BENTONITE SEAL AS
� SHOWN HEREON. c®nsldcants
alI B.3
! PROJ NO: GC6463.03 DECEMBER 2017
Y

LOCKING CAP
EXPANSION PLUG
PROTECTIVE CASING
2FTX2FT 3.5'
CONCRETE PAD 3.2'
GROUND SLOPE TO
SURFACE DRAIN
� ���,y�`o„�®J \� \�s\,✓W,r"°^�,; r a \Jam`\` \a '\ �.}�\� �\�,}d�
/.r,"a�`/'.1�'.'�u�%i'P��s�e�o,i!°'/'"' f�r/.. . . ����>✓,A/ /` ,,,i��,l.�''/!�.'��+ ✓' d.,K/.
CEMENT-BENTONITE GROUT
27'
o BENTONITE SEALME
1'
a c
a
Lo
o -
ri
1 INCH DIAMETER 1'
/ RISER SCH 80 PVC
377
i
c�� GRANULAR
BACKFILL
U
SLOTTED 1 INCH DIAMETER
Z) SCREEN(0.010 INCH SLOT)
m
m
5'
a
Of
w
u-
w
0
N
W
H
O
BOTTOM CAP/SUMP
Lr
J I NOMINAL
BOREHOLE
= DIAMETER:6 INCH
NOT TO SCALE
NOTES:
w
w
w 1. THE EXPLORATORY BORING WAS ADVANCED PIEZOMETER PZ-4 AS-BUILT
Y USING THE HOLLOW STEM AUGER METHOD. CONSTRUCTION DETAIL
0 2. THE GEOSYNTHETIC CLAY LINER AT THE BASE
/V) OF STRUCTURAL FILL WAS PUNCTURED
DURING ADVANCEMENT OF THE BORING AND Ge®syntec® FIGURE
`' REPAIRED WITH THE BENTONITE SEAL AS
a SHOWN HEREON. caibsllitari�5
BA
/ PROJ NO: GC6463.03 DECEMBER 2017
Y

LOCKING CAP
EXPANSION PLUG
PROTECTIVE CASING
2FTX2FT 3.5'
CONCRETE PAD 3.3'
GROUND SLOPE TO
SURFACE DRAIN
.✓!�.®>,?1�fr�/�\�/i\vim / < .. � ._._. :...:
s
CEMENT-BENTONITE GROUT
4
0 BENTONITE SEAL 1.5'
to
0
0
a
u�
0
M
0
1 INCH DIAMETER 6„
/ RISER SCH 40 PVC
c�
i
GRANULAR
0
BACKFILL
U
C7
J SLOTTED 1 INCH DIAMETER
m SCREEN(0.010 INCH SLOT)
2.5'
a
w
H
w
0
N
W
F-
O
BOTTOM CAP/SUMP
a
NOMINAL
BOREHOLE
= DIAMETER:6 INCH
NOT TO SCALE
r
c�
ui
w
w NOTES: PIEZOMETER PZ-5 AS-BUILT
1. THE EXPLORATORY BORING WAS ADVANCED CONSTRUCTION DETAIL
% USING A HAND AUGER.
0
2. THE GEOSYNTHETIC CLAY LINER AT THE BASE GeosynteC"' FIGURE
OF STRUCTURAL FILL WAS NOT PUNCTURED
DURING ADVANCEMENT OF THE BORING. c anStlitanfis
a, B.5
/ PROJ NO: GC6463.03 DECEMBER2017
Y

LOCKING CAP
EXPANSION PLUG
PROTECTIVE CASING
2FTX2FT 2.9'
CONCRETE PAD 2.4'
GROUND SLOPE TO
SURFACE DRAIN
2.5
: : )
/ r
CEMENT-BENTONITE GROUT
ol
o BENTONITE SEAL 3'
co _ _
o
o
o --
M
1 INCH DIAMETER 1.5'
RISER SCH 40 PVC
3
i
�n
c�� GRANULAR
BACKFILL
U
C7
SLOTTED 1 INCH DIAMETER
J
m SCREEN(0.010 INCH SLOT)
2.5'
a
Ld
w
0
N
W
H
K
O
BOTTOM CAP/SUMP
a
j F� NOMINAL
j BOREHOLE
W DIAMETER:6 INCH
NOT TO SCALE
r
c�
uj
w
w PIEZOMETER PZ-6 AS-BUILT
Y NOTES: CONSTRUCTION DETAIL
0
0 1. THE EXPLORATORY BORING WAS ADVANCED
USING A HAND AUGER.
2. STRUCTURAL FILL WAS NOT ENCOUNTERED Ge®sCitECg FIGURE
cr DURING THE BORING. consUitaTits
a, B.6
! PROJ NO: GC6463.03 DECEMBER 2017
Y

EXPANSION PLUG
2 FT X 2 FT FLUSH MOUNT
CONCRETE PAD LOCKING CAP
GROUND SLOPE TO
SURFACE DRAIN
a 2"
Al
CEMENT-BENTONITE GROUT
w*''e 20'
o BENTONITE SEALf�2'
0
1 INCH DIAMETER
RISER SCH 80 PVC .j
L , t
cM `GRANULAR--
BACKFILL
SLOT7ED 1 INCH DIAMETER
SCREEN(0.010 INCH SLOT)
10'
w �\
W
IL
N
W
H
K
IL BOTTOM CAP/SUMP
W f NOMINAL
� BOREHOLE
DIAMETER:6 INCH
NOT TO SCALE
r
W
w NOTES: PIEZOMETER PZ-7 AS-BUILT
0 CONSTRUCTION DETAIL
1. THE EXPLORATORY BORING WAS ADVANCED
/o USING THE MUD ROTARY METHOD.
2. THE GEOSYNTHETIC CLAY LINER AT THE BASE Geosyntec FIGURE
``' OF STRUCTURAL FILL WAS NOT PUNCTURED
DURING ADVANCEMENT OF THE BORING. Consealtanis
A.3
PROJ NO: GC6463.07 OCTOBER 2018
Y

Excel Geotechr~rica9 Testing, inc.`° Project Name: Asheville Regional Airport
-
"Excellence in Testing" Project No: 914
953 Forrest Street,Roswell,Georgia 30075 Client Sample ID: SPT-5 ST-3(20-22')
Tel:[phone] Fax:[phone] Lab Sample No: 18H070
ASTp1 C 136,1342-2,D 854,136913 1140,79 SOIL INDEX PROPERTIES CrEn.U Spce.C-ily.ltorbe 1t.Cnnlan4
D�16,D 3187,D 431$,D 491?,D�7_'8 Eng.Cl.�.mficlnon,AtferbeB Lirotts
Cobbles Coarse Fine Coarso Medium Fine Silt Clay
-
c Gravel Sand Fines
U.S.Standard Sieve Sizes and Numbers
1.5" 1914"1P-M" 94 Pl0 B20 PAO 960 ",IOo ',200
1 i 1 i l 1
100
90 - -� - - - -- -
80
70 ,
AD
i
60
50
40
Q '�
c 0
10 - -- f 1 ---- -
0
1000 100 10 1 0.1 0.01 0.001 0.0001
Grain Size(mm)
Sieve No. Size(mm) %Finer Hydrometer So
Particle Diameter %Finer 1 I }
3" 75 100.0 (mm) 70 I 1
21, 50 100.0 0,0312 6S.0 P
°U"Lute.
1.5" 37.5 1 WO 0.0134 32.0 60
1" 25 100.0 0.0070 16.6 50 cx°=OR
3/4° 19 100.0 0.0035 8.6 "A°Line
3!8" 9.5 97.1 0.0009 3.7
7 40 I
n4 4.75 96.6 30 - Al --
410 2.00 95.9 Gravel(%): 3.4
20 CL or OL'°i R1H or off
d20 0.850 95.5 Sand(%): 18.1
h-40 0.425 92.8 Fines(%): 78.5 10 3
m60 0.250 90.0 Silt(%): 66.5 0 ( ML or OL I1
11100 0.150 85.9 1 Clay{%): 12.0 0 10 20 30 40 50 60 70 80 90 100 110 120
R200 0.075 78.5
Liquid Limit(LL)
Coeff:Unit(Cu):
Specific Gravity(-): 2.3 Coeff.Cunt(Cc):
El
Client Lab Moisture Fines Content Atterberg Limits Engineering Classification
Sample Sample Content <No.200 LL PL PI
SPT-5 ST-3(20-22') 18H070 29.4 78.5 NP NP NP ML-Silt with sand
Note(s): An assumed specific gravity of 2.3 was used when analyzing the hydrometer test results.

Excel Gent chnical Testing, inc. Project Name: Asheville Regional Airport
"Excellence in Testing" ProjectNo: 914
953 Forrest Street,Roswell,Georgia 30075 Client Sample 1D: SPT-6 ST-3(18-20')
Tel:[phone] Fax:[phone]
Lab Sample No: 18H072
,s16,Ct,6,D 431 na5:,DtlJa, S®II.,INDEX PROPERTIES crtii-st�,SrrcCra,it,•,stain Content,
D 2]1 b,p?J&7,p J31 V.D 6913,p 79,1x -End.Cla�frcatian,Aitcrbcrp Ltnti[s
Coarse Fine Coarse Mzdium Fine Silt Clay
Cobbles
n Z., Sand Fines
U.S.Standard Sieve Sizes and Numbers
12" " 2.1.5" 1'S/4.12131S" 914 #10 20 940 950 9100 R200
1 I 1
100 1 I f
90 -
-�
s0 I !
70
I IlI
� 60
- I -- -
a 50 -
= 40
I 1 I_ i
30
20 ri -
10 --
0
1000 100 10 1 0.1 0.01 0.001 0.0001
Grain Size(mm)
Sieve No. Size(mm) %Finer Hydrometer 80 I
Particle Diameter %Finer
3" 75 100.0 (mm) 70
2'1 50 100.0 0.0297 31,9 I
I
" ° i � I
1,5" U line 37.5 100.0 0.0113 25.7 60 !
1" 25 100.0 0.0059 1 19.5 v So 'H orloa
3/4" 19 100.0 0A029 14,8 I A"Line
3!8" 9.5 93;2 0.0007 6.0 I
= 40
M30
10 2.00 67.5 Gravel(%): ]S'S W I
20 CLor91.
920 0,850 57.5 Sand(%): 44.6 tin? rl7
1140 0.425 50.6 Fines(%): 36.9 10 1
I
L- L
MO 0.250 45.8 Silt(%): 18.8 0 M4 orOL
t,100 0.150 40.5 Clay(°!): 1 18.1 0 10 20 30 40 50 60 70 80 90 100 110 120
#200 0,075 36.9
Liquid Limit(LL)
Coeff,Unif.(Cu):
Specific Gravity(-): 2.7 1 Coeff.Curv.(Cc):
Client Lab Moisture Fines Content Atterberg Limits Engineering CIassification
Sample Sample Content <No.200 LL PL PI
ID, No: M M (-) (-) (-)
SPT-6 ST-3(I8-20') 18HO72 36.9 36 24 1 12 SC-Clayey,sand with gravel
Note(s): An assumed specific gravity of 2.7 was used when analyzing the hydrometer test results.
Engineering classification is based on the assumption that the fines are either CL or CH. 4A4$
i V�� 71

Excel Geotechnical Testing, Inc, project Name: Asheville Regional Airport
"Excellence in Testing" Project No: 914
953 Forrest Street,Roswell,Georgia 30075 Client Sample IA: SPT-6 ST-4(28-30D
Tel:[phone] Fax:[phone] Lab Sample No: 18H073
AST2216,C K D 122,D 69 D 1140,79 S OI INDEX PROPERTIES
-,S Ct-En Size,Spec.Cn,Att rbary,.Content,
D±±t6,D±167,D1316,D6913,D77±B SOIL llll� r a�11� EnB.CLusdieation,Atterkrer�l.imits
M I Cobbles Coarse Fine Coarse I Medium Fine Silt Clay
Gravel Sand lines
U.S.Standard Sieve Sizes and Numbers
1" 2^I.3" 1514"1,11318" 44 fflO ]l ,°40 Roo il11M r2n0
I I I I I I I I I
100
90 -
80 - Lu
-
70 --
60
50 ---
s 40
} i R
e .30i ;
H '
E
t� 20
10 - -- - -
1000 100 10 1 0.1 0.0I 0.001 0,0001
Grain Size m m)
Hydrometer
Sieve Ito. Size(mm) %Finer Hy 80
Particle Diameter %Finer 1
3" 75 100.0 (mm
70
2" 50 100.0 0.0311 37.4
1.5" 375 100.0 0.0117 30.7 r,
60 "U"Line
1" 25 100.0 0.0059 1 26.4 r" 50 CHorOx�
3/4" 19 100.0 0.0030 21.4 (� 'A"Line
3/8" 9.5 99.4 0.0007 14.2, 40 I i
R4 4.75 97.2 e- 30
10 2,00 94.6 Gravel(%): 2.8 = -
20 CL or OL•'� 3
,20 0.850 91.5 Sand(%): 54.1 �MHIQr9
I
40 0.425 86.2 Fines(%): 43.1 10NZ
I
r60 0.250 72.7 Silt(%): 18.2 0 MLnrOL I
1100 0.150 53.6 1 Clay(%): J 24.9 0 10 20 30 40 50 60 70 80 90 100 110 120
n200 0.075 43.1
Liquid Limit(LL)
Coeff.Unif.(Cu):
Specific Gravity(-): 2.7 Coeff.Curv..(Cc):F1
Client Lab Moisture Fines Content Atterberg Limits Engineering Classification
Sample Sample Content <No_200 LL PL T PI
SPT-6 ST-4(28-30) 18H073 43.1 39 30 9 SM-Silty sand
Note(s): An assumed specific o avity of 2.7 Gvas used when analyzing the hydrometer test results.
Engineering classification is based on the assumption that the fines are either ML or MH. °��
2

Excel Geotechngca9 Testing, inc. Project Name: Asheville Regional Airport
"Excellence in Testing" Project No: 914
953 Forrest Street,Roswell,Georgia 30075 Client Sample ID: SPT-7 ST-1 (3-T)
Tel:[phone] Fax:[phone] Lab Sample No: I SH074
D 2216,D 2 97.D 43t8,D 6913,D 1929 SOIL,4)<��Y�rX PROPERTIES dam.g IES 1140, C Eng SEW,
on.Anccbec.LCimiunt,
Cobbles Coarse Fine C-e Medium Fine Silt Clay
-
n' Gravel Sand Fines
U.S.Standard Sieve Sizes and Numbers
t.5" 15W M-A" 94 4110 420 460#100 9200
100 I 1 ! I
90 - - - - -
� 1
80
� f
i
- 70
60 i t I ' it J
50
30
20
10 --� 1. _ _ _�_ ----
I � i - --
1000 100 10 1 0.1 0.01 0.001 0.0001
Grain Size(mm)
Hydrometer Sieve No. Size(mm) %Finer Hy gp
Particle Diameter %Finer
3" 75 100.0 (mm) I I 1
70
2" 50 100.0 0.0273 52.3 I
"[J'°line �
1:5" 37.5 100.0 0.0103 47.7 60 ,
1" 25 100.0 1 0.0053 42.9 c, 50 CH or OH
314" 19 100.0 0.0027 37.6 W Line
3/8" 9.5 97.9 0.0007 79.3 = 40 If 11 1
I
#4 4.75 96.5 `-' _
30
#10 2.00 95.2 Gravel(%): 3.5 � �0 �'ct.oro1
#20 0.850 93.5 Sand(%): 37.1 ' ® MHIor off
W 0.425 90.6 Fines(%): 59.4 10
L
1 0.250 82,0 Silt(%): 17.1 0 VSL woi-
....too 0.150 70.2 Clay(%): 42.3 0 10 20 30 40 50 60 70 60 90 100 110 120
#300 1 0.073 59.4
Liquid Limit(LL)
Coeff.Unif.(Cu):
Specific Gravity(-): 2.7 Coeff.Curv.{Cc}:
Client Lab Moisture Fines Content Atterberg Limits Engineering Classification
Sample Sample Content <No.200 LL PL P1
1D. No: M M (-) I (-) (-)
SPT-7 ST-1(3-5) 1813074 22.9 59.4 F 54 36 1 18 M13-Sandy elastic silt
Note(s): An assumed specific gravity of2.7 was used when analyzing the hydrometer test results.
P

E���I �e����hn�c�0 Testing, inc. Project Name: Asheville Regional Airport
-
"Excellence in Testing" Project No: 914
953 Forrest Street,Roswell,Georgia 30075 Client Sample ID: SPT-8 ST-1 (24)
Tel:(770)9'10 7537 Fax:[phone]
- Lab Sample No: 18H075
2216, 2487 D 12RDU 013,D40. SOIL INDEX PROPERTIES Grain SFtt,SQctt.Grn�iF.nabcrg Cantcnt,
D3216,D 21U7,D.318.0 6913,D 79:J1 Eng C7ius fictiti°n,.\iltrbcrg Llmi[s
Coarse I Cobbles Fine Coarse Medium Fine Silt Clay
9
Gravel Sand Fines
U.S.Standard Sieve Sizes and Numbers
17" 3" 2'1 5" 1514"1/3 /S" x4 Rlo 020 "40 ff6o 0100 fr200
I I i t I
100 {{
90 --
i I -I
I ;
� 80
t 70 -
°�
60 -
50 -- -- - -- - ---�'
40
I
20
1Q --- - I I - - - -- -
1000 100 10 1 0.1 0.01 0.001 0.0001
Grain Size(mm)
Sieve No. Size(mm) %Finer Hydrometer SO
Particle Diameter %Finer
3" 75 100.0 (mm) 70 I
2" 50 100.0 0.0313 42.9
1.5" 37.5 100.0 0.0118 33,2 _ 60
� '. Line
I I
!" 25 100.0 0.0060 26.1 50 CH or OH
v, °A`3/4" 19 100.0 0.0030 19.4 � Line
3/8" 9.5 100.0 D.0007 11.0 40
4 4.75 98.9 h 30 -I---
110 2.00 97.7 Gravel
20 CL or OL t
r20 0.850 94.4 Sand(%): 47.5
MH or
°a40 0.425 88.1 Fines(%): 51.4 10 i
I
n60 0.250 76.6 Silt(%): �75 D CL-ML ML ai OL
ii100 0.150 62A Clay{°!o): 23.9 0 10 20 30 40 50 60 70 80 90 100 110 120
9200 0.075 51.4
Liquid Limit(LL)
Coeff.Unif.(Cu):
Specific Gravity(-): 2.7 Coeff.Curv.(Cc):
Client Lab Moisture Fines Content Atterberg Limits Engineering Classification
Sample Sample Content <No.200 LL PL PI
ID. No: (°/D) M (-) (-) (-)
SPT-8 ST-1 (24) I SH075 28.5 51.14 42 36 1 6 ML-Sandy silt
Norb(s): An assumed specific gravity of 2.7 Lvas used when analyzing the hydrometer rest results.

Excel Geolc ianica6 Fasting, inc.
"Excellence in Testing"
953 rorrest Street;Roswell,Georgia 30075
Tel:[phone] Fax:[phone]
LAS A" E
Vest Applicability and Limitations:
-The results are applicable only for the materials received at the laboratory and tested which may or may not be
representative of the materials at the site.
Storage Policy:
-Uncontaminated Material:All samples(or what is left)will be archived for a period of 3 months from the date received.
Thereafter the samples will be discarded unless a written request for extended storage is received..A rate of$1.00 per
sample per day will be applied after the initial 3 month storage period.
-Contaminated Material:All samples(or what is left)will be archived for a period of 3 months from the date received.
Thereafter,the samples will be returned o the project manager or his/her designated receiver unless a written request for
extended storage is received.A rate of$1.30 per sample per day will be applied after the initial 3 months storage.
rcmp-LasiPag�l IKGS

Appendix B
Slug Test Displacement Charts

Slug Test Displacement: PZ-2
E
i
E �
� E
S ,
gE 4 •PZ-2 Test1
I Qj
PZ-2_Test2
a { !
` •PZ-2 Testa
a i i
2
1
I
1 E t
i
0
0 2 4 6 8 10 12 ?
Time(mins)
i

t
Slug Test Displacement: PZ-3
$ __._ ......
7
f �
t i
t a I
1 r
{
6 {
k ,
I 5
j i i f
41
k z ;
- f
{ � k
E 4 ____ ______ _ -. — •PZ-3 Test1
s ; A PZ-3_Test2
n ;
o j i ®PZ-3 Test3
3
I i
{
• (
{
2
t
0 t
0 10 20 30 40 50 60 70 80
Time(mins)

Slug Test Displacement: PZ-31)
6
{
5
i
q
E 3 _ __.._ _— ___-_____ — !___._� _. ._ ,__._._ _-._ _ _— ___ ' _ _ { 0PZ-3D_Test1 !
1 T a i j •PZ-3D_Test2CL
M
I o i •PZ-3D_Test3
I '
------------
b f
E
f
0
0 2 4 6 8 10 12 14
Time(mins)
t

----------
Slug Test Displacement: PZ-4
4
E 2 •PZ-4 Testl
•PZ-4—Test2
o 0 PZ-4—Test3
•
0 2 4 6 8 10 12 14 16
Time(mins)

Appendix C
AQTESOLV Output Charts

10.
c
CD
m 1.
U
(0
Q.
N
0.1
0. 4. 8. 12. 16. 20.
Time (min)
WELL TEST ANALYSIS
Data Set: \...\PZ-2_1_bouwer-rice.aqt
Date: 11/14/18 Time: 10:58:53
PROJECT INFORMATION
Test Well: PZ-2
Test Date: 10/22/2018
AQUIFER DATA
Saturated Thickness: 10. ft Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (PZ-2)
Initial Displacement: 6.69 ft Static Water Column Height: 19.29 ft
Total Well Penetration Depth: 19.29 ft Screen Length: 10. ft
Casing Radius: 0.042 ft Well Radius: 0.25 ft
SOLUTION
Aquifer Model: Confined Solution Method: Bouwer-Rice
K = 0.2135 ft/day y0 = 4.554 ft

10.
a�
m 1.
U
fB
Q.
N
0
0.1
0. 4. 8. 12. 16. 20.
Time (min)
WELL TEST ANALYSIS
Data Set: \...\PZ-2_1_hvorslev.agt
Date: 11/14/18 Time: 11:03:38
PROJECT INFORMATION
Test Well: PZ-2
Test Date: 10/22/2018
AQUIFER DATA
Saturated Thickness: 10. ft Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (PZ-2)
Initial Displacement: 6.69 ft Static Water Column Height: 19.29 ft
Total Well Penetration Depth: 19.29 ft Screen Length: 10. ft
Casing Radius: 0.042 ft Well Radius: 0.25 ft
SOLUTION
Aquifer Model: Confined Solution Method: Hvorslev
K = 0.3922 ft/day y0 =4.897 ft

10.
c
a)
a) 1.
U
ca '
Q
0.1
0. 14. 28. 42. 56. 70.
Time (min)
WELL TEST ANALYSIS
Data Set: \...\PZ-3 bouwer-rice.aqt
Date: 11/14/18 Time: 10:47:44
PROJECT INFORMATION
Test Well: PZ-3
Test Date: 10/22/2018
AQUIFER DATA
Saturated Thickness: 5. ft Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (PZ-3)
Initial Displacement: 3.86 ft Static Water Column Height: 15.96 ft
Total Well Penetration Depth: 15.96 ft Screen Length: 5. ft
Casing Radius: 0.042 ft Well Radius: 0.25 ft
SOLUTION
Aquifer Model: Unconfined Solution Method: Bouwer-Rice
K = 0.101 ft/day y0 = 3.261 ft

10.
a�
m 1.
U
(6
Q.
N
0.1
0. 14. 28. 42. 56. 70.
Time (min)
WELL TEST ANALYSIS
Data Set: \...\PZ-3_hvorslev.agt
Date: 11/14/18 Time: 10:45:47
PROJECT INFORMATION
Test Well: PZ-3
Test Date: 10/22/2018
AQUIFER DATA
Saturated Thickness: 5. ft Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (PZ-3)
Initial Displacement: 3.86 ft Static Water Column Height: 15.96 ft
Total Well Penetration Depth: 15.96 ft Screen Length: 5. ft
Casing Radius: 0.042 ft Well Radius: 0.25 ft
SOLUTION
Aquifer Model: Unconfined Solution Method: Hvorslev
K = 0.1697 ft/day y0 = 3.202 ft

10.
1.
a�
E
m
U
N
Q
0.1
0.01
0. 4. 8. 12. 16. 20.
Time (min)
WELL TEST ANALYSIS
Data Set: \...\PZ-3D bouwer-rice.aqt
Date: 11/14/18 Time: 10:43:15
PROJECT INFORMATION
Test Well: PZ-3D
Test Date: 10/22/2018
AQUIFER DATA
Saturated Thickness: 10. ft Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (PZ-3D)
Initial Displacement: 4.51 ft Static Water Column Height: 24.52 ft
Total Well Penetration Depth: 24.52 ft Screen Length: 10. ft
Casing Radius: 0.042 ft Well Radius: 0.25 ft
SOLUTION
Aquifer Model: Confined Solution Method: Bouwer-Rice
K = 1.229 ft/day y0 = 2.873 ft

10.
1.
a�
E
a)
U
(0
Q
_U
0
0.1
0.01
0. 4. 8. 12. 16. 2.0.
Time (min)
WELL TEST ANALYSIS
Data Set: \...\PZ-3D_hvorslev.agt
Date: 11/14/18 Time: 10:42:19
PROJECT INFORMATION
Test Well: PZ-3D
Test Date: 10/22/2018
AQUIFER DATA
Saturated Thickness: 10. ft Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (PZ-3D)
Initial Displacement: 4.51 ft Static Water Column Height: 24.52 ft
Total Well Penetration Depth: 24.52 ft Screen Length: 10. ft
Casing Radius: 0.042 ft Well Radius: 0.25 ft
SOLUTION
Aquifer Model: Confined Solution Method: Hvorslev
K = 1.934 ft/day y0 = 2.871 ft

10.
a)
E
m
U
I6
Q
1.
0. 4. 8. 12. 16. 20.
Time (min)
WELL TEST ANALYSIS
Data Set: \...\PZ-4_bouwer-rice.aqt
Date: 11/14/18 Time: 10:41:05
PROJECT INFORMATION
Test Well: PZ-4
Test Date: 10/22/2018
AQUIFER DATA
Saturated Thickness: 5. ft Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (PZ-4)
Initial Displacement: 3.21 ft Static Water Column Height: 14.9 ft
Total Well Penetration Depth: 14.9 ft Screen Length: 5. ft
Casing Radius: 0.042 ft Well Radius: 0.25 ft
SOLUTION
Aquifer Model: Unconfined Solution Method: Bouwer-Rice
K = 0.1588 ft/day y0 = 2.191 ft

10.
a�
E
a)
U
(6
Q
N
1.
0. 4. 8. 12. 16. 20.
Time (min)
WELL TEST ANALYSIS
Data Set: \...\PZ-4 hvorslev.agt
Date: 11/14/18 Time: 10:50:04
PROJECT INFORMATION
Test Well: PZ-4
Test Date: 10/22/2018
AQUIFER DATA
Saturated Thickness: 5. ft Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (PZ-4)
Initial Displacement: 3.21 ft Static Water Column Height: 14.9 ft
Total Well Penetration Depth: 14.9 ft Screen Length: 5. ft
Casing Radius: 0.042 ft Well Radius: 0.25 ft
SOLUTION
Aquifer Model: Unconfined Solution Method: Hvorslev
K = 0.3067 ft/day y0 = 2.209 ft

Appendix D
Interpreted Pressure Transducer Data
Charts

Interpretted Transducer and Precipitation Data
2120 --- -- - --- -- -- -- -- --•-- � 1.5
2119
I 1.25
FA 004 0 1
JAAJ ki
2118 — : __
ao 2117 �— `�` --�••- °� a
0
_�_ a
> 1
o
2115 1 i A_ x
3 I
0.5
i
2114 •
0.25
2113 — ---- -—
t
I
2112 0
13-Aug-2018 28-Aug-2018 12-Sep-2018 27-Sep-2018 12-Oct-2018 27-Oct-2018 11-Nov-2018 26-Nov-2018
Measurement Date
0 PZ-2 Troll • PZ-2S Troll 41 PZ-3 Troll • PZ-31)Troll Hourly Precipitation

Transducer Data: PZ-2
2116.0 ---._____ _____ ___.�----------_----- --_ _ _-_-_-___ _--��— _- 1.5
1.25
2115.5 --- —-- ------- -------__ - -_ ------ �_ ��_ —_ ___ �_�
1
00 }
Q ;
z 0
0 2115.0 -_ _.__-_.__- ----_ __-___- -_ _______-. __.___._---_ '¢
0.75
Ca
t8 ■
On ! ® 0.5
2114.5 ._. -._._- ----- - - -® -
i i C i 0.25
2114.0 0
13-Aug-2018 28-Aug-2018 12-Sep-2018 27-Sep-2018 12-Oct-2018 27-Oct-2018 11-Nov-2018 26-Nov-2018
Measurement Date
0 PZ-2 Troll ■ PZ-2 Manual Measurement - Hourly Precipitation

Transducer Data: PZ-2S
__.
2119.0 _T 1.5
y
a i
1.25
2118.5
■ _ 1
o ® _■
_ _ c 0
0 2118.0 - __Q _ _ b __ _m� 0.75
0.5
2117.5
a
I 0.25
I �
2117.0 "
L! 0
13-Aug-2018 28-Aug-2018 12-Sep-2018 27-Sep-2018 12-Oct-2018 27-Oct-2018 11-Nov-2018 26-Nov-2018
Measurement Date
IE PZ-2S Troll i PZ-2S Manual.Measurement Hourly Precipitation

Transducer Data: PZ-3
2118.0 - _ _ �__.,r __ __ t _�_ �. _ _. _ _ _,i_ 1.5
� j 1
2117.5 - -___ -_.._ _. __ __..,_____.__ . ._ __ -_ _._ _ _ .-.__ _ ____ �- w 1.25
f E F
,
2117.0
00 ■
0 2116.5 e _. _�____._—__ _w _ _ _ _._.__. __ 0.75 .n
1 �
0.5
2115.0 _ - _ _-_ _ _._ _ — t -_ _ - f 0
13-Aug-2018 28-Aug-2018 12-Sep-2018 27-Sep-2018 12-Oct-2018 27-Oct-2018 11-Nov-2018 26-Nov-2018
Measurement Date
® PZ-3 Troll ■ PZ-3 Manual Measurement —Hourly Precipitation

Transducer Data: PZ-3D
2115.0 1.2
2114.5
0.8
2114.0 0.6
0.4
2113.5
• 0.2
2113.0 0
13-Aug-2018 28-Aug-2018 12-Sep-2018 27-Sep-2018 12-Oct-2018 27-Oct-2018 I I-Nov-2018 26-Nov-2018
Measurement Date
N PZ-31)Troll • PZ-31)Manual Measurement -Hourly Precipitation

Appendix E
Flexible Wall Permeability Test
Results

Excel Geotechnical Testing, inc.
"Excellence in Testing"
953 Forrest Street,Roswell,Georgia 30075
Tel:[phone] Fax:[phone]
FLEXIBLE WALL PEIRMEABILITY TEST
ASTM D 5084'
Project Name: Asheville Regional Airport
Project Number: 914
Client Name: Geosyntec Consultants
Site Sample ID: SPT-5 ST-1 (3-5')
Lab Sample Number: 18H068
Material Type: Soil
Specified Value(cm/sec): NA
Date Test Started: 8/21/2018
Specimen Specimen Initial Conditions Hydraulic
Test Conditions
Type Specimen Final Conditions
(See Note2) Spec. Spec. Dry Unit Moisture Cell Back Consolid. Permeant Average Conductivity
Length Diameter Weight Content Press. Press. Press. Liquid c3) Gradient
(-) (cm) (cm) (pcf) M (psi) (psi) (psi) {-) (-) (cm/s}
5.64 7.29 105.3 20.0
ST 72.0 70.0 2.0 DTW 14 8.3E-6
5.77 7.33 101.6 25.2
Notes:
1.Method C,"rallinb Head,Increasing-failwater"test procedures were followed during the testing.
2.Specimen Type: ST = Shelby Tube, BS=Block Sample,Ot=Others
3.Type of permeant liquid: DTW=Deaired Tap Water,DDI=Deaired Deionized Water
'Deviations: D\90
Laboratory temperature at 22c3°C. ck"�C" r S A
P�1!"

e«.
Excel Geotechnical Testing, inc.
! t- "Excellence in Testing"
953 Forrest Street,Roswell,Georgia 30075
Tel:[phone] Fax:[phone]
FLEXIBLE WALL PERMEABILITY TEST
ASTM D 5084 x
Project Name: Asheville Regional Airport
Project Number: 914
Client Name: Geosyntec Consultants
Site Sample lD: SPT-5 ST-3(20-22')
Lab Sample Number: I SH070
Material Type: Soil
Specified Value(cm/sec): NA
Date Test Started: 8/23/2018
Specimen Specimen Initial Conditions Hydraulic
Test Conditions
Type Specimen Final Conditions
(See Note2) Spec: Spec. Dry Unit Moisture Cell Back Consolid. Permeant Average Conductivity
Length Diameter Weight Content Press. Press. PI-ess. Liquid(3) Gradient
(-) (cm) (cm) CpcP) (%) (psi) (psi) (psi) (-) (-) (cm/s)
5.64 7.27 86.0 29.4
ST 77.3 70.0 7.3 DTW 16 5.4E-6
5.67 7.26 85.9 30.0
Notes:
1_Method C,"Falling-Head,Increasing Tailwater"test procedures were followed during the testing.
2.Specimen Type: ST = Shelby Tube, BS=Block Sample,Ot=Others
3.Type of permeant liquid: D7V=Deaired Tap Water,DDI=Deaired Deionized Water
Deviations:
Laboratory temperature.at 33.h2 QC. q �0 ds A
�N t

Excel Geotechnical Testing, inc.
"Excellence in Testing"
953 Forrest Street,Roswell,Georgia 30075
Tel:[phone] Fax:[phone]
FLEXIBLE WALL PERMEABILITY TEST
A5TM D 5084 x
Project Name: Asheville Regional Airport
Project Number: 914
Client Name: Geosyntec Consultants
Site Sample 1D: SPT-6 ST-1 (3-5-)
Lab Sample Number: I SH071
Material Type: Soil
Specified Value(cm/sec): NA
Date Test Started: 8/21/2019
Specimen Specimen Initial Conditions Hydraulic
Test Conditions
Type Specimen Final Conditions
(See Note2) Spec- Spec. Dry Unit Moisture Cell Back Consolid. Permeant Average Conductivity
Length Diameter Weight Content Press. Press. Press. Liquid�'� Gradient
(-) (cm) (cm) (pcf) M (psi) (psi) (psi} (-)
5.60 7.29 108.E 18.7
ST 72.0 70.0 2.0 DTW 15 6.9E-7
5.66 7.32 103.7 22.2
Notes:
1.Method C,"Fallins Head,Increasing Tailwater"test procedures were followed during the testing.
2.Specimen Type: ST= Shelby Tube, BS=Block Sample,Ot=Others
3.Type of permeant liquid: DTW=Deaired Tap Water,DDI=Deaired Deionized Water
•Deviations:
Laboratory 1—porature at 22:3-C.
r' ` y

Excel Ge®technical besting, inc.
"Excellence in Testing"
953 Forrest Street,Roswell,Georgia 30075
Tel:[phone] Fax:[phone]
FLEXMLE WALL PERMEABILITY TEST (Ia
ASTM D 5084
Project Name: Asheville Regional Airport
Project Number: 914
Client Name: Geosyntec Consultants
Site Sample ID: SPT-6 ST-4(28-30')
Lab Sample Number: 18H073
Material Type: Soil
Specified Value(cm/sec): NA
Date Test Started: 8/9-912 0 1 8
Specimen Specimen Initial Conditions Hydraulic
Type Specimen Final Conditions Test Conditions
(See Note2) Spec. Spec. Dry Unit Moisture Cell Back Consolid. Permeant Average Conductivity
Length Diameter Weight Content Press. Press. Press. Liquid(3) Gradient
(-) (cm) (cm) (pcf) M (psi) (psi) (psi) {-) (-) I (cm/s)
5.66 7:37 91.9 30:8
ST 82.1 70.0 12.1 DTW 14 2.1E-5
5.75 7.31 90.7 32.8
Notes:
I.Method C,"Falling-Head,Increasing-Tailwater"test procedures were followed daring the testing.
2.Specimen Type: ST= Shelby Tube, BS=Block Sample,Ot=Others
3.Type of permeant liquid: DTW=Deaired Tap Water,DDI=Deaired Deionized Water
Deviations:
t.abnmtory tempemnwa a[??-3°C,
q`A�t ,�S

Excei Ge®Iechnicel Testing, inc.
"Excellence in Testing"
953 Forrest Street,Roswell,Georgia 30075
Tel:[phone] Fax:[phone]
FLEXIBLE WALL PERMEABILITY TEST ct�
A.STM D 5084
Project Name: Asheville Regional Airport
Project Number: 914
Client Name: Geosyntec Consultants
Site Sample ID: SPT-7 ST-1 (3-5)
Lab Sample Number: 18H074
Mi aterial.T}ape: Soil
Specified Value(cm/sec): NA
Date Test Started: 8/21/2018
Specimen Specimen Initial Conditions Hydraulic
Test Conditions
Type Specimen Final Conditions
(See Note2) Spec. Spec. Dry Unit Moisture Cell Back Consolid. Permeant Average Conductivity
Length Diameter Weight Content Press. Press. Press. Liquid(3) Gradient
(-) (cm) (cm) (pef) M (psi) (psi) (psi) {-) (-) (cm/s)
5.64 7.30 104.2 22.9
ST 5.71 1 7.37 101.E 25.1 72.0 70.0 2.0 DTW 14 6.2E-6
Notes:
1.Method C,"Fallinc Head,Increasing Tailwater"test procedures were followed during the testing.
2.Specimen Type: ST = Shelby Tube, BS=Block Sample,Ot=Others
3.Type of permeant liquid: DTW=Deaired Tap Water,DD1=Deaired Deionized Water
Deviations:
2°
Laboratory teetporatt c at 33.=3°C. Q

'Excel Ge®technicai Testing, inn.
"Excellence in Testing"
953 Forrest Street,Roswell,Georgia 30075
Tel:(770)MO 7537 Fax:[phone]
FLEXMLE WALL PERMEABILITY TEST (I�
ASTM D 5084
Project Name: Asheville Regional Airport
Project Number: 914
Client]flame: Geosyntec Consultants
Site Sample 1D: SPT-8 ST-1 (24)
Lab Sample Number: 18H075
Material Type: Sol]
Specified Value(cm/sec): NA
Date Test Started: 8/21/2018
Specimen Specimen Initial Condition, Hydraulic
Test Conditions
Type Specimen Final Conditions
(See Note2) Spec. Spec. Dry Unit Moisture Cell Back Consolid. Permeant Average Conductivity
Length Diameter Weight Content Press. Press. Press. Liquid(3) Gradient
(-) (cm) (cm) (pcf) (%) (psi) (psi) (psi) (-) {-) (crr/s) _
5.64 7.27 93.5 28.5
ST 72.0 70.0 2.0 DTW 12 3.0E-5
5.59 7.34 92.4 I 32.1
Notes:
1,Method C,"Falling-Head,Increasing Tailwater"test procedures were followed during the testing.
2.Specimen Type: ST = Shelby Tube, BS=Block Sample,Ot=Others
3.Type of pemteant liquid: DTW=Deaired Tap Water,DDI=Deaired Deionized Water
*Deviations:
Laboratory temperat=at 22=3°C. 0� Jjo r r C ik
P�1 /

Excel Gectechnicel Testing, Inc.
"Excellence in Testing"
953 Forrest Street,Roswell,Georgia 30075
Tel:[phone] Fax:[phone]
FLEXIBLE WALL PERMEABILITY TEST ct�
A.STMI ID 5084
Project Name: Asheville Regional Airport
Project Number: 914
Client Name: Geosyntec Consultants
Site Sample ID: SPT-9 ST-1 (3-5')
Lab Sample Number: 18HO76
Material Type: Soil
Specified Value(cm/sec): NA
Date Test Started: 8/21/2018
Specimen Specimen Initial Conditions Hydraulic
Test Conditions
Type Specimen Final Conditions
(See Note2) Spec. Spec. Dry Unit Moisture Cell Back Consolid. Permeant Average Conductivity
Length Diameter Weight Content Press. Press. Press. Liquid(3) Gradient
(-) {cm) (cm) (pef) M (psi) (psi) (psi) (-) {-) (curls)
5.70 7.32 98.2 17.1
ST 5.85 1 7.34 92.5 28.3 72.0 70.0 2.0 DTW 13 1.4E-5
Notes:
1.Method C,"Falling-Head,Increasing Taiiwater"test procedures were followed during the testing.
2.Specimen Type: ST= Shelby Tube, BS=Block Sample,Ot=Others
3.Type of penneant liquid: DTW=Deaired Tap Water,DD1=Deaired Deionized Water
•Deviations:
Laboratory temPetatLt-at 22=3 OC. bO
IN, AP,I rlS

Excel Geotachnical `besting, Inc.
"Excellence In Testing"
iT 953 Forrest Street,Roswell,Georgia 30075
Tel:[phone] Fax:[phone]
LAS
TP"AAG" E
Best applicability and Limitations:
-The results are applicable only for the materials received at the laboratory and tested which may or may not be
representative of the materials at the site.
Storage Policy:
-Uncontaminated Material:All samples(or what.is left)will be arclvved for a period of 3 months from the date received.
Thereafter the samples will be discarded unless a written request for extended storage is received.A rate of$1.00 per
sample per day will be applied after the initial 3 month storage period.
-Contaminated Material:All samples(or what is left),will be archived for a period of 3 months from the date received.
Thereafter,the samples will be returned o the project manager or his/her designated receiver unless a written request for
extended storage is received.A rate of$1.30 per sample per day will be applied after the initial 3 months storage.
r
Temp-Lasoage-1 iKo5

Appendix F
Area 1 Saturated Hydraulic
Conductivity Evaluation

Geosyntec Consultants of NC,PC
Geospte& 1300 South Mint Street,Suite 303 Charlotte,NC 28203
PH 704.227.0840
consultants
pants www.geosyntec.com
3 October 2018
Mr. John R. Toepfer,P.E.
Lead Engineer
Duke Energy Progress,LLC.
410 S. Wilmington St./NC15
Raleigh,North Carolina 27601
Subject: Area 1 Saturated Hydraulic Conductivity Evaluation
Permit No.WQ0000020
Duke Energy Progress,LLC.
Coal Combustion Products(CCP) Structural Fill Projects
Asheville Regional Airport
Buncombe County,North Carolina
Dear Mr. Toepfer:
Geosyntec Consultants of North Carolina, PC (Geosyntec) prepared this letter report to Duke
Energy Progress, LLC (Duke Energy) in response to the North Carolina Department of
Environmental Quality(NCDEQ)Division of Water Resources(DWR)Asheville Regional Office
(ARO)review comments on the Area 1 Structural Fill (Area 1)Engineering Analysis Report(90-
day Submittal)for the Asheville Regional Airport(ARA). Area 1 is located in Buncombe County,
North Carolina(NC) and is owned and maintained by the ARA Authority. On 30 April 2018,Mr.
Brett Laverty, P.G. (NCDEQ) provided comments on the 90-day Submittal which required the
following:
"5. Saturated hydraulic conductivity investigation- The DWR is requiring an evaluation of the
existing KsATfor the CCP fill soil cap (east and west cells) and the RCP corridor soil cap."
The purpose of this letter is to: (i)present the available site background information;(ii)summarize
relevant field investigation activities; and(iii)present the measured hydraulic conductivity values
from samples collected within the soil cap within the Area 1 limits.
SITE AND CONSTRUCTION BACKGROUND
Area 1 is situated near the northeastern ARA property boundary and was constructed by Charah,
Inc. (Charah) for the ARA Authority to expand airport operations in 2008. The Area 1 footprint
was a topographic valley that contained a historical stream channel that intermittently flowed
northward from the property. A residential area situated adjacent to the northern property
boundary of Area 1 is traversed by the historical stream channel before discharge into the French
Broad River.
GC6463/ARA Area t Ksat Eva]
engineers I scientists I innovators

Mr. John R. Toepfer, P.E.
3 October 2018
Page 2
Area 1 was constructed by Charah by filling the topographic valley with compacted coal
combustion residuals (CCR)purchased by Charah from Duke Energy's Asheville Steam Electric
Plant. Title to the CCR material was transferred to Charah as CCR was loaded on to trucks owned
by Charah pursuant to the terms of the sales contract between Duke Energy and Charah. The
historical stream channel was re-routed using a 60-inch (in.) diameter reinforced concrete pipe
(RCP) bedded within drainage aggregate prior to Area 1 construction. The historical stream
channel was rerouted previously 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. diameter RCP prior to installation
of the 60-in. diameter RCP. The historical 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 Vaughn Engineering, dated 2010, indicate that Area 1 was
constructed with a GCL base liner and a soil cap system. Soil backfill was compacted on the GCL
above and within 50 feet of the 60-in. diameter RCP. The 60-in. diameter RCP divides the Area
1 structural fill into western and eastern cells or fills bisected by the approximately 100-ft wide
compacted soil corridor (termed"RCP soil corridor"). CCR was used as structural fill within the
remainder of Area 1. The soil cap system was constructed of approximately6-ft and 2-ft thick soil
layers on the top deck and side slopes, respectively; however, as-built drawings [Vaughn
Engineering, 2010] depict side slopes with four feet of cap soil. DWR was notified on 23
December 2008 that the side slopes would be capped with a 2-ft thick soil layer. The side slope
soil cover thickness was further evaluated by Charah through a limited field investigation in 2015
in response to a Notice of Violation (NOV-2015-0303) and indicated a soil cap thickness of 2 ft.
Access to the toe of the structural fill slope is provided by a gravel access road situated outside a
security fence maintained by the ARA Authority.
FIELD SUBSURFACE INVESTIGATION
Geosyntec performed a geotechnical field investigation in August 2018. One of the objectives of
the field investigation was to collect samples to evaluate saturated hydraulic conductivity (KsAT)
of the soil cap installed over the Area 1 CCR cells and RCP soil corridor. The field activities to
support this KsaT evaluation consisted of five soil borings (SPT-5 through SPT-9) advanced from
the Area 1 top deck to varying depths and are shown on Figure 1. Soil boring locations were
selected within each of the areas requested by NCDEQ. During each soil boring, a Shelby tube
was pushed,typically between 2 to 5 feet below ground surface (ft bgs),to collect an undisturbed
soil sample of the soil cap without the presence of shallow root systems. Subsequently, each
sample was transported to a geotechnical laboratory to test the KsaT and geotechnical index
properties.
GC6463/ARA Area 1 Ksat_Eval
engineers I sCientisls { innovators

Mr. John R. Toepfer,P.E.
3 October 2018
Page 3
Geosyntec subcontracted Excel Geotechnical Testing, Inc. (EGT)of Roswell, Georgia to perform
a laboratory test program on selected undisturbed soil samples. The laboratory test program's
purpose was to characterize the soil type and measure the hydraulic conductivity of soil samples
by American Society on Testing and Materials (ASTM)D 5084.
Hydraulic conductivity tests were performed under confining pressures similar to in-situ
conditions that correspond to each soil sample depth. The confining pressure applied to each soil
sample was assigned as half of the calculated effective vertical stress or two pounds per square
inch (psi), which is the minimum confining pressure recommended by ASTM D 5084. The
laboratory test results prepared by EGT are presented in Appendix A.
SATURATED HYDRAULIC CONDUCTIVITY TEST RESULTS
The measured saturated hydraulic conductivity from tested undisturbed soil cap samples ranged
between 6.9 X 10"'centimeters per second(cm/s) and 3.0 X 10-5 cm/s. The geometric mean of the.
hydraulic conductivity for the five soil cap samples tested was computed as 6.8 X 10.6 cm/s. The
saturated hydraulic conductivity test results are summarized in Table 1.
CLOSURE
If you have any questions or require additional information,please do not hesitate to contact Mr.
James D. McNash at 704.227.0855 or at [e-mail].
Sincerely,
mes D.McNash,P.E.(Nq
roject Engineer
Vi r . Damascen ,Ph.D.,P (NC,FL)
Princi al Engineer
GC6463/ARA Area_1_KSat_EvaI
angineers I scientists I innovators

Mr. John R. Toepfer,P.E.
3 October 2018
Page 4
REFERENCES
ASTM D 5084, "Standard Test Methods for Measurement of Hydraulic Conductivity of Saturated
Porous Materials Using a Flexible Wall Permeameter."
Vaughn Engineering, 2010. "Charah — Asheville Regional Airport Coal Combustion Product
Engineered Fill:March 2010 Update."Prepared for Charah, 8 March 2010.
GC646YARA Area_1_Ksat_Eval
encAlleers I scientists I innovators

TABLE

Table 1. Summary of Saturated Vertical Hydraulic Conductivity Data
Boring ID Sample Depth Soil Type KsaT(cm/s) Geometric Mean KsnT
(ft bgs) (cm/s)
SPT-5 3-5 ML 8.3 x 10-6
SPT-6 3-5 ML 6.9x10"'
SPT-7 3-5 MH 6.2x 10"6 6.8x 10"6
SPT-8 2-4 ML 3.Ox10"5
SPT-9 3-5 ML 1.4x10-5
Notes:
[1] Saturated hydraulic conductivity tests were conducted by ASTM D5084.
[2] Hydraulic conductivity of each sample was measured under confining pressure similar to
in-situ conditions.
[3] Soil type classified by the Unified Soil Classification System(USCS) based on field and
laboratory observations.

FIGURE

1d
Jf
Siwlc
t
�{ l .h •. " t4' `}�Y �� iy Mom..__a.._..
0 1
.I
Legend
O Soil Boring Location '.
® Temporary Stabilization Measure .,.h
0 Parcel Boundary `> , _N
CCR Boundary
Compliance Boundary
0 Review Boundary _ zoo 100 0 200 400 Feet
Area 1 Stormwater Network
Notes: Soil Boring Location Map
1.Service Layer Credits: Source:Esri,DigitalGlobe,GeoEye, < kr Saturated Hydraulic Conductivity Evaluation
Earthstar Geographics,CNES/Airbus DS,USDA,USGS,
AeroGRID,IGN,and the GIS User Community. „
2. Parcel boundaries obtained from Buncombe County GIS website ,.- v; Asheville Regional Airport
.� 'l .` Asheville,North Carolina
on 20 December 2017. .: M
3.Compliance and Review Boundaries obtained from shapefiles
provided by SynTerra on 16 July 2018. Geosyntec® DUKE Figure
4. Soil boring locations are approximate and were located by
handheld GPS. *. r * � • ''' ConSllltaritS
ENERGY,
5.Limits of CCR scaled from historical documents,should be ♦_ '!y<
considered approximate,and should be field verified. � ��4 CHARLOTTE,NC OCTOBER 2018

APPENDIX A
HYDRAULIC CONDUCTIVITY
LABORATORY TEST RESULTS

Excel Gevtechnical Testing, lac.
"Excellence in Testing"
953 Forrest Street,Roswell,Georgia 30075
Tel:[phone] Fax:[phone]
FLEXIBLE WALL ]PERMEABILITY TEST ct�
ASTM D 5084
Project Name: Asheville Regional Airport
Project Number: 914
Client Name: Geosyntec Consultants
Site Sample ID: SPT-5 ST-1 (3-5')
Lab Sample Number: 18H068
Material Type: Soil
Specified Value(cm/sec): NIA
Date Test Started: 8/2 1120 1 8
Specimen Specimen Initial Conditions Hydraulic
Test Conditions
Type Specimen Final Conditions
(See Note2) Spec. Spec. Dry Unit Moisture Cell Back Consolid. Permeant Average Conductivity
Length Diameter Weight Content Press. Press. Press. Liquid(3) Gradient
(-) (cm) (cm) (pcf) (%) (psi) (psi) (psi) (-) (-) I (cm/s)
5.64 7.29 105.3 20.0
ST 72.0 70.0 f 2.0 DTW 14 8.3E-6
5.77 7.33 101.6 25.2
Notes:
1.Method C,"Falling-Head,Increasing Tailwater"test procedures were Followed during the testing.
2.Specimen Type: ST = Shelby Tube, BS=Block Sample,Ot=Others
3.Type of permeant liquid: DTW=Deaired Tap Water,DD1=Deaired Deionized Water
Deviations: D,9D
Laboratory temperature at 22>3°C.
Pjl'

Excel Geotechnical Testing, inc.
"Excellence in Testing"
`�. 953 Forrest Street,Roswell,Georgia 30075
Tel:[phone] Fax:[phone]
ELEXMLE WALL PERMEABILITY TEST
ASTM D 5084 x
Project Name: Asheville Regional Airport
Project Number: 914
Client Name: Geosyntec Consultants
Site Sample ID: SPT-6 ST-1 (3-5-)
Lab Sample Number: 18H071
Material Type: Soil
Specified Value(cm/sec): NA
Date Test Started: 8/2 1120 1 8
Specimen Specimen Initial Conditions Hydraulic
Test Conditions
Type Specimen Final Conditions
(See Note2) Spec. Spec. Dry Unit Moisture Cell Back Consolid. Permeant Average Conductivity
Length Diameter Weight Content Press. Press. Press. Liquid t'I Gradient
(-) (cm) (cm) (pef) (%) (psi) (psi) (psi) (-) (-) (cm/s)
5.60 7.29 108.5 18.7
ST 5.66 1 7.32 1 103.7 22.2 1
72,0 70.0 2.0 DTW 15 6.9E-7
Notes:
1.Method C,"Failing-Head,Increasing-Tailwater"test procedures were followed during the testing.
2.Specimen Type: ST= Shelby Tube, BS=Block Sample,Ot=Others
3.Type of permeant liquid: DTW=Deaired Tap Water,DDI=Deaired Deionized Water
"Deviations:
Laboratory tomp.mtt—at 32d 3'V.

Excel Ge®technicel Testing, inc.
"Excellence in Testing"
953 Forrest Street,Roswell,Georgia 30075
= Tel:[phone] Fax:[phone]
FLEXIBLE WALL PERMEABILITY TEST (t�
Project Name: Asheville Regional Airport
Project Number: 914
Client Name: Geosyntee Consultants
Site Sample ID: SPT-7 ST-1 (3-5')
Lab Sample Number: 18H074
Material Type;_ Soil
Specified Value(cm/sec): NA
Date Test Started: 8/21/201 S
Specimen Specimen Initial Conditions Hydraulic
Type Specimen Final Conditions Test Conditions
(See Notc2) Spec. Spec. Dry Unit Moisture Cell Back Consolid. Permeant Average Conductivity
Length Diameter Weight Content Press. Press. Press. Liquid(3) Gradient
(-) (cm) (cm) (pcf) M (psi) (psi) (psi) {-) (-) (cm/s}
5.64 7.30 1042 22.9
ST 72.0 70.0 2.0 DTW 14 6.2E-6
5.71 7.37 101.6 25.1
Notes:
1.Method C,"Falling Head,Increasinn Tailwater"test procedures were folloNved during the testing.
2.Specimen Type: ST= Shelby Tube, BS=Block Sample,Ot=Others
3.Type of permeant liquid: DTW Deaired Tap Water,DDI=Deaired Deionized Water
'De%riations:
Laboratory tompomt-c at?3i4 IC.
�-P�1 tl5

Excel Geotechnical Vesting, inc.
r- "Excellence in Testing"
953 Forrest Street,Roswell,Georgia 30075
Tel:[phone] Fax:[phone]
FLEMLE WALL PERMEABILITY TEST c1�
ASTM D 5084 x
Project Name: Asheville Regional Airport
Project Number: 914
Client Name: Geosyntec Consultants
Site Sample ID: SPT-8 ST-1 (2-4-)
Lab Sample Number: 18H075
Material Type: Soil
Specified Value(cm/sec): NA
Date Test Started: 8/21/2018
Specimen Specimen Initial Conditions Hydraulic
Test Conditions
Type Specimen Final Conditions
(See Note2) Spec. Spec. Dry Unit Moisture Cell Back Consolid. Permeant Average Conductivity
Length Diameter Weight Content Press. Press. Press. Liquid(3) Gradient
(-) (cm) (cm) (pcf) M (psi) (psi) (psi) (-) (-) (cm/s)
5.64 7.27 93.5 28.5
ST 72.0 70.0 2.0 DTW 12 3.0E-5
5.59 7.34 92.4 32.1
Notes:
1.Method C,"Falling Head,Increasing Tailwater"test procedures were followed during the testing.
2.Specimen Type: ST = Shelby Tube, BS=Block Sample,Ot=Others
3.Type of permeant liquid: DTW=Deaired Tap Water,DDI=Deaired Deicnized Water
Deviations:
Laboratory temperature at 22e3'C.

Excel Ge®technical "Testing, inc.
N "Excellence in Testing"
953 Forrest Street,Roswell,Georgia 30075
Tel:[phone] Fax:[phone]
FLEXIBLE WALL PERMEABILITY TEST ct�
ASTM D 5084.
Project Name: Asheville Regional Airport
Project Number: 914
Client Name: Geosyntec Consultants
Site Sample ID: SPT-9 ST-1 (3-5')
Lab Sample Number: 1814076
Material Type: Soil
Specified Value(cm/sec): NA
Date Test Started: 8/21/2018
Specimen Specimen Initial Conditions Hydraulic
Test Conditions
Type Specimen Final Conditions
(See Note2) Spec. Spec. Dry Unit Moisture Cell Back Consolid. Permeant Average Conductivity
Length Diameter Weight Content Press. Press. Press. Liquid(s) Gradient
(-) (cm) (cm) (pcf) (%) (psi) (psi) (psi) (-) (-) (cm/s)
5.70 7.32 98.2 17.1
ST 72.0 70.0 2.0 DTW 13 1.4E-5
5.85 7.34 92.5 28.3
Notes:
1.Method C,"Falling-Head,Increasing Tailwater"test procedures were followed during the testing.
2.Specimen Type: ST = Shelby Tube, BS=Block Sample,Ot=Others
3.Type of penneant liquid: DTW=Deaired Tap Water,DDI=Deaired Deionized Water
Deviations:
Laboratory temperature at 27r3*C. (�
q� PSI �l5

Extol Gootechnica9 Vesting, inc.
"Excellence in Testing"
` 953 Forrest Street,Roswell,Georgia 30075
Tel:[phone] Fax:[phone]
LAS" T PAGE
Test Applicability and Limitations:
-The results are applicable only for the materials received at the laboratory and tested which may or may not be
representative of the materials at the site.
Storage Policy:
-Uncontaminated Material:All samples(or what is left)will be archived for a period of 3 months from the date received.
Thereafter the samples will be discarded unless a written request for extended storage is received.A rate of$1AO per
sample per day will be applied after the initial 3 month storage period.
-Contaminated Material:All samples(or what is left)will be archived for a period of 3 months from the date received.
Thereafter,the samples will be returned o the project manager or his/her designated receiver unless a written request for
extended storage is received.A rate of$1.30 per sample per day will be applied after the initial 3 months storage.
Temp-1.asWagc-1 lK05

Appendix G
Area 1 GCL Performance Evaluation

Geosyntee Consultants of NC,PC
Geos �-Y1 to c® 1300 South Mint Street,Suite 30
.�J/ � � G Charlotte,NC 28203
7 PH 704.227.0840
consultants www.geosyntec.com
21 September 2018
Mr. John R. Toepfer,P.E.
Lead Engineer
Duke Energy Progress,LLC-
4 10 S. Wilmington St./NC15
Raleigh,North Carolina 27601
Subject: Area I Geosynthetic Clay Liner(GCL)Performance Evaluation
Permit No.WQ0000020
Duke Energy Progress,LLC.
Coal Combustion Products (CCP) Structural Fill Projects
Asheville Regional Airport
Buncombe County,North Carolina
Dear Mr. Toepfer:
Geosyntec Consultants of North Carolina, PC (Geosyntec) prepared this letter to Duke Energy
Progress, LLC (Duke Energy) in response to the North Carolina Department of Environmental
Quality(NCDEQ)Division of Water Resources (DWR)Asheville Regional Office (ARO)review
comments on the Area 1 Structural Fill (Area 1)Engineering Analysis Report (90-day Submittal)
for the Asheville Regional Airport(ARA). Area 1 is located in Buncombe County,North Carolina
(NC) and is owned and maintained by the ARA Authority. On 30 April 2018, Mr. Brett Laverty,
P.G. (NCDEQ)provided comments on the 90-day Submittal which required the following:
"6. GCL evaluation—The DWR is requiring an evaluation of the GCL to determine if the CCP
leachate is impeding(chemical resistance) the performance of the GCL. "
The purpose of this letter is to: (i) present the available site background; (ii) summarize the
available relevant engineering literature; and (iii) evaluate the estimate performance of the GCL
was installed as the Area 1 bottom liner.
SITE AND CONSTRUCTION BACKGROUND
Area 1 is situated near the northeastern ARA property boundary and was constructed by Charah,
Inc. (Charah) for the ARA Authority to expand airport operations. The Area 1 footprint was a
topographic valley that contained a historical stream channel that intermittently flowed northward
from the property. A residential area situated adjacent to the northern property boundary of Area
1 is traversed by the historical stream channel before discharge into the French Broad River.
GC6463/ARA_Area 1_GCL_Performance_Eval
engineers I scientists I innovators

Mr. John R. Toepfer,P.E.
21 September 2018
Page 2
Area 1 was constructed by Charah by filling the topographic valley with compacted coal
combustion residuals (CCR)purchased by Charah from Duke Energy's Asheville Steam Electric
Plant. Title to the CCR material was transferred to Charah as CCR was loaded on to trucks owned
by Charah pursuant to the terms of the sales contract between Duke Energy and Charah. The
historical stream channel was re-routed using a 60-inch (in.) diameter reinforced concrete pipe
(RCP) bedded within drainage aggregate prior to Area 1 construction. The historical stream
channel was rerouted previously 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. diameter RCP prior to installation
of the 60-in. diameter RCP. The historical 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 Vaughn Engineering, dated 2010, indicate that Area 1 was
constructed with a GCL base liner and a soil cap system. Soil backfill was compacted on the GCL
above and within 50 feet of the 60-in. diameter RCP. The 60-in. diameter RCP divides the Area
1 structural fill into western and eastern cells or fills bisected by the approximately 100-ft wide
compacted soil corridor. CCR was used as structural fill within the remainder of Area 1. The soil
cap system was constructed of approximately 6-ft and 2-ft thick soil layers on the top deck and
side slopes, respectively. As-built drawings [Vaughn Engineering, 2010] indicate that the side
slopes were capped with four feet of cap soil;however,DWR was notified 23 December 2008 that
the side slopes would be capped with a 2-ft thick soil layer. Charah subsequently confirmed the
side slope soil cap thickness of two feet in 2015 in response to a 2015 Notice of Violation(NOV-
2015-0303) through a limited field investigation. Access to the toe of the structural fill slope is
provided by a gravel access road situated outside a security fence maintained by the ARA
Authority.
The as-built drawings indicate that the GCL bottom liner is characterized by a maximum
permeability of 5 X 10-9 centimeters per second (cm/s). Charah furnished the technical
specifications and product data sheet for the liner and GCL, respectively, to Duke Energy on 25
July 2018,which indicate that a C1ayMaxo 200R GCL,produced by CETCO Lining Technologies
(CETCO), was installed at Area 1. The product datasheet, provided as Attachment A, indicates
that the permeability of the GCL is 5 x 10-9 cm/s when tested with de-aired distilled/de-ionized
water.
LITERATURE REVIEW
GCLs are often utilized as a low permeability alternative to a typical 2-ft thick compacted clay
liner within waste containment facilities where clay borrow sources are not readily available.
GLCs are typically composed of sodium (Na ) bentonite encapsulated by two non-woven
geotextiles. Bentonite may contain cations other than sodium, which is dependent on the source
GC6463/ARA_Area 1 GCL Performance Eva1
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Mr. John R. Toepfer, P.E.
21 September 2018
Page 3
of the material. Na+ bentonites exhibit low permeability when exposed to de-ionized water
because osmotic swelling occurs as the monovalent W cations bond to the montmorillonite clay
minerals. Cationic exchange can occur resulting in replacement of the monovalent cations with
divalent or polyvalent cations (i.e. increased porewater ionic strength) and can suppress osmotic
swelling behavior. As such, GCLs are generally tested for compatibility with the anticipated
hydration liquid and permeating liquid (e.g., leachate) to demonstrate that the GCL will perform
as intended. Numerous studies have evaluated GCL performance after exposure to various
permeating liquids, including CCR/CCP leachate.
Effect of Ionic Strength
The ionic strength of a permeating liquid provides a measure of the concentration of the positively
charged ions in the solution and is defined as follows [Jo et al., 2001; Kolstad et al., 2004]:
n
1 = 2 Ciz [1]
i=1
Where Ci is the molar concentration of the ith ion in solution and Zi is the valence of the ith ion.
Hydraulic conductivity is a function of osmotic swelling. Osmotic swelling is directly related to
the rate at which cation exchange occurs, that is, higher concentrations yield faster changes (i.e.,
more cations are available for exchange in addition to a larger concentration gradient between the
permeant liquid and the interlayer space) [Jo et al.,2004].Therefore,the hydraulic conductivity of
a GCL permeated with a high cation concentration solution is generally higher than a GCL
permeated with a dilute solution so long as hydration conditions and stress levels are similar
[Shackelford et al., 2000; Benson and Meer, 2009].
Effect of Cation Valence
The ratio between monovalent and polyvalent cations (RMD) in the permeating liquid provides a
measure of the relative abundance of monovalent and polyvalent cations, defined as follows
[Kolstad et al., 2004]:
RAM= M. [2]
Md
where Mm is the total molarity of monovalent cations and Md is the molarity of polyvalent cations
in the permeating solution.
Permeating solutions with a higher ionic strength or a lower RMD (i.e., greater abundance of
polyvalent cations) affect osmotic swelling of bentonite and result in GCLs with higher hydraulic
conductivity [Jo et al., 2001;Kolstad et al., 2004; Scalia et al., 2014].
GC6463/ARA Area 1 GCL Performance Eval
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Mr. John R. Toepfer, P.E.
21 September 2018
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Previous Studies
Chen et al. [2018] conducted a study to evaluate how different CCR leachates affect the hydraulic
conductivity of GCLs that contain Na' bentonite. Hydraulic conductivity tests were performed
with typical GCL specimens from two manufacturers (referred as CS and GS) in the United States
using five CCR leachates. CCR leachates were selected based on Benson et al. [2014] after
analyzing leachate compositions from CCR facilities as reported in the Electric Power Research
Institute (EPRI) CCR leachate database [EPRI, 2006; 20091. Selected leachates (Na , K+, Cat+,
Mgt', Cl-, and S042- are predominant ions in all leachates) are presented on Figure 1 and
summarized below:
• Typical CCP leachate (I = 39.5 mM and RMD = 0.16 M1/2) represents the geometric
mean ionic strength and RMD of the CCR leachates;
• Strongly Divalent Cation CCR (low RNM) Leachate (I = 48.0 mM and RMD = 0.014
M1/2).
• Flue Gas Desulfurization(FGD)Leachate (I= 96.8 mM and RMD =0.39 M1/2);
• High Ionic Strength CCR(High Strength)Leachate (I= 177 mM and RMD= 1.0 M"2);
and
• Trona Ash (Trona)Leachate (I=755 mM and RMD =4.5M1/2).
Hydraulic conductivities for both GCLs (i.e., CS and GS manufacturers) permeated directly with
CCR leachates under 20 kiloPascals (kPa) confining stress are presented in Figure 2. Table 1
summarizes hydraulic conductivity test conditions and results [Chen et al, 2018].
Figure 2 and Table 1 show that CCR leachate chemistry strongly affects the performance of a
GCL. Abundance of polyvalent cations relative to monovalent cations in CCR leachates modestly
affects the hydraulic conductivity based on the ionic strength [Chen et al. 2018].
The C1ayMaxe 200R GCL product data is provided within Appendix A and presents laboratory
test results performed with de-ionized water. The C1ayMaxe 200R manufacturer identified a
permeability of 5 X 10-9 cm/s after permeation of deionized water at a confining pressure of 551
kPa or 79.9 pounds per square inch (psi). Table 2 presents the average GCL hydraulic
conductivities measured by Chen et al. [2018] for tested leachates and varying GCL hydration
conditions.
Pre-Hydration Effects
Available construction records,technical specifications, and photographs indicate that the Area 1
structural fill GCL base was constructed incrementally. The contractor graded the subgrade to
approximate design elevations and slopes and subsequently placed GCL panels with a six-inch
overlap. CCR was placed on the preceding panel before placement of a subsequent panel.
Technical specifications or other available records do not indicate whether the GCL was pre-
GC6463/ARA_Area_1_GCL Performance_Eval
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Mr. John R. Toepfer,P.E.
21 September 2018
Page 5
hydrated before CCR placement and Geosyntec assumed that the GCL was placed on a firm, dry
subgrade. As such, the subgrade moisture condition during GCL placement is unknown, but it
was conservatively assumed that pre-hydration or subgrade pre-hydration of the GCL was not
allowed before CCR was placed within the structural fill.
The hydration or pre-hydration of a GCL influences the in-situ permeability or hydraulic
conductivity performance. In general, GCLs allowed to hydrate through subgrade moisture
perform with lower in-situ hydraulic conductivities than those which are not allowed to pre-
hydrate. The subgrade moisture generally contains less cations,which allows the osmotic swelling
behavior to occur before contact with higher ionic strength leachates. The influence of pre-
hydration on hydraulic conductivity performance is less pronounced with increased confining
stress and the measured hydraulic conductivity can be increased by nearly two orders of magnitude
without pre-hydration.
Leachate Chemistry Effects
Site-specific leachate data is unavailable for Area 1;however,Geosyntec assumed that the leachate
chemistry is similar to the "Typical CCP Leachate" or, conservatively, the "High Strength
Leachate"presented by Benson et al. [2014]. Available construction records indicate that Trona
or FGD material was not sold to the Asheville Regional Airport and not placed within Area 1.
As discussed previously, leachate chemistry strongly influences a GCL's performance and may
limit the osmotic swelling behavior in-situ. Tested GCLs permeated with Typical CCP, Low
RMD, and High Strength Leachates were measured with higher hydraulic conductivities than the
same GCLs when permeated with deionized water [Chen et al., 2018]. Available data indicates
that "Typical CCP Leachates" may increase the measured hydraulic conductivity by up to one
magnitude when subjected to low confining pressures; while, "High Strength Leachates" may
increase the measured hydraulic conductivity by up to four orders of magnitude.
Confining Pressure durinp,Hydration
Currently,the typical confining pressure for the GCL at the base of Area 1 is approximately 2,375
psf or 114 kPa,assuming a CCR unit weight of 95 pounds per cubic foot(pco. However,the CCR
placement rate is unknown. Thus, Geosyntec evaluated the GCL performance if hydrated at both
20 kPa and 100 kPa. As shown in Table 2, increased confining pressure at hydration decreases
the measured hydraulic conductivity.
GCL Performance Range
Geosyntec evaluated the "best case" and "worst case" scenarios to bound the estimated
performance of the installed GCL at Area 1. Specifically, Geosyntec evaluated the following
scenarios:
GC6463/ARA_Area 1_GCL Performance_Eval
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Mr. John R. Toepfer,P.E.
21 September 2018
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• CCR was placed rapidly with only leachate permeation of Typical CCP Leachate as the
"best-case" condition. For the "best case" scenario the GCL's hydraulic conductivity
could be up to one order of magnitude higher than those measured within the
laboratory.
• A"worst-case" scenario where CCR was placed slowly, leachate permeation occurred
under low confining stresses,the GCL was not pre-hydrated,and the leachate chemistry
is similar to the "High Strength Leachate" was also evaluated. Each of these
assumptions is conservative, and are not representative of anticipated in-situ
conditions. Under the "worst-case" scenario, the GCL's could be four orders of
magnitude higher than measured within the laboratory.
The above assumptions indicate the GCL performance is dependent on several components that
could lead to up to four orders of magnitude difference in hydraulic conductivity. However, the
hydraulic conductivity range narrows as GCL placement assumptions approximate standard of
care/practice (e.g., GCL allowed to hydrate from subgrade moisture and/or evening dew prior to
permeation with leachate).
Geosyntec also reviewed (i) CCR leachate data available from another Duke Energy site and (ii)
hydraulic conductivity test results performed using a synthetically generated Duke Energy CCR
leachate and a typical, non-treated GCL. A GSE BentoLiner NSL liner was selected at a
comparison site and Table 3 presents a comparison between the GSE BentoLiner NSL and the
C1ayMax®20OR GCL laboratory measured properties to demonstrate the two GCLs are equivalent
products.
The literature review presented herein and review of CCR leachate data from other Duke Energy
facilities indicate that the expected leachate characteristics are likely similar to the Typical CCP
Leachate [Benson et al. 2014]. The literature review indicates that leachate characteristics can
impact the hydraulic performance of GCLs; however, GCLs typically perform between 10-8 cm/s
and 10' cm/s (Figure 2), with respect to hydraulic conductivity when exposed to CCR leachate.
Earlier research performed.by Kolstad [2004] indicated that a majority of tested leachates result in
GCL performance between 10-9 cm/s and 10-8 cm/s (Figure 3). In addition, the hydraulic
conductivity of non-treated GCL (e.g., GSE BentoLiner NSL GCL)permeated with CCR leachate
from another Duke Energy site under 4 psi (27.6 kPa) confining stress resulted in measured
hydraulic conductivity values between 3.9 X 10-10 cm/s to 3.3 X 10-9 cm/s.
GC6463/ARA Area_1_GCL Performance_Eva1
engineers I scientists I innovators

Mr. John R. Toepfer,P.E.
21 September 2018
Page 7
CLOSURE
If you have any questions or require additional information, please do not hesitate to contact Mr.
James D. McNash at 704.227.0855 or at [e-mail].
Sincerely,
J es D.�NM�c-Nash,P.E.(Nc)
Project Engineer
.Damasc o,Ph.D., .E. (rrc,FL)
Prin pal Engineer
GC6463/ARA_Area_I_GCL_Performance Evai
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Mr. John R. Toepfer,P.E.
21 September 2018
Page 8
REFERENCES
Benson, C., and Meer, S. (2009). Relative Abundance of Monovalent and Divalent Cations and the
Impact of Desiccation on Geosynthetic Clay Liners. Journal of Geotechnical and
Geoenvironmental Engineering. Vol. 135(3):pp. 349-358.
Chen, J.N., Benson, C. H., and Edil, T. B. (2018). Hydraulic Conductivity of Geosynthetic Clay
Liners with Sodium Bentonite to Coal Combustion Product Leachates, Journal of
Geotechnical and Geoenvironmental Engineering,Vol. 144(3): 04018008.
EPRI (2006). Characterization of Field Leachates at Coal Combustion Product Management Sites,
Electric Power Research Institute,Rep.No. 1012578,Palo Alto, CA.
EPRI (2009). Coal ash: Characteristics, management, and environmental issues. Electric Power
Research Institute.Rep.No. 1019022,Palo Alto, CA.
Jo,H.Y.,Katsumi,T.,Benson,C.H.,and Edil,T.B. (2001).Hydraulic Conductivity and Swelling
of Nonprehydrated GCLs Permeated with Single-Species Salt Solutions. Journal of
Geotechnical and Geoenvironmental Engineering, Vol. 127(7): pp. 557-567.
Jo,H. Y., Katsumi, T., Benson, C. H., and Edil, T.B. (2004). Hydraulic Conductivity and Cation
Exchange in Non-Prehydrated and Prehydrated Bentonite Permeated with Weak Inorganic
Salt Solutions, Clays and Clay Minerals, Vol. 52(6):pp.661-679.
Kolstad, D. C., Benson, C. H., and Edil, T. B. (2004). Hydraulic Conductivity and Swell of
Nonprehydrated Geosynthetic Clay Liners Permeated with Multispecies Inorganic
Solutions, Journal of Geotechnical and Geoenvironmental Engineering. Vol. 130(12): pp.
1236-1249.
Shackelford, C. D., Benson, C. H., Katsumi, T., Edil, T. B., and Lin L. (2000). "Evaluating the
Hydraulic Conductivity of GCLs Permeated with Non-Standard Liquids", Geotextile and
Geomembranes,Vol. 18:pp. 133-161.
GC6463/ARA Area_1_GCL_Performance_Eval
engineers I scientists I innovators

TABLES

Table 1. Summary of Hydraulic Conductivity Testing [Chen et al.,2018]
Final GCL Hydraulic conductivity (m/s) at specified effective stress
Prehydration Permeation thickness Swell index
GCL method liquid (nun) (mL/2 g) 20 kPa 100 kPa 250 kPa 450 kPa
CS None DI water 10.8 36.0 2.6 x 10-11 - - -
Typical CCP 5.4 29.5 5.7 x 10-10 1.3 x 10-10 3.3 x 10-1 1.5 x 10-11
Low RMD 5.1 24.0 2.0 x 10-9 1.3 x 10-10 2.3 x 10-11 1.1 x 10-11
FGD 52 18.5 8.8 x 10-9 1.3 x 10-11 3.3 x]0-11 1.7 x 10-11
High strength 52 15.0 1.7 x 10' 4.6 x 10-1 12 x 10-4 9.8 x 10-10
5.8a 15.0 4.5 x 10-9u
Trona 5.1 8.0 1.2 x 10-0 12 x 10-7 7.4 x 10-9 1.1 x 10-9
7.5a, 4.9b 8.0,8.0 1.8 x 10-7a 3.2 x 10_12b
Subgrade Typical CCP 5.4 25.0 7.6 x 10-11 1.1 x 10-11 6.5 x 10-12 2.4 x 10-1'-
Low RMD 52 22.0 LO x 10-9 4.5 x 10-10 3.9 x 10-11 2.2 x 10-11
FGD 5.4 18.0 8.0 x 1.0-8 2.3 x 10-11 5.1 x 10-12 1.9 x 10-1'-
High strength 5.3 20.0 8.7 x 10-7 1.2 x 10-8 3.2 x 10-11 1.6 x 10-11
Trona 5.1 21.5 2.6 x 10-0 1.0 x 10-7 2.1 x 10-9 5.0 x 10-10
DI water Trona 92 34.0 7.0 x 10-10 - - -
GS None DI water 10.3 32.5 3.6 x 10-11 - - -
Typical CCP 5.5 24.5 3.2 x 10-10 5.7 x 10-11 1.3 x 10-11 5.8 x 10-1'-
Low RMD 5.2 21.5 9.6 x 10-9 7.7 x 10-9 5.1 x 10-9 ].1 x 10-9
FGD 5.2 19.0 1.8 x 10-8 1.5 x 10-1 3.3 x 10-9 3.2 x 10-10
High strength 5.1 13.0 1.5 x 10-1 9.9 x 10-9 4.3 x 10-J 1 1.7 x 10-11
5.8a 13.0 6.5 x 10-10'
Trona 5.2 8.0 5.4 x 10-8 8.1 x 10-9 1.4 x 10-9 5.3 x 10-11
7.0a, 5.Ob 8.0, 8.0 1.3 x 10-10' 3.0 x 10-12b
Subgrade Typical CCP 5.5 27.5 5.9 x 10-11 4.7 x 10-11 3.9 x 10-11 3.5 x 10-1'-
Low RMD 5.3 30.0 1.3 x 10-9 4.5 x 10-10 3.9 x 10-11 2.2 x 10-11
FGD 5.3 22.0 1.8 x 10-1 1.5 x 10-8 5.0 x 10-9 2.9 x 10-10
High strength 5.2 24.0 1.3 x 10-1 7.2 x 10-9 1.7 x 10-10 1.8 x 10-11
Trona 5.1 24.0 1.5 x 10-4 3.7 x 10-9 4.2 x 10-10 1.8 x 10-11
DI water Trona 9.3 30.0 6.4 x 10-11 - - -
Note: Thickness measured at end of test at 450 kPa unless specified otherwise; swell index measured with permeant solution after hydration step.
'Corresponds to test on specimen consolidated directly to 100 kPa prior to penneation.
`'Corresponds to test on specimen consolidated directly to 450 kPa prior to permeation.

Table 2. Average Hydraulic Conductivity Test Results [Chen et al.,20181
Hydraulic Conductivity (m/s)at
Prehydration Permeation Specified Effective Stress �l]
Method Liquid 20 kPa 10010a
None DI Water 3.1 x 10-11 _
Typical CCP 4.5 x 10-10 9.4 x 10-11
None Low RMD 5.8 x 10-9 3.9 x 10-9
High Strength 9.3 x 10-8 2.8 x 10-8
Typical CCP 6.8 x 10-11 2.9 x 10-11
Subgrade Low RMD 1.2 x 10-9 4.5 x 10-10
High Stren h 4.4 x 10-' 9.6 x 10-9
Notes:
[1] Average values from two GCLs presented by Chen et al. [2018].
[2] Only conditions which may apply to the Site are included in this table.

Table 3. GCL Product Specification Comparison
Tested Property ® Provided Value
ClayMax 20OR GSE BentoLiner NSL
Bentonite Swell Index 24 ml/2g min 24 ml/2g min
Bentonite Mass/Unit Area 0.75 lb/ft2 0.75 lb/ft2
Hydraulic Conductivity [21 < 5 x 10"9 cm/s [3l <5 x 10-' cm/s [4]
Index Flux [21 < 1 x 10-1 m3/m2/s 11, < 1 x 10-1 m3/m2/s P]
Notes:
[1] Bentonite mass/unit area at zero percent moisture content.
[2] Test program performed with deaired deionized water.
[3] Test program performed at 60 psi cell pressure, 77 psi headwater pressure, and 75 psi tail water pressure.
[4] Tests preformed at 5 psi confining pressure and 2 psi head pressure.

i
FIGURES

102
0 ERPI CCP Leachates
• Synthetic Leachates
101 0
0 Trona •
N 100 00 0 0 High
Typical CCP 0 Strength
® FGD
Q o o � o
tY 101 0
o 0
0 0 0§
0 CO
0
10-2 0 0 Low RMD
0
10-3 0 1 2 3
10 10 10 10
Ionic Strength (mM)
Figure 1. Relationship between RMD and Ionic Strength (I) for CCP leachate in EPRI
database [Chen et al.,20181

10-5
Trona
10
High
E St
10
Law i'GD
_g RIOD Z4A
�0
0
0
10-9
T
_ ,) -1 t1 �CCP
10 - E F I I ----- - - -
10'3 101 102 103
Ionic strength (mM)
Figure 2. Hydraulic Conductivity of GCLs Directly Permeated with CCP Leachate at 20
kPa [Chen et al.,20181

100
MSW Leachate CCP Leachates
• CCP Leachate
LLW Leachates
10 ® Frac Flowback Wate •• A
■ Bauxite Liquor a
400
.... CAI •s='' -�;�'' ;s
�r' Y• Bauxite Liquor
& Flow Back
0.1
. Water
v
0.01
More '
Concentrated
0.001
1 10 100 1000 10000
Valid range for
Kolstad et al.(2004) 1 (MM)
Figure 3.Relationship between GCL Hydraulic Conductivity,Ionic Strength,and Ratio of
Monovalent to Divalent Ions [Kolstad,20041

APPENDIX A — GCL Product Data

geosynthetic clay Liners • geosynthetitc clay liners geosynth,etic clay Inners
-e-Ir
Pr rh
CLAYMAXO 20OR CERTIFIED PROPERTIES
MATERIAL PROPERTY TEST METHOD TEST FREQUENCY REQUIRED VALUES
ft2(m2)
Bentonite Swell Index' ASTM D 5890 1 per 50 tonnes 24 mL/2g min.
Bentonite Fluid Loss' ASTM D 5891 1 per 50 tonnes 18 mL max.
Bentonite Mass/Are2 ASTM D 5993 40,000 ft2(4,000 m) 0.75 lb/ft2(3.6 kg/m2)min
GCL Grab Strength ASTM D 4632 200,000 ft2(20,000 m2) 100 lbs (445 N)MARV
ASTM D 6768 25 lbs/in(44 N/cm)MARV
GCL Peel Strength' ASTM D ASTM D 4632 N/A N/A
6496
GCL Index Flux4 ASTM D 5887 Weekly 1 x 10-8 m3/m2/sec max
GCL Hydraulic Conductivity4 ASTM D 5887 Weekly 5 x 10-9 cm/sec max
GCL Hydrated Internal ASTMD 5321
Shear Strengths ASTM D 6243 Periodic 50 psf(2.4 kPa)typical
Claymax 20OR is an unreinforced GCL consisting of a layer of sodium bentonite between two nonwoven
geotextiles, which are continuously adhered together.
Notes
Bentonite property tests performed at a bentonite processing facility before shipment to CETCO's GCL production facilities.
Bentonite mass/area reported at 0 percent moisture content.
3 All tensile strength testing is.performed in the machine direction using 4 inch grips per modified ASTM D.4632. Results are reported as minimum average roll values
unless otherwise indicated. Upon request,tensile strength can be reported per ASTM D 6768.
4 Index flux and permeability testing with deaired distilled/deionized water at 80 psi(55lkPa)cell pressure,77 psi(531 kPa)headwater pressure and 75 psi(517 kPa)
tailwater pressure. Reported value is equivalent to 925 gal/acre/day. Actual flux values vary with field condition pressures. The last 20 weekly values prior the end
of the production date of the supplied GCL may be provided.
5 Peak value measured at 200 psf(10 kPa)normal stress for a specimen hydrated for 48 hours. Site-specific materials,GCL products,and test conditions must be used
to verify internal and interface strength of the proposed design.
'L ;m_=T'1__­
L
1500 W.Shure Drive Arlington Heights,IL 60004 USA 800.527.9948 Fax [phone]
For the most up-to-date information please visit our website,www.cetco.com
A wholly owned subsidiary of AMCOL International
The information and date contained herein are believed to be accurate and reliable.CETCO makes no warranty of any kind and accepts no responsibility for the results
obtained through application of this information.
Revised 09/04
TR 401-CMR

" II Iff
GSE BentoLiner NSL Geosynthetic Clay Liner
GSE BentoLiner"NSL"is a needle-punched reinforced composite geosynthetic clay liner 4 ,.
(GCL)comprised of a uniform layer of granular sodium bentonite encapsulated between
a woven and a nonwoven geotextile.The product is intended for moderate to steep AT THE CORE::
slopes and moderate to high load applications where increased internal shear strength is This composite clay liner is
required. intended for moderate to
steep slopes and moderate
to high load applications
where increased internal
shear strength is required.
Product Specifications
Tested Property
7-7
Geotextile Property "
Cap Nonwoven,Mass/Unit Area ASTM D 5261 1/200,000 ft2 6.0 oz/ydz MARVQ)
Carrier Woven,Mass/Unit Area ASTM D 5261 1/200,000 ft2 3.1 oz/ydz MARV
Bentonite Pr"operty
Swell Index ASTM D 5890 1/100,000 lb 24 ml/2 g min
Moisture Content ASTM D 4643 1/100,000 lb 12%max
Fluid Loss ASTM D 5891 1/100,000lb 18 ml max
Finished`GGL Property
Bentonite,Mass/Unit Area12) ASTM D 5993 1/40,000 ft2 0.75 lb/ft2 MARV
Tensile Strength(3) ASTM D 6768 1/40,000 ft2 30 lb/in MARV
Peel Strength ASTM D 6496 1/40,000 ft2 3.5 Win MARV
ASTM D 4632(4) 21 lb MARV
Hydraulic Conductivity(s) ASTM D 5887 1/Week 5 x 10-9 cm/sec max
Index Flux() ASTM D 5887 1/Week 1 x 10-8 m3/m2/sec max
Internal Shear Strength") ASTM D 6243 Periodically 500 psf Typical
TYPICAL ROLL DIMENSIONS
Width x Lengthm Typical Every Roll 15.5 ft x 150 ft
Area per Roll Typical Every Roll 2,325 ft2
Packaged Weight Typical Every Roll 2,600 lb
NOTES:
WMinimum Average Roll Value.
.(2)At 0%moisture content.
i3)Tested in machine direction.
•(4)Modified ASTM D 4632 to use a 4 in wide grip.The maximum peak of five specimens averaged in machine direction.
•«)Dealred,deionized water @ 5 psi maximum effective confining stress and 2 psi head pressure.
(s)Typical peak value for specimen hydrated for 24 hours and sheared under a 200 psf normal stress.
•(7)Roll widths and lengths have a tolerance of±1%.
GSE is a leading°manufacturer"and marketer'of geosynthetic lining products and'services We've-,
I" 'built a reputation of reliabh ty,through our dedication,to providing consistency of product,,pf ice
.and protect!on to our global customers
Our commitment to innovation,our focus oquality and our industry expertise allow °
us theflewbility to collaborate with our clients to develop a custom purpose-fit solution.
ENVIRONMENTAL)",,
Fcsr.010 irsfprmatton qn thin productanid others,please visit us at
'f[DURABILITY RUtdS'EEPr�
GS6Worlci.com catl 800 435,2008 or contact Four Local sates office
on •
"
s o
1
This Information is provided for reference purposes only and is not intended as a warranty or guarantee.GSE assumes no liability in connection with the use of this Information.
Specifications subject to change without notice.GSE and other trademarks in this document are registered trademarks of GSE Lining Technology,LLC in the United States and certain
foreign countries.REV 13JUN2012

Laverty, Brett
From: Pickett, Matt<[e-mail]>
Sent: Tuesday, January 22, 2019 3:43 PM
To: Laverty, Brett
Cc: Toepfer, John R; Hill, Tim S.; Nordgren, Scott R.
Subject: [External] RE: Airport Area 1 Inspection 1/2/19
� External email. Do no�el�ek lanks_or a_pe-n=a_ttacF►ments�unlessyou verify Send=all sus_ptcious�mail�as=an attachment�to:-
re cart=s am--_n 0;6 —
Brett,
I made it to the airport today (1/22/19) for an inspection. As expected,the area was frozen, but I didn't see
any signs of movement or exposed ash. Additionally, I took piezometer and transducer data, which will be
included in the January spreadsheet that John will send in the near future.
Thanks,
Matt Pickett, P.E.
Lead Engineer- Duke Energy
Asheville CCP System Owner
200 CP&L Drive
Arden, NC 28704
AVL—828.650.7128
CELL—828.216.1398
i

Brett
rom: Toepfer, John R <[e-mail]>
Sent: Tuesday, January 22, 2019 12:41 PM
To: Laverty, Brett
Cc: Sullivan, Ed M; Czop, Ryan; Pruett, Jeremy J.; Hill, Tim S.; Nordgren, Scott R.; Pickett, Matt;
Williams, Teresa Lynne; Woodward, Tina; Walls, Jason A; Kafka, Michael T.; Hanchey,
Matthew F.; McIntire, Mark D; Culbert, Erin; McNash, James-geosyntec; Michael A. Reisman
([e-mail]); John Coon [e-mail]); Damasceno, Victor-Geosyntec;
Sheetz, Bryson
Subject: [External] December 2018 Surveying Results-Asheville Airport Area I
Attachments: Airport Area 1 Piezometers and Survey Data December 2018.xlsx
� � "�External email,Do_-not click links or open_attachments unless you venfysSend ap suspicious email as an attachment fo T"
Brett- Below and attached is the information from the December 2018 survey at Asheville Airport Area I along with
Geosyntec's observation (this continues from the November surveying results submitted to you on December 21, 2018):
Geosyntec received on January 8, 2019 the surveying data collected by McKim &Creed on December 17, 2018 for the
ARA Area 1 slope pin monitoring system (Transects A through N).
For Transects A through J,Geosyntec compared the data against the baseline survey collected October 4, 2017 and
computed the relative movement. For Transects K through N, Geosyntec compared the data against the baseline survey
collected November 15, 2017.
In October 2018,temporary grading improvements on the east cell top deck and additional riprap placement at the east
cell slope toe inadvertently damaged or obscured select slope pins. In early November 2018, Geosyntec visited Area 1 to
locate and/or replace damaged slope pins identified during the October 15, 2018 survey event. Replaced slope pins
were denoted in the field with an "-R" suffix and the November 28, 2018 event serves as the baseline survey for these
slope pins,which were highlighted in the attached spreadsheet(calculated displacement tab).
As described previously and provided in the 90-day report, starting with December 12, 2017 survey data, computations
were updated to present the direction of displacement in the lateral (xy) direction as an angle (°). In addition,the
magnitude of displacement is calculated for both the lateral direction and elevation to better distinguish between
possible slope movements and subsidence, respectively. Per corrective action item 7(a)and 7(b) in NCDEQ's Review of
the 90-Day Report Submittal and Required Interim'Measures Letter, dated April 30, 2018, Geosyntec revised the slope
pin movement reporting tolerance to 0.2-ft for recently collected data.
Geosyntec's observations are as follows:
• Slope pins Al, B1, C1, C2, D1 to D3, E2, E3, F1, F3,G1 to G3; H1 to H3, 16, 17; and J6 were replaced/relocated and
a baseline survey established. These slope pins are reported with the "-R"suffix.
• Slope pin D7 was identified with a calculated lateral displacement greater than the 0.2-ft. reporting limit when
compared with the baseline survey event.
• Slope pins B8 and G6 were identified with a calculated settlements greater than the 0.2-ft reporting limit when
compared with the baseline survey event.
Geosyntec performed an inspection of Area 1 in support to the Q4 Area 1 Slope Monitoring Report on December 17,
2018 while McKim and Creed performed the routine surveying event. Geosyntec observed equipment paths and in the
1

pe pin rows 6 and 7.As suL[,,',-omputed settlements or displacements... 'iese areas may be the result of the
Regional Airport Authority's maintenance equipment, but will be monitored during future inspections.
raft Site Conceptual Model report is under internal review and Duke Energy anticipates submittal to DEQ in the
veek or so. For 2019, Duke Energy proposes the following Inspection and Monitoring schedule of activities at the
rt:
�eosyntec will continue to prepare quarterly reports (Q4 2018 report anticipated to be submitted to DEQ in early
February 2019)for 2019
Duke Energy will complete every other week inspections at Area I and after certain sized rain events. Quarterly
inspections per permit WQ0000020 continues for Area III and Area IV
McKim and Creed with complete quarterly surveying events in 2019 with Q1 completed in January 2019. Future
surveying events for 2019 anticipated in April,July and November to coincide with 'expanded' quarterly'surface water'
sampling at Area I.
GW monitoring continues per permit WQ0000020 in April and November for Areas I, III and IV GW wells.
Please let me know of questions you have. 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
z

1
t
L %
Brett
From: Pickett, Matt<[e-mail]>
Sent: Thursday, January 03, 2019 4:24 PM
To: Laverty, Brett
Cc: Toepfer, John R; Hill, Tim S.; Nordgren, Scott R.
Subject: [External]Airport Area 1 Inspection 1/2/19
External email. Do not click inks or open attachments unless you verified.Send all suspicious email as an attachment to
rte .oats am _<nc-. ou
B rett,
I made it to the airport yesterday (1/2/19)for an inspection. With all the rain, the area was pretty wet, but I
didn't see any signs of movement or exposed ash. Monday-we have the quarterly surface water
sampling. Hope you had a good holiday.
Thanks,
Matt Pickett, P.E.
Lead Engineer- Duke Energy
Asheville CCP System Owner
200 CP&L Drive
Arden, NC 28704
AVL—828.650.7128
CELL—828.216.1398
1