20001195 Ver 17_Response to Public Notice Comments_20200603

Staff Review
Does this application have all the attachments needed to accept it into the review process?*
r Yes r No
ID#* Version* 17
20001195
Is this project a public transportation project?* r Yes
r No
Reviewer List:* Sue Homewood:eads\slhomewood
Select Reviewing Office:* Winston-Salem Regional Office - [phone]
Does this project require a request for payment to be sent?*
r
Yes
r
No

Project Submittal Form
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mandatory questions are answered.
Project Type: r
New Project
r
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r
Pre -Application Submittal
r
More Information Response
r
Other Agency Comments
r
For the Record Only (Courtesy Copy)
r
Stream or Buffer Appeal
New Project - Please check the new project type if you are trying to submit a new project that needs an official approval
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do not have the expectation that your submittal will be considered a complete application requiring a formal decision.
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you have and ID# and version for this response.
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Is this supplemental information that needs to be sent to the Corps?*
r Yes r No
Project Contact Information
Name: Kelly Thames
Vft is subrritting the inforrration?
Email Address: [e-mail]
Project Information
Existing ID #: Existing Version:
20001195 17
20170001(no dashes)
Project Name: Charlotte Douglas International Airport Expansion
Is this a public transportation project?
r Yes
r No
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r Yes r No r Unknown
TIP#: WBS#:
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County (ies)
Mecklenburg
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SAW-2018-
47.45MB
001071_CLTAirpot_ResponsePublicNoticeCommen...
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Describe the attachments:
Response to Public Notice comments for the Individual Permit application.
Sign and Submit
V By checking the box and signing box below, I certify that:
• I have given true, accurate, and complete information on this form;
• I agree that submission of this form is a "transaction" subject to Chapter 66, Article 40 of the NC General Statutes (the
"Uniform Electronic Transactions Act")
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• I understand that an electronic signature has the same legal effect and can be enforced in the same way as a written
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Signature:
K6ff# Tuw
Submittal Date: Is filled in autorratically.

CLT Airport Expansion I SAW-2018-01071
Responses to Public Notice and Request for Information
June 2, 2020
June 2, 2020
Mr. David Shaeffer
U.S. Army Corps of Engineers
Wilmington Regulatory District
Charlotte Regulatory Field Office
8430 University Executive Park Drive, Suite 611
Charlotte, North Carolina 28262
Subject: Charlotte Douglas International Airport Expansion
SAW-2018-001071 AND DWR# 20001195
Response to Public Notice
Dear Mr. Shaeffer,
On behalf of the City of Charlotte — Aviation Department, HDR would like to thank you for your comments
in response to their Individual Department of the Army Permit, submitted on January 31, 2020 for the
proposed expansion of the Charlotte Douglas International Airport (CLT or Airport) in Mecklenburg
County, North Carolina. A copy of the Public Notice comments is included in Appendix A. Please see the
following Public Notice responses, organized by date. Should you have any questions or require
additional information following your review of the enclosed materials, please contact me at (704) 338-
6710 or kelly.thamesa-hdrinc.com.
Sincerely,
HDR, Inc.
Kelly Th mes, PWS
Environmental Project Manager
Attachments: Appendix A: Public Notice Comments
Appendix B: IP Figures (IP Appendix A) — REVISED
Appendix C: Plan Sheets — REVISED
Appendix D: Stormwater Master Plan Map and Airport Layout Plan
Appendix E: Monitoring Plan

CLT Airport Expansion I SAW-2018-01071
Responses to Public Notice and Request for Information
June 2, 2020
Since the submittal of the Individual Permit (IP) application and with the evaluation Public Notice
comments below, one permanent loss impact (PS1-1) and two temporary impacts (TS5-1 and TS6-
1) have been eliminated from the North End Around Taxiway (NEAT) element in Phase 1.
Additionally, the reevaluation of culvert slopes and the waterline alignment resulted in a reduction of
permanent loss and temporary stream impacts of 261 linear feet and 366 linear feet, respectively
(Table 1 and Table 2). New impacts in the form of permanent, non -loss stream impacts (204 linear
feet) are associated permanent stream impacts, but do not result in permanent loss of waters
(Figures 10, 13, and 17, Appendix B).
Overall stream impacts for Phase 1 have been reduced by 423 linear feet. Phase 1 stream
mitigation credits would be reduced by 470.25 credits for a total of 8,714.5 stream credits proposed
for 3,284 linear feet of permanent loss stream impacts (Table 3). A previously approved permanent
loss stream impact totaling 2,614 linear feet (SAW-2006-32521), is not included in total stream loss
totals, but is included in the stream credits proposed. Wetland impacts and credits have not
changed since the IP submittal. Table 4 provides an overall summary of changes noted above. A
complete set of revised IP figures (from IP Appendix A) is provided in Appendix B.
Table 1. S
for Phase 1 and Phase 2 — REVISED 5/20/2020
Perennial Streams (LF)
11,117* 174 246 11,537
Intermittent Streams (LF)
318 30 172 520
Wetlands (AC)
5.89 0 0 5.89
�tream Total:
11,435 ILM
Wetland Total:
5.89 AC —
* Does not include the 2,614 LF of a previously approved impact per SAW-2006-32521
Table 2. Phase 1
— REVISED 5/20/2020
Perennial Streams (LF) 1,302 174 246 1,722
Intermittent Streams (LF) or 0 0 172 I 172
Wetlands (AC) 0.68 0 0 0.68
Perennial Streams (LF) 1,857* 0 0 1,857*
Intermittent Streams (LF) 125 30 0 155
Wetlands (AC) 0.14 0 0 0.14
1,982 LF*
0.14 AC
Stream Total:
0 LF 2,012 LF
0 AC 0.14 AC
418 LF
Wetland Total: —
* Does not include the 2,614 LF of a previously approved impact per SAW-2006-32521
3,906 LF
0.82 AC
2

07Z
CLT Airport Expansion I SAW-2018-01071
Responses to Public Notice and Request for Information
June 2, 2020
Table 3. Phase 1 Mitigation Credits - REVISED 5/12/2020
Stream Impacts
HUC 03050101
PS2-1
S2
NEAT
High
2:1
215
430
PS3-1
S2
NEAT
High
2:1
66
132
PS4-1
S1
NEAT
High
2:1
400
800
PS5-1
S10
NEAT
High
2:1
484
968
PS6-1
S9
NEAT
High
2:1
137
274
HUC 03050103
PS7-1
S25
SCF
Low
1.5:1
823
1,234.50
PS8-1*
S25
SCF
-
1:1
(2,614)*
2,614
PS9-1; Reach 1
S26
SCF
Low
1.5:1
91
136.5
PS9-1; Reach 2
S26
SCF
High
2:1
444
888
PS10-1
S27
SCF
Medium
1.75:1
42
73.5
PS11-1
S25
SCF
High
2:1
457
914
PS12-1
S34
SCF
High
2:1
125
250
Total Proposed Stream Impacts/Credits:
3,284 LF*
8,714.50
Wetland Impacts
HUC 03050101
PW1-1
W5
NEAT
High
2:1
0.46
1
PW2-1
W6
NEAT
Low
1.5:1
0.22
0.5
HUC 03050103
PW3-1
W15
SCF
High
2:1
0.01
0.25
PW4-1
W22
SCF
High
2:1
0.04
0.25
PW5-1
W24
SCF
High
2:1
0.09
0.25
Total Proposed Wetland Impacts/Credits:
0.82 AC
2.25
^ PS1-1 = Permanent Stream Impact 1 - Phase 1; PS2-1 = Permanent Stream Impact 2 - Phase 1, etc
* Does not include the 2,614 LF of a previously approved impact per SAW-2006-32521
3

01
CLT Airport Expansion I SAW-2018-01071
Responses to Public Notice and Request for Information
June 2, 2020
Original New Impact Original New
Impact ^ Feature Impact Amount Stream Stream
Number Amount (LF) (LF)" Credit Credit
Amount Amount
PS1-1
S8
207
eliminated
362.25
eliminated Eliminated Duke Access Drive
culvert crossing
Refined design of Old Dowd Rd
PS2-1
S2
250
215 loss
500
430
relocation culvert crossing slope
evaluated
66 loss
136
132
Ticer Branch Detention access
road culvert slope evaluated
PS3-1
S2
68
Ticer Branch Detention access
42 non -loss
n/a
n/a
road grade control as rock vanes
to lessen culvert slope
125 loss
284
250
Coffey Creek Detention access
road culvert slope evaluated
PS12-1
S34
142
Coffey Creek Detention access
30 non -loss
n/a
n/a
road grade control as rock vanes
to lessen culvert slope
New impact; permanent
PS13-1
S1
n/a
63 non -loss
n/a
n/a
stormwater outfall rip rap on
stream bank
New impact; permanent
PS14-1
S11
n/a
18 non -loss
n/a
n/a
stormwater outfall rip rap on
stream bank
New impact; permanent riprap
PS15-1
S11
n/a
51 non -loss
n/a
n/a
bridge abutment protection on
stream bank
Temporary
Impacts
TS3-1
S6
274
52
n/a
n/a
Realigned waterline in this location
TS5-1
S11
102
eliminated
n/a
n/a
Waterline realigned to avoid
temporary crossing
TS6-1
S12
93
eliminated
n/a
n/a
Waterline realigned to avoid
temporary crossing
TS7-1
S11
81
87
n/a
n/a
Waterline realigned; location of
TS7-1 moved
Constructability issues on road
TS8-1
S15
60
72
n/a
n/a
embankment slope; temporary
easement flipped to the north
New impact; temporary waterline
TS9-1
S2
n/a
33
n/a
n/a
crossing downstream of ODR
culvert
^ PS1-1 = Permanent Stream Impact 1
- Phase 1; PS2-1 = Permanent
Stream
Impact 2
- Phase 1, etc.
A loss impact is the permanent loss of
waters; a non -loss impact is a permanent impact that does not result in loss of waters.
4

CLT Airport Expansion I SAW-2018-01071
Responses to Public Notice and Request for Information
June 2, 2020
National Oceanic and Atmospheric Administration — National
Marine Fisheries Service:
February 19t", 2020
1. Based on information in the public notice, the proposed project would NOT occur within
essential fish habitat (EFH) designated by the South Atlantic Fishery Management Council,
Mid -Atlantic Fishery Management Council, or the NMFS. Present staffing levels preclude
further analysis of the proposed work and no further action is planned.
No response required.

CLT Airport Expansion I SAW-2018-01071
Responses to Public Notice and Request for Information
June 2, 2020
North Carolina Department of Environmental Quality, Division of
Water Resources — Request for Additional Information:
March 6t", 2020
1. If the U.S. Army Corps of Engineers requests a response to any comments received as a result
of the Public Notice, please provide the Division with a copy of your response to the USACE.
[15A NCAC 02H .0502(c)]
Provided herein.
2. On IP Appendix A- Figure 8, please explain why the road cannot be aligned to further minimize
the impacts to the stream by using the existing culvert location.
The existing culvert remains from what appears to have been an erosion control basin that is
currently inactive. Negotiations with Duke Energy have progressed since submittal of the IP
application and the Duke Access Drive (the exclusive driveway originally requested by Duke
Energy) has been removed from the North End Around Taxiway (NEAT) element and will not be
constructed as a part of this project. Stream 8 (PS1-1) will no longer be impacted by the Duke
Access Drive.
IP Appendix A, Figure 8. NEAT Impacts TS1-1 — REVISED 5/12/2020
6

CLT Airport Expansion I SAW-2018-01071
Responses to Public Notice and Request for Information
June 2, 2020
3. The application notes that Duke Energy has requested an exclusive access road. Please
provide further justification that explains why exclusive access is necessary.
Negotiations with Duke Energy have progressed and the Duke Access Drive (the exclusive
driveway originally requested by Duke Energy) has been removed from the project and will not be
constructed as a part of this project. Stream 8 (PS1-1) will no longer be impacted by the Duke
Access Drive.
4. On IP Appendix A — Figure 11 it is noted that impacts are proposed to Stream 10 for
removing connectivity (jurisdiction) to downstream impacted areas. The Division believes
the same would be true for Wetland W6. Please update the plans to include impacts to
Wetland W6 in Phase 1 rather than Phase 2.
The remaining portion of Wetland 6 is downstream of proposed Phase 1 impacts depicted in this
figure. Wetland 6 flows to the north and is connected to downstream waters via a pipe beneath
existing Old Dowd Road where flow discharges to a rip rap lined ditch between Old Dowd Road and
the Norfolk Southern Railroad. This stormwater drainage ditch then connects to a pipe beneath the
railroad where flows are connected to downstream waters. Therefore, this portion of Wetland 6
would not be disconnected from jurisdiction as a result of Phase 1 impacts. We respectfully ask to
maintain this portion of Wetland 6 as an impact accounted for in Phase 2.
City Stommater Pipes
eX sting • rr •t]o d'Raad __ r=— _-
s
t f Welland 6 - PW2-1
0.22 ac permanent impact
�.• �.. .:n�",..1,. (grade and fill)
NCWAM: Low s'
Proposed Ratio: 1.5:t
jI W5 . 0.5 wetland credits
ajam ' ]1'.. y '•.. Stream 9 - PS6-1
Wetland s - PW1 1 137 if permenent impact
0.46 ac permanent impact (grade and HII)
(grade and fill)
lVCSAM: High 01 NCSAM: High
cLT IPar�undaq l4,$52W.) Proposed Ratio: 2:1 c. "'ir., n a l Proposed Ratio: 2:1
�.-- Sl earns } - 274 stream credits
1.1] wetland credits
welmnas �r o.
open wafer Stream 10 - PS5-1 �t o- - Runway 1$CY36C
c,nvans 484 If permanent impact _
Raaroad ceraenlne (removing from jurisdiction for �s �d 1I
NEAT Impac[a impacts to W5 and S9) . r 14
rV. Parma nenl stream Impacts
Temporary Stream Impacts Charlotte flouglas Intamational Airport (CLT)
Propos f: High � Applicant: City of Charloke-Aviation Deparhnenl
Perna nern Wetland Impacts proposed R9t10: 2:1 :+•;;�' ',• t.
i r� Date: 5/1212020
��'A'�-'� Borrow Pit 988 stream credits ;:- ' _ :L'% IpII' snW-20l8i0 1071
1P I'? eVfA.i--agxsc. it
IP Appendix A, Figure 11. NEAT Impacts PS5-1, PS6-1, PW1-1, and PW2-1 — REVISED 5/12/2020
7

CLT Airport Expansion I SAW-2018-01071
Responses to Public Notice and Request for Information
June 2, 2020
5. Please provide information regarding alternative alignment of the relocated waterline. It
appears thatthere may be alternative alignments which would minimize impacts. Please also
explain the need forthe significant width of the corridor as it appears that this width increases
the impacts beyond what is typically require for utility installation.
Since the IP submittal, further field investigation was performed by the Design Team. In conjunction
with field observations and a more detailed survey, the waterline alignment will move north of
Stream 11 and cross the stream downstream of an existing culvert. The 60-foot-wide easement is
intended to be reserved for future CLT Water utilities. The revised alignment eliminates Impacts
TS5-1 and TS6-1.
The NEAT requires the relocation of existing Old Dowd Road, which is also the same alignment for
an existing 24-inch water main. Therefore, as a result of the NEAT construction, the existing 24%
inch water main along the road would be directly impacted. The proposed waterline is the relocation
of the existing water main in an effort to accelerate the project schedule by filling the gap in the CLT
Water system for those impacted by the demolition of the existing 24-inch waterline. The water line
relocation will also provide redundancy and a temporary source of water. This will allow the safety -
oriented project of the NEAT to progress significantly faster than if this relocation is not
implemented.
Additionally, two new impacts are located in the figure below. Both are permanent, but non -loss of
waters impacts; meaning that the impact is a permeant impact to the channel, but does not result in
a loss of waters. Impact PS14-1 is a permanent non -loss impact associated with rip rap protection
of a stormwater outfall that extends down the right bank of Stream 11 (Sheet 3 of 25, Appendix C).
Additionally, in the same location of PS14-1, there will be approximately 60 linear feet of rip rap
bank protection on the right bank (outside bend) of the channel, to be hand -placed, keyed into
existing grade, and placed above the ordinary high water mark, thus not constituting an impact.
This bank protection is necessary due to the potential for scour resulting from the placement of a
concrete wall supporting the bridge's approach.
Impact PS15-1 is a permanent non -loss impact associated with the rip rap protection of a bridge
bent located approximately 12 feet from the right bank of Stream 11 (Sheet 3 of 25, Appendix C).
Rip rap scour protection wraps around the bent and down the bank of Stream 11. Due to the
proposed length, height, and span of the bridge to accommodate the existing railroad, the bent
requiring scour protection cannot be moved further from the stream bank.

01
CLT Airport Expansion I SAW-2018-01071
Responses to Public Notice and Request for Information
June 2, 2020
ucanp Charfolte Douglas Internalional Alrport (CLTj
©crT Iv ea,.,day µ,esz ee.l Applicant City of Charlolte-Avialicn Department ,v 1 inch = MG feel;'
rr„ s ­ DATE: 5112r2020 Stream 11 - TS4-1
96 Yaewnd. SAW2019-01071 51 if temporary impact
g� Ownyyy,er (tempoary construction Old Dowd Road
D i.S aCroae"e access) da Relocation
+ RnMeetl enb Inr Stream 11 - TS7-i p to span railroad
neArlmp.a. 87 If of temporary impact PS15-1 c with bridge
t dit� Permanent 5vea m l rripaas waterline installation 51 If permanent non -loss
7empaay8eream Impx (24" ductile iron pipe impact (rip rap bridge bent 9
z P"'w'"lWmWndt"'nact• open cut utility install) protection)
a."aenaM Easement �
Tempwary Ea"nnernt
permanent Lasc:rlu:rl: ,s-
�---y[
. Propwed za'
Slarm p,an■9e E.a■men ,... �=:sT:y •�,.ti �•-.-, tie .•:�s� �.
Stone Oran OWall I iaS'f+r'4� .w3� .. _:���� •.
r
ft
�i"� r:aterline movedtonorth 1 y
:>. '°" de of Stream 111m�y
v `
I' '��rLr� ;. '!.xr.•. _ � _ _� .:�rer locations of T55
:-
°.:ii .f:%, `A • -56-1 impacts
i r:... 19V8 .. ..r" _
{y ..,1I"• .,, impact move:::;,
former location of TS7-1
abeam 11 - PS14-1 :.
18 1f permanent impact [non -Sass}
(storm drainage outfall) a
waterline to be jack" 30-ft permanent easement ■
and bored beneath 10-ft lemporary easement each side no mitigation ■� •
railroad (no impacty tk
connection to existingr
waterline along Old ����AA �.�
Dowd Road � �
IP Appendix A, Figure 13. NEAT Impacts TS4-1, TS7-11, and new Impacts PS14-1 and PS15-1 — REVISED
5/12/2020
9

CLT Airport Expansion I SAW-2018-01071
Responses to Public Notice and Request for Information
June 2, 2020
6. On IP Appendix A —Figure 12, Impact area TS3-1: Please provide site specific drawings
indicating how these features are to be impacted during construction activities and how they
are to be restored upon construction completion. The typical dewatering specifications provided
with the application for stream crossings are not sufficient for paraIle Iimpacts. Please also
describe how downstream water quality will be protected during construction activities when
a stream is parallel within the project corridor. Please provide site -specific restoration details
for this location. The Division is specifically concerned with any proposal to restore the channel
to pre- construction location when the channel is parallel with the utility line and within a
location where long term maintenance activities are likely to have permanent impacts to the
channel. [15A NCAC 02H .0506(b)(2)]
Since the IP submittal, further field investigation was performed by the Design Team. In conjunction
with field observations and a more detailed survey, the waterline alignment has been revised to
minimize impacts to Stream 6. The previous waterline alignment was parallel to a portion of Stream
6 and previously proposed impacts would have required site -specific restoration details. With the
alignment revision, there is one perpendicular crossing and restoration of the stream is not
necessary.
LEGEND
Q CLT IP Boundary (4-1552 ac.)
dreams
waaands
open miler
Fxmbnrt CuP ens
- Ralmad ceruernna
NEAT lmpao(s
139rmaronl Seeam Impact
Temporary Stream Irr"ols
Pg anent Wetland rrmacts
farmer location of TS3-1
` survey data revealed
j that bend in stream
was not correct
K• �r
Stream 6 - T53-1 WIN. rn
52Iflemporary imps
waterline 0'. ,
(24" ductile iron pipe
open cut 0hly install)
S
V
y
] vc h = 150 Feet
30-ft wide permanent easement
10-ft wide teri easement both sides
to existing
Stream 7 - T52-1
•,�I eigarn Rt
$5 If temporary impat
: -
line along Sears Road
ne
and g�rnstall)
-. .
Temporary Easement
E-nnection
:ColoPipeline cut
Cha rfc tte Lao uglas IMe rn al is naI Alrpcn [L Lr'=
Apip cant: City of Charlotte -Aviation Department
Proposed 24-Wa%rnne
= 390 reef
;pcen
r., Itv
Dale: 5112M20
Pro sed corrnial
pa=.AW-201M1071
-
Pipeline
.. ��.e� .�-.-- .... �,�.-
-Y�.r�rl�lreri�s��a�rr
= .'evil!'-. a;`
IP Appendix A, Figure 12. NEAT Impacts TS2-1 and TS3-1 — REVISED 5/12/2020
ill

CLT Airport Expansion I SAW-2018-01071
Responses to Public Notice and Request for Information
June 2, 2020
7. On Appendix A —Figure 14, please explain why the waterline alignment cannot be within,
or closer to, the road shoulder as shown further down Old Dowd Rd.
At this location, Old Dowd Road embankments are steep (approximately a 1:1 slope) and shoulder
widths are very narrow after edge of pavement ends (2 to 3 feet) on both sides of the road.
Additionally, the existing shoulder is already occupied by existing telecom utilities. The
embankment grade exceeds that which CLT Water allows for utilities to cross a slope (3:1 or flatter)
and the North Carolina Department of Transportation (NCDOT) will not allow the construction of the
waterline within the pavement limits. Considering the existing cross section of the roadway, lack of
road shoulder, and CLT Water and NCDOT requirements, it is necessary to install the waterline at
the base of the existing slope. The installation of the waterline at the toe of the slope would not
result in permanent impacts to the stream. This existing condition is not present further to the east,
along Old Dowd Road, where the existing embankments are not as steep. This allows the
placement of the waterline much closer to Old Dowd Road.
If the waterline were to be installed closer to the road pavement in the road shoulder or in the
embankment, additional embankment fill would be needed to widen the road shoulder and reduce
the slope embankment grade. An extension of the culvert to accommodate for the additional
embankment fill would be necessary, resulting in permanent impacts to the stream. Since the
submittal of the IP, temporary impacts at this location have increased slightly due to the need to flip
the temporary easement from the south to north side of the waterline alignment as a result of
constructability issues on the road embankment.
IP Appendix A, Figure 14. NEAT Impact TS8-1 — REVISED 5/12/2020
01

CLT Airport Expansion I SAW-2018-001071
Public Notice Response
May 12, 2020
8. While buria I of culverts is typica I ly required by the regulatory agencies, given the relatively steep
slope (2.5%) of the some of the proposed culverts, we are concerned that the streams at these
locations would be subject to headcutting above the proposed culverts due to the proposed 1'
invert burial. Please re-evaluated each location and provide revised plans that do not include
culvert burial (beyond that necessary for low flow passage), or otherwise address the concern
for headcutting, for any culverts proposed to be installed at steepgrades.
In the original IP submittal, three culvert crossings (Impacts PS2-1, PS3-1, and PS12-1) were
designed with greater than 2.5% slopes. Due to this request, these culverts were reevaluated and
redesigned with lessened slopes. Revised plan sheet details are provided in Appendix C.
PS2-1 originally was designed at a 3.65% slope and the reevaluation of this culvert resulted in a
2.92% slope (Figure 9, Appendix B and Sheet 2 of 25, Appendix C). Original total impacts at this
location were 250 linear feet. Upon refined design, the impacts have been reduced to 215 linear feet
which includes permanent impacts to the channel as a result of the culvert and rip rap aprons. The
2.92% slope is the minimum design slope that can be maintained to minimize the necessary culvert
length associated with the road fill embankment slopes. A rip rap apron at the culvert inlet as the
transition area between the natural channel bed and the culvert will prevent headcutting of the
channel at the inlet. Additionally, the applicant is proposing 1-foot high sills at both the inlet and
outlet of the culvert and baffles every 35 feet within the culvert to promote natural substrate
accumulation and the seamless transition from natural channel upstream, through the culvert, to
natural channel downstream.
PS3-1 was originally designed at a 4% slope and the reevaluation of this culvert resulted in a 2.5%
slope (Figure 10, Appendix B and Sheets 8 & 9 of 25, Appendix C). Original total impacts at this
location were 68 linear feet, which included a culvert and rip rap aprons. With the reduction of
culvert slope, the impacts increase to 108 linear feet as a result of additional grade control to
maintain the stability of the channel upstream of the culvert. However, of the 108 linear feet of
impact, permanent loss of waters impacts are proposed to be 66 linear feet (culvert + rip rap aprons)
and 42 linear feet of permanent non -loss of waters impacts for rock vane grade control upstream of
the inlet rip rap apron. In this way, permanent loss of waters impacts are reduced by 2 feet and
those additional impacts necessary to prevent channel instability are permanent, but are non -loss of
waters impacts in the form of rock vanes.
PS12-1 was originally designed at a 6.5% slope and the reevaluation of this culvert resulted in a
2.5% slope (Figure 17, Appendix B and Sheets 23 & 24 of 25, Appendix C). Original total impacts at
this location were 142 linear feet, which included a culvert and rip rap aprons. With the reduction of
culvert slope, the impacts increase to 155 linear feet as a result of additional grade control to
maintain the stability of the channel upstream and downstream of the culvert. However, of the 155
linear feet of impact, permanent loss of waters impacts are proposed to be 125 linear feet (culvert +
rip rap aprons) and 30 linear feet of permanent non -loss of waters impacts for rock vane grade
control upstream of the inlet rip rap apron. In this way, permanent loss of waters impacts are
reduced by 17 feet and those additional impacts necessary to prevent channel instability are
permanent, but are non -loss of waters impacts as rock vanes.
IN

CLT Airport Expansion I SAW-2018-001071
Public Notice Response
May 12, 2020
9. Please provide additional information regarding the necessity of providing stormwater
detention with an "online" detention area. Please include an overall plan of the airport's
current stormwater control measures, a conceptual plan for all future proposed stormwater
treatment control measures, and a detailed analysis that clearly explains why stormwater
detention cannot be practically achieved in uplands. Please include analyses which include the
use of multiple smaller devices, underground devices, or other alternative stormwater
measures. Please evaluate each project area separately.
Charlotte Douglas International Airport created a Stormwater Master Plan (initially in 2013 and
updated in 2018) to guide stormwater management allowing long-term vision to support airport
growth while supporting holistic water quality improvement. The development of the Stormwater
Master Plan also takes into account the Airport Layout Plan (ALP), which depicts the Airports near-,
intermediate-, and long-term facilities for an airport (Appendix D). The strategy of in -line stormwater
detentions as proposed in this application was outlined in the recent Stormwater Master Plan which
follows the City of Charlotte Stormwater Ordinance (Chapter 18, Article IV of the City Code of
Ordinances) and Federal Aviation Administration (FAA) design criteria (Advisory Circular AC
150/5200-33C, Chapter 2.3). The City of Charlotte Stormwater Ordinance requires development
projects exceeding one acre of disturbance to include stormwater treatment system design in
accordance with North Carolina statute 15A NAC 2H.1008 (c), and to include stormwater peak control
based on city policies. The FAA Advisory Circular requires stormwater facilities within 10,000 feet of
an airfield to hold water for no more than 48 hours and prohibits permanent water bodies in order to
reduce glare from surface water that can be dangerous for navigating aircraft pilots. Moreover, FAA
design criteria prescribes that stormwater management facilities should be sited and/or designed to
not attract hazardous wildlife such as birds and other animals. These FAA criteria narrows the
choices of stormwater facility types of infiltration basins (for water quality treatment), and dry
detention basins (for peak discharge control). Therefore, the proposed in -line detentions were located
in accordance with the City Stormwater Ordinance, FAA Design Criteria, and the Stormwater Master
Plan while also considering near-, intermediate-, and long-term facility planning in the ALP.
The proposed detention basins have been planned to be consolidated and sited as far from the
airfield operation area while still being located on airport -owned property. In an effort to enhance the
airport's capability to protect public safety by maintaining working operation of stormwater ponds, the
consolidation of detention also allows airfield maintenance to focus efforts on maintaining fewer,
though larger, stormwater facilities which is critical to the success of the facilities while also meeting
the City's Stormwater Ordinance and FAA design criteria. Both of the proposed in -line detentions
promote airport safety and growth by avoiding locations that would conflict with future development
identified on the ALP in the near and intermediate future, and to avoid the runway approach and
departure surfaces (vertical and horizontal safety areas for aircraft take offs and landings) to minimize
bird strikes and surface water glare.
Additionally, due to the extensive growth required to meet the demand of the airport (i.e. increases in
impervious surfaces), stormwater facilities are designed for the 2-, 10-, 25-, and 100-year storm
events, and are best located downstream of planned airport projects, while avoiding aircraft approach
and departure surfaces. Finally, it is important that stormwater facilities be sited in areas that would
not require relocation due to future development. This also eliminates the need in the near future (5-
10 years) to construct multiple, smaller, basins which may be replaced or enlarged to support peak
discharge increases associated with further development. The result of the Stormwater Master Plan
13

CLT Airport Expansion I SAW-2018-001071
Public Notice Response
May 12, 2020
analysis concluded that water quality treatment basins (because of their smaller footprint as they are
sized to capture less intense storm events) are able to be located upland; however, the locations that
are most conducive for detention (sized to control storm frequencies up to the 100-year event) are
proposed to be located in -line with existing streams (Ticer Branch and Coffey Creek). The in -line
detention basins would avoid direct disturbance to the streams within the detention basins except for
the culvert/berm necessary to provide the detention at the downstream end of the proposed basins.
Earthen embankments will be created surrounding the extent of the basin to promote added storage
in the floodplains of both Ticer Branch and Coffey Creek. This will also include preserving a vegetated
streambank buffer for water quality and habitat enhancement. Only the trees outside of this buffer will
be removed due to the extensive grading need in the floodplain to establish the storage required.
If the detentions were proposed with only the culvert/berm to promote storage in the absence of the
earthen embankment and floodplain grading, the storage capacity (detention) of each detention basin
would not meet the capacity needed to control the peak discharge of the 100-year event. The Ticer
Branch in -line detention is designed to control the 100-year peak discharge within its drainage basin
with regard to future impervious development in that basin (not specifically for the NEAT project
alone). Similarly, the Coffey Creek in -line detention is designed to do the same. The in -line detentions
are designed to fit the storage needed to control peak discharge for future development including, but
not limited to, the NEAT and SCF projects; therefore, the storage needed is equal to the storage
gained with grading and construction of earthen embankments (Table 5).
Table 5. Peak Discharge Needs for 100-Year Storm Frequency
NEAT 100 Year 58.2 33.0
58.2
SCF 100 Year 134.7 48.5 134.7
The Stormwater Master Plan does depict other future detention basins located "off-line" along with the
proposed in -line detentions as a holistic approach to future airport development for the entire airport.
North Carolina Department of Environmental Quality, Division of
Water Resources:
March 6t", 2020
1. The Division has requested additional technical information from the applicant and requests
that the USACE also consider the attached letter during the review of the application.
Provided in the response above.
14

CLT Airport Expansion I SAW-2018-001071
Public Notice Response
May 12, 2020
North Carolina Wildlife Resources Commission:
March 17t", 2020
1. It is unclear as to why Duke Energy requires an exclusive driveway. The proposed impact is
207 If. The size of the impacts seems unnecessary for a small access road; please state the
reason for such a large culvert and why the existing culverts are not used. Figure 6-2 of the
Environmental Assessment (EA) shows an existing 54-foot 48" RCP already occurs near the
proposed crossing, and another culvert occurs upstream of the proposed stream crossing
near the proposed Private Access Drive.
Negotiations with Duke Energy have progressed since submittal of the IP application and the Duke
Access Drive (the exclusive driveway originally requested by Duke Energy) has been removed from
the North End Around Taxiway (NEAT) element and will not be constructed as a part of this project.
Stream 8 (PS1-1) will no longer be impacted by the Duke Access Drive. Further discussion can be
found in the NCDEQ Request For Information response above (#2).
2. We recommend the Old Dowd Road is relocated along Sears Road and then crosses the
railroad tracks further to the west in order to avoid impacts to waters of the U.S. If the road
cannot be relocated, we recommend reducing the length of the culvert to the greatest extent
possible.
The relocation of Old Dowd Road is necessary in order to construct the North End Around Taxiway in
Phase 1 (Figure 2, Appendix B). The proposed alignment of the Old Dowd Road Relocation as
presented in the IP application aligns with a new signalized intersection at US 74 (Wilkinson Blvd)
and the newly relocated Tuckaseegee Road as shown in Appendix C (Sheet 5 of 25). Relocating Old
Dowd Road along Sears Road would limit the intersection functionality at Sears Road and US 74 due
to the proximity to the new signalized intersection (where the currently proposed alignment ties into
US 74).
Also, In Phase 2 of the IP application, the 4t" Parallel Runway would be constructed, if funded and
approved by FAA (Appendix D, Airport Layout Plan). Sears Road is approximately located along the
extended centerline of the proposed 4t" Parallel Runway and the area along and around Sears Road
would need to be preserved for the 4t" Parallel Runway's Approach Lighting System. Additionally,
another component of the end around taxiway (for a "full" NEAT) would be constructed to tie in the
taxiway systems of the center and 4t" parallel runway. Lastly, FAA 14 CFR Part 77 which implements
height restrictions within aircraft approach and departure surfaces, would restrict Old Dowd Road
being elevated to span the Norfolk Southern railroad with a bridge.
The Old Dowd Road relocation as proposed, including the Norfolk Southern railroad and stream
crossing, would not require an additional relocation in the future due to future phases of airport
development. If Old Dowd Road were to utilize Sears Road, it would require another relocation more
westward to accommodate future phases of development associated with the 4t" Parallel Runway as
noted above. Therefore, the currently proposed relocation of Old Dowd Road would not only support
Phase 1, but also support future phases of development.
The length of the culvert for the stream crossing due to the Old Dowd Road relocation, has been
reduced to the minimum length practicable while also considering the culvert slope and natural
15

CLT Airport Expansion I SAW-2018-001071
Public Notice Response
May 12, 2020
topography. Please see further discussion in the NCDEQ Request For Information response above
(#8).
3. Stream 25 is rated High according to NCSAM. The NCWRC prefers stream daylighting rather
than piping the stream, we suggest relocating the stream channel around the Deicing Pad
using natural channel design methods if feasible. Stream daylighting can reduce the risk of
flooding, restore water quality and aquatic habitat and reduce future costs associated with
repairing aging pipes.
The impact associated with enclosing Stream 25 beneath the Taxiway F extension was previously
permitted and approved under SAW-2006-32521 (expires December 31 st, 2024) for the same
purpose of extending the Taxiway. The fill slopes necessary to elevate the taxiway extension up to
the existing airfield elevation would have necessitated the enclosing of Stream 25 at that time as well.
In this IP application, the Deicing Pad is advantageously sited atop the fill slope area needed for the
taxiway extension and is thus capitalizing on space needed for airport facilities that would otherwise
still require impacts to the channel. A channel relocation alternative is not practicable to the west due
to the existing airfield. To the east, the Deicing Pad intersects an existing parking lot and abuts the air
traffic control tower, which would require impacts to the channel regardless. Additionally, existing
sanitary sewer infrastructure parallels Coffey Creek in this location and would also likely result in
impacts for a sewer relocation as a result of rerouting the channel to the east. Ultimately, this impact
was previously approved at a 1:1 ratio under a permit that is still valid.
4. With the information provided, we prefer the detention basins are off-line, especially since the
streams are rated High according to NCSAM. It is unclear on the effectiveness of these in -line
detention areas during higher flood events (i.e., 100-year flood) and the potential for increased
sedimentation, erosion and water quality of the streams; the frequency and intensity of flood
events continue to increase with urbanization and climate change.
The EA indicates that stormwater quality treatment areas would be in upland areas; please
depict these on the figures as well as current stormwater detention areas. It seems that the
current stormwater detention areas could be expanded, or off-line detention areas could be
constructed in the forested areas near the streams.
Please see the NCDEQ Request For Information response above (#9).
5. We do not recommend burying RCBCs if slopes of culverts are greater than 2% due to
concerns of headcutting.
Please see similar question from NCDEQ and subsequent discussion in the NCDEQ Request For
Information response above (#8).
IN

CLT Airport Expansion I SAW-2018-001071
Public Notice Response
May 12, 2020
6. Should the permit be issued, we offer the applicant the additional general recommendations to
minimize impacts to aquatic and terrestrial wildlife resources.
Maintain a minimum 100-foot undisturbed, native, forested buffer along perennial streams,
and a minimum 50-foot buffer along intermittent streams and wetlands. Maintaining
undisturbed, forested buffers along these areas will minimize impacts to aquatic and
terrestrial wildlife resources, water quality, and aquatic habitat both within and
downstream of the project area. Also, wide riparian buffers are helpful in maintaining
stability of stream banks and for treatment of pollutants associated with urban
stormwater.
The Airport is subject to the Surface Water Improvement and Management (SWIM) buffers,
Water Supply Watershed Buffers, and Post -Construction Buffers as administered and reviewed
by the City of Charlotte.' Buffer disturbance will be approved and mitigated for appropriately, as
needed.
b. Due to the decline of bat populations, avoid tree clearing activities during the maternity
roosting season for bats (May 15t" — August 15th)
Best management practices will be utilized to avoid tree clearing from May 15 through August 15.
This Phased IP submittal is for the most imminent project elements (NEAT and SCF) and Section
7 consultation will occur under the FAA NEPA process per specific element in the future as well.
Prior to any airport element construction, either a Finding of No Significant Impact (FONSI) or
Record of Decision (ROD) must be issued by the FAA, regardless of USACE IP approval.
Additionally, the project was reviewed in accordance with the northern long eared bat (NLEB)
Standard Local Operating Procedures for Endangered Species (SLOPES) between the USACE,
Wilmington District, and the Asheville and Raleigh U.S. Fish and Wildlife Service (Service)
Offices. It was determined that the project is located outside of the 12-digit hydrologic unit codes
(HUCs) with known NLEB maternity roost trees or hibernation sitesz and activities in the project
limits do not require prohibited incidental take; as such, this project meets the criteria for the 4(d)
rule and any associated take is exempted/excepted. As established in the NLEB SLOPES, this
project does not require prohibited intentional take of the NLEB and it meets the criteria for the
4(d) rule.
Finally, according to the NCNHP Data Explorer report provided in Appendix D of the
Environmental Assessment as part of the IP application, no known occurrences of the NLEB,
including hibernacula and/or maternity roost trees, have been documented within or within close
proximity to the site.
c. Disturbed areas should be re -seeded with native see mixtures. Avoid lespedeza and
fescue -based mixtures, which are nonnative and/or invasive. Native, annual small grains
appropriate for the season are preferred and recommended.
https://charlottenc.gov/StormWater/Regulations/Pages/Charlotte Reg ulations.aspx
2 https://www.fws.gov/asheville/htmis/project review/NLEB in WNC.html
17

CLT Airport Expansion I SAW-2018-001071
Public Notice Response
May 12, 2020
Plant and seed mixtures containing lespedeza will not be utilized; however, CLT has committed to
the Wildlife Hazard Management Plan enforced by FAA 14 CFR Part 139 which would avoid the
use of anything that attracts wildlife for airfield and aircraft safety. Therefore, while lespedeza will
be avoided, seed mixtures will not be conducive for wildlife on or near areas of the Airport.
d. The use of biodegradable and wildlife -friendly sediment and erosion control devices is
strongly recommended. Silt fencing, fiber rolls and/or other products should have loose -
weave netting that is made of natural fiber materials with movable joints between the
vertical and horizontal twines. Silt fencing that has been reinforced with plastic or metal
mesh should be avoided as it impeded the movement of terrestrial wildlife species. These
measures should be routinely inspected and properly maintained. Excessive silt and
sediment loads and have numerous detrimental effects on aquatic resources including
destruction of spawning habitat, suffocation of eggs, and clogging of gills of aquatic
species.
Best management practices for the use of wildlife -friendly sediment and erosion control measures
will be considered and utilized, if appropriate. Erosion and sediment control measures are
designed according to the NCDEQ Erosion and Sediment Control Planning and Design Manual3
and the City of Charlotte Soil Erosion and Sedimentation Control Ordinance.4
s https://deg.nc.gov/about/divisions/energv mineral-land-resources/energv mineral-land-permit-guidance/erosion-sediment-control-
planning-design-manual
4 https://charlottenc.gov/Id/Pages/ErosionControl.aspx
18

CLT Airport Expansion I SAW-2018-001071
Public Notice Response
May 12, 2020
North Carolina Department of Natural and Cultural Resources
State Historic Preservation Office:
April 15t", 2020
As required by Section 402 of the CWA, Erosion and Sedimentation Control Plans and
Stormwater Pollution Prevention Plans (SWPPP) for each individual element (i.e. NEAT or
SCF) will be submitted to the North Carolina Department of Environmental Quality (NCDEQ)
Division of Energy, Mineral, and Land Resources (NCDEMLR), and the North Carolina State
Historic Preservation Office for approval.
As required by Section 402 of the CWA, Erosion and Sedimentation Control and SWPPP plans for
each element will be submitted to NCDEQ-DEMLR for approval. CLT will also ensure submittal of
plans to NCSHPO.
2. Land disturbance cannot commence without the above approvals or without either a FONSI or
ROD issued by the FAA.
Land disturbance will not commence without Erosion and Sedimentation Control and SWPPP plan
approvals or without either a FONSI or ROD issued by the FAA.
3. The proposed work takes place in an area known to have the potential for the presence of
prehistoric and historic cultural resources; however, the area has not been formally surveyed
for the presence of cultural resources. No sites eligible for inclusion in the National Register
of Historic Places are known to be present in the vicinity of the proposed work. However,
based on recommendations from the North Carolina State Historic Preservation Office,
additional work may be required to identify and assess any historic or prehistoric resources
may be present.
Future project phases (and individual elements) will be reviewed during the FAA NEPA process and
participating agencies will also be involved in the NEPA scoping process. The SHPO will be given the
opportunity to comment during this process.
IIiK

CLT Airport Expansion I SAW-2018-001071
Public Notice Response
May 12, 2020
United States Army Corps of Engineers:
April 17t", 2020
1. The proposed storm water detention basins appear to be heavily engineered and involve mass
grading of mature riparian areas and the construction of large berms and roadways. Please
explain in detail why it is not practicable to design a less intrusive inline detention system
with smaller access roads and grading and filling at the culvert location only. This would allow
for flooding of upstream riparian areas in their current state during storm events. If a less
intrusive design cannot be achieved, additional justification for inline treatment will be
required and compensatory mitigation may be required for indirect impacts to these
tributaries.
Please see the discussion provided in the NCDEQ Request For Information response above (#9)
which provides additional justification and clarification regarding the design and proposed
construction of the in -line detention basins. The Applicant would like to utilize the monitoring plan
proposed under #2 below to determine and assess indirect impacts at the time of the plan's
implementation.
2. Please submit a plan for long term monitoring of all waters subject to inline detention.
Please see Appendix E.
20

Appendix A
Public Notice Comments

Appendix B
IP Figures (IP Appendix A)
—REVISED

Appendix C
Detail Plan Sheets -
REVISED

Appendix D
Stormwater Master Plan &
Airport Layout Plan

Appendix E
Monitoring Plan

Appendix A
Public Notice Comments

DEPARTMENT OF THE ARMY
WILMINGTON DISTRICT, CORPS OF ENGINEERS
151 PATTON AVENUE
ROOM 208
ASHEVILLE, NORTH CAROLINA 28801-5006
April 17, 2020
Regulatory Division
Action ID: SAW-2018-01071
Mr. Brent Cagle
City of Charlotte — Aviation Department
5601 Wilkinson Blvd.
Charlotte, North Carolina 28208
Dear Mr. Cagle:
Please reference the application for an Individual Department of the Army Permit
submitted on your behalf on February 3, 2020 by Mrs. Kelly Thames of HDR, Inc. to
discharge fill material into 12,480 linear feet of stream and 5.89 acre of wetlands for the
expansion of the Charlotte Douglas International Airport (CLT). The project would
involve increasing airfield capacity to meet expected demand over the next 13 years,
enhancements to terminal gate and ramp capacity to reduce delays, and enhancements
to the efficiency and operational safety of the airport taxiway system. The project area is
composed of approximately 4,652 acres of land and is located at 5501 Josh
Birmingham Parkway in Charlotte, North Carolina
The project was advertised by public notice on February 18, 2020. Comments in
response to the notice were received from the National Marine Fisheries Service, the
North Carolina Wildlife Resources Commission, the North Carolina Department of
Natural and Cultural Resources, and the North Carolina Division of Water Resources.
These comments are enclosed for your information. Please provide a detailed written
response to each of the comments.
In addition to conducting a public interest review which balances the reasonably
expected benefits against the reasonably foreseeable detriments, all Clean Water Act
Section 404 permits must meet guidelines for the specification of disposal sites for
dredged or fill material under CWA Section 404(b)(1). These comments are being
submitted pursuant to the Clean Water Act Section 404(b)(1) guidelines (40 CFR 230).
We have completed our initial review of the application and determined that the
following additional information is necessary to expeditiously complete our permit
decision:

-2-
1. The proposed storm water detention basins appear to be heavily engineered and
involve mass grading of mature riparian areas and the construction of large
berms and roadways. Please explain in detail why it is not practicable to design a
less intrusive inline detention system with smaller access roads and grading and
filling at the culvert location only. This would allow for flooding of upstream
riparian areas in their current state during storm events. If a less intrusive design
cannot be achieved, additional justification for inline treatment will be required
and compensatory mitigation may be required for indirect impacts to these
tributaries.
2. Please submit a plan for long term monitoring of all waters subject to inline
detention.
The information requested above is essential to the expeditious processing of the
application, please submit one consolidated response to all comments by June 16,
2020. This information is required pursuant to 33 CFR 325 Appendix B and 40 CFR
1506.5. If you do not submit this information within the given timeframe, the application
will be administratively withdrawn. Withdrawal of the application does not preclude you
from reopening the application at a later time, provided you submit the required
information.
If you have any questions regarding these matters, please contact me at (704) 510-
1437 or David. L.Shaeffer(ousace.army. mil.
Sincerely,
Digitally signed by
SHAEFFER.DAVID.LEIGH.121
3
2 D
Date: 202 0.04.17 12:5 7:2 6
Date:
-04'00'
David L. Shaeffer
Project Manager
Charlotte Field Office
Enclosures
cc (via email):
NC Division of Water Resources
sue. homewood�ncdenrov

North Carolina Department of Natural and Cultural Resources
State Historic Preservation Office
Ramona M. Bartos, Administrator
Governor Roy Cooper Office of Archives and History
Deputy Secretary Kevin Cherry
Secretary Susi H. Hamilton
April 15, 2020
David L. Shaeffer .
US Army Corps of Engineers
Asheville Regulatory Field Office
151 Patton Avenue, Room 208
Asheville, North Carolina 28801-5006
david X shaefferkusace.army.mil
RE: Phased ACOE Permits to Include Future Projects Through 2033, Charlotte Douglas International
Airport, SAW-2018-0107, Charlotte, Mecklenburg County, ER 19-5449
Dear Mr. Shaeffer:
We are in receipt of the above -referenced Public Notice dated February 18, 2020 and apologize for our
delayed reply. Having reviewed the submittal, we provide the following comments.
According to the Public Notice, the US Army Corps of Engineers is asking that we concur in its finding
that historic properties, or properties eligible for inclusion in the National Register, are
present within the Corps' permit area; however, the undertaking will have no adverse effect on these
historic properties. Given that the WPA Hanger (MK3761, determined eligible and a locally -designated
Historic Landmark) is within the permit area and the permit covers the construction of projects through
2033, it is difficult. to concur that there will be no adverse effects on the historic hangar or on other
properties that may become eligible during the life of the permit.
We are, however, willing to concur with the finding, if the following conditions are included in the permit.
o As required by Section 402 of the CWA, Erosion and Sedimentation Control Plans and Stormwater
Pollution Prevention Plans (SWPPP) for each individual element (i.e. NEAT or SCF) will be
submitted to the North Carolina Department of Environmental Quality (NCDEQ) Division of
Energy, Mineral, and Land Resources (NCDEMLR), and the North Carolina State Historic
Preservation Office for approval.
o Land disturbance cannot commence without the above approvals or without either a FONSI or ROD
issued by the FAA.
Plus:
o The proposed work takes place in an area known to have the potential for the presence of prehistoric
and historic cultural resources; however, the area has not been formally surveyed for the presence of
cultural resources. No sites eligible for inclusion in the National Register of Historic Places are
known to be present in the vicinity of the proposed work. However, based on recommendations
from the North Carolina State Historic Preservation Office, additional work may be required to
identify and assess any historic or prehistoric resources that nnay be present.
Location: 109 Fast Jones Street, Raleigh NC 27601 Mailing Address: 4617 Mail Service Centex, Raleigh NC 27699-4617 Telephone/Fax: [phone]-6599

The above comments are offered in accord with Section 106 of the Historic Preservation Act and the
regulations of the Advisory Council on Historic Preservation at 36 CFR 800. We recognize that in this action
the US Army Corps is following its guidance on the treatment of historic properties. Regretting the delay in our
comments, we look forward to any feedback or questions you may have. You may reach me at 919-814-6579
or at reneealedhill-earley ncdcr.gov.
Sincerely,
v4v�� ,
Renee Gledhill -Earley
Environmental Review Coordinator
cc: Tommy Dupree, FAA /Memphis tomm.djjpree&faa.gov

9 North Carolina Wildlife Resources Commission 9
Gordon Myers, Executive Director
MEMORANDUM
TO: Davide Shaeffer
U.S. Army Corps of Engineers
FROM: Olivia Munzer, Western Piedmont Coordinator
Habitat Conservation
DATE: 17 March 2020
SUBJECT: Public Notice for the Charlotte Douglas International Airport Expansion
Individual Permit, Charlotte, Mecklenburg County, North Carolina. USACE
Action ID: SAW-2018-001071; DEQ No. 20191585.
Biologists with the North Carolina Wildlife Resources Commission (NCWRC) have reviewed
the subject document. Comments are provided in accordance with provisions of the Clean Water
Act of 1977 (as amended) and Fish and Wildlife Coordination Act Wildlife Coordination Act (48
Stat. 401, as amended; 16 U.S.C. 661 et seq.).
On behalf of the City of Charlotte -Aviation Department, HDR has submitted an Individual
Permit application for the Charlotte Douglas International Airport (CLT) Expansion Project in
Charlotte, Mecklenburg County, North Carolina. CLT proposes to permanently impact 12,480
linear feet (If) of jurisdictional streams and 5.89 acres of wetlands, and temporarily impact 784 if
of streams. Projects that would impact waters of the U.S. include a deicing pad and south
crossfield taxiway; road realignments; stormwater in -line detention basins in Ticer Branch and
Coffey Creek; North End Around Taxiway; airport overlook relocation; private access drive; a
parallel runway and associated taxiway enhancement; and south ramp expansion.
We have no known current records of the federal or state rare, threatened, or endangered species at
or adjacent to the airport. Although we have no known current records of federally or state -listed
rare, threatened, or endangered species within or adjacent to the site, the lack of records from the
project area does not imply or confirm the absence of state -listed species. An on -site survey is the
only definitive means to determine if the proposed project would impact state -listed rare, threatened,
or endangered species.
We hesitate to agree with the amount of proposed impacts to the streams and wetlands. We have
the following recommendations for minimization and/or avoidance of impacts.
1. It is unclear as to why Duke Energy requires an exclusive driveway. The proposed impact is
207 If. The size of the impacts seems unnecessary for a small access road; please state the
reason for such a large culvert and why the existing culverts are not used. Figure 6-2 of the
Mailing Address: Habitat Conservation • 1721 Mail Service Center • Raleigh, NC 27699-1721
Telephone: [phone] • Fax: [phone]

Page 2
17 March 2020
CLT IP Public Notice
USACE Action ID: SAW-2018-01071
Environmental Assessment (EA) shows an existing 54-foot 48" RCP already occurs near the
proposed crossing, and another culvert occurs upstream of the proposed stream crossing
near the proposed Private Access Drive.
2. We recommend the Old Dowd Road is relocated along Sears Road and then crosses the
railroad tracks further to the west in order to avoid impacts to waters of the U.S. If the road
cannot be relocated, we recommend reducing the length of the culvert to the greatest extent
possible.
3. Stream 25 is rated High according to NCSAM. The NCWRC prefers stream daylighting.
Rather than piping the stream, we suggest relocating the stream channel around the Deicing
Pad using natural channel design methods, if feasible. Stream daylighting can reduce the
risk of flooding, restore water quality and aquatic habitat, and reduce future costs associated
with repairing aging pipes.
4. With the information provided, we prefer the detention basins are off-line, especially since
the streams are rated High according to NCSAM. It is unclear on the effectiveness of these
in -line detention areas during higher flood events (i.e., 100-year flood) and the potential for
increased sedimentation, erosion, and water quality of the streams; the frequency and
intensity of flood events continue to increase with urbanization and climate change.
The EA indicates that stormwater quality treatment areas would be in upland areas; please
depict these on the figures as well as current stormwater detention areas. It seems that the
current stormwater detention areas could be expanded, or off-line detention areas could be
constructed in the forested areas near the streams.
5. We do not recommend burying RCBCs if slopes of culverts are greater than 2% due to
concerns of headcutting.
Should the permit be issued, we offer the applicant the additional general recommendations to
minimize impacts to aquatic and terrestrial wildlife resources.
1. Maintain a minimum 100-foot undisturbed, native, forested buffer along perennial streams,
and a minimum 50-foot buffer along intermittent streams and wetlands. Maintaining
undisturbed, forested buffers along these areas will minimize impacts to aquatic and
terrestrial wildlife resources, water quality, and aquatic habitat both within and downstream
of the project area. Also, wide riparian buffers are helpful in maintaining stability of stream
banks and for treatment of pollutants associated with urban stormwater.
2. Due to the decline in bat populations, avoid tree clearing activities during the maternity
roosting season for bats (May 15 — August 15).
3. Disturbed areas should be re -seeded with native seed mixtures. Avoid lespedeza and
fescue -based mixtures, which are nonnative and/or invasive. Native, annual small grains
appropriate for the season are preferred and recommended.
4. The use of biodegradable and wildlife -friendly sediment and erosion control devices is
strongly recommended. Silt fencing, fiber rolls and/or other products should have loose -
weave netting that is made of natural fiber materials with movable joints between the
vertical and horizontal twines. Silt fencing that has been reinforced with plastic or metal
mesh should be avoided as it impedes the movement of terrestrial wildlife species. These
measures should be routinely inspected and properly maintained. Excessive silt and
sediment loads can have numerous detrimental effects on aquatic resources including
destruction of spawning habitat, suffocation of eggs, and clogging of gills of aquatic
species.

Page 3
17 March 2020
CLT IP Public Notice
USACE Action ID: SAW-2018-01071
Thank you for the opportunity to provide input for this project. If I can provide further
assistance or provide free technical guidance, please call [phone] or email
olivia.munzer(2ncwildlife.org.
ec: Alan Johnson, N.C. Division of Water Resources (NCDWR)
Todd Bowers, Environmental Protection Agency
Byron Hamstead, U.S. Fish and Wildlife Service
Sue Homewood, NCDWR
Kelly Thames, HDR

ROY COOPER
Governor
MICHAEL S. REGAN
Secretary
S. DANIEL SMITH
Director
NORTH CAROLINA
Environmental Quality
March 6, 2020
DWR # 20001195 Ver 17
Mecklenburg County
City of Charlotte — Aviation Department
Attn: Mr. Brent Cagle
5601 Wilkinson Blvd
Charlotte NC 28208
Subject: REQUEST FOR ADDITIONAL INFORMATION
CLT Airport Expansion
Dear Mr. Cagle:
On February 7, 2020, the Division of Water Resources — Water Quality Programs (Division) received your
application dated January 29, 2020, requesting a 401 Individual Water Quality Certification from the
Division for your project. The Division has determined that your application is incomplete and cannot be
processed. The application is on -hold until all of the following information is received:
1. If the U.S. Army Corps of Engineers requests a response to any comments received as a result of
the Public Notice, please provide the Division with a copy of your response to the USAC E. [15A
NCAC 02H .0502(c)I
2. On Appendix A- Figure 8, please explain why the road cannot be aligned to further minimize the
impacts to the stream by using the existing culvert location.
3. The application notes that Duke Energy has requested an exclusive access road. Please provide
further justification that explains why exclusive access is necessary.
4. On Appendix A — Figure 11 it is noted that impacts are proposed to Stream 10 for removing
connectivity (jurisdiction) to downstream impacted areas. The Division believes the same would
be true for Wetland W6. Please update the plans to include impacts to Wetland W6 in Phase 1
rather than Phase 2.
5. Please provide information regarding alternative alignment of the relocated waterline. It
appears that there may be alternative alignments which would minimize impacts. Please also
explain the need for the significant width of the corridor as it appears that this width increases
the impacts beyond what is typically require for utility installation.
North Carolina Department of Environmental Qualfty I Dfvlsion of Water Resources
5t2 North Salisbury street 1 1617 Mail Service Center I Ueigh, North Carolina 27699-1617
oa7Ri or rmi,�m �wi v�o �� 919.707.9000

City of Charlotte — Aviation Department
DWR Project #20001195 Ver 17
Request for Additional Information
Page 2 of 3
6. On Appendix A— Figure 12, Impact area TS3-1: Please provide site specific drawings indicating
how these features are to be impacted during construction activities and how they are to be
restored upon construction completion. The typical dewatering specifications provided with the
application for stream crossings are not sufficient far parallel impacts. Please also describe how
downstream water quality will be protected during construction activities when a stream is
parallel within the project corridor. Please provide site -specific restoration details for this
location. The Division is specifically concerned with any proposal to restore the channel to pre -
construction location when the channel is parallel with the utility line and within a location
where long term maintenance activities are likely to have permanent impacts to the channel.
[15A NCAC 02H .0506(b)(2)]
7. On Appendix A— Figure 14, please explain why the waterline alignment cannot be within, or
closer to, the road shoulder as shown further down Old Dowd Rd.
8. While burial of culverts is typically required by the regulatory agencies, given the relatively steep
slope (2.5%) of the some of the proposed culverts, we are concerned that the streams at these
locations would be subject to headcutting above the proposed culverts due to the proposed 1'
invert burial. Please re-evaluated each location and provide revised plans that do not include
culvert burial (beyond that necessary for low flow passage), or otherwise address the concern
for headcutting, for any culverts proposed to be installed at steep grades.
Please provide additional information regarding the necessity of providing stormwater
detention with an "online" detention area. Please include an overall plan of the airport's
current stormwater control measures, a conceptual plan for all future proposed stormwater
treatment control measures, and a detailed analysis that clearly explains why stormwater
detention cannot be practically achieved in uplands. Please include analyses which include the
use of multiple smaller devices, underground devices, or other alternative stormwater
measures. Please evaluate each project area separately.
Pursuant to Title 15A NCAC 02H .0502(e), the applicant shall furnish all of the above requested
information for the proper consideration of the application. Please respond in writing within 30
calendar days of receipt of this letter by sending one (1) copy of all of the above requested information
to the 401 & Buffer Permitting Branch, 1617 Mail Service Center, Raleigh, NC 27699-1617 OR by
submitting all of the above requested information through this
link: https.//edocs.deg.nc.gov/Forms/Supplemental-Information-Form (note the DWR# requested on
the link is referenced above).

City of Charlotte — Aviation Department
DWR Project #20001195 Ver 17
Request for Additional Information
Page 3 of 3
If all of the requested information is not received within 30 calendar days of receipt of this letter, the
Division will be unable to approve the application and it will be denied as incomplete. The denial of this
project will necessitate reapplication to the Division for approval, including a complete application
package and the appropriate fee.
Please be aware that you have no authorization under the Water Quality Certification Rules for this
activity and any work done within waters of the state may be a violation of North Carolina General
Statutes and Administrative Code.
Please contact Sue Homewood at 336-776-9693 or Sue.Homewood@u ncdenr.gov if you have any
questions or concerns.
Sincerely,
F9ocu49D91BA53EF4E0...
Signed by:
�WO
Paul Wojoski, Supervisor
401 & Buffer Permitting Branch
cc: Kelly Thames, HDR (via email)
David Shaeffer, USAGE Charlotte Regulatory Field Office (via email)
Olivia Munzer, NCWRC (via email)
Byron Hamstead, USFS (via email)
DWR MRO 401 files
DWR 401 & Buffer Permitting Unit

ONITED STATES DEPARTMENT OF COMMERCE
National Oceanic and Atmospheric Administration
NATIONAL MARINE FISHERIES SERVICE
• Southeast Regional Office
263131h Avenue South
'v.°..� St Petersburg, Florida 33701-5505
h s:/Av".flsheries.noaa. vlr ionlsoutheast
(Sent via Electronic Mail) February 19, 2020
Colonel Robert J. Clark, Commander
USACE Wilmington District
69 Darlington Avenue
Wilmington, North Carolina 28403-1398
Dear Colonel Clark:
NOAA's National Marine Fisheries Service (NMFS) reviewed the projects described in the
public notices listed below. Based on the information in the public notices, the proposed projects
would NOT occur in the vicinity of essential fish habitat (EFH) designated by the South Atlantic
Fishery Management Council, Mid -Atlantic Fishery Management Council, or the NMFS.
Present staffing levels preclude further analysis of the proposed work and no further action is
planned. This position is neither supportive of nor in opposition to authorization of the proposed
work.
Notice No. Applicant(s) Notice Date
SAW-2018-01073 NCDOT; US 158 Gates February 18, 2020
County
SAW-2018-01071 City of Charlotte Aviation February 18, 2020
Department
Please note these comments do not satisfy consultation responsibilities under section 7 of the
Endangered Species Act of 1973, as amended. If an activity "may effect" listed species or
critical habitat under the purview of the NMFS, please initiate consultation with the Protected
Resources Division at the letterhead address.
for
Sincerely,
Virginia M. Fay
Assistant Regional Administrator
Habitat Conservation Division

Appendix B
IP Figures
(IP Appendix A) —
REVISED

CLT Airport Expansion I SAW-2018-001071
Public Notice Response
May 12, 2020
LEGEND
CLT I P Boundary
�4,652
USGS Quadrangles `` r`••
Hydrologic Unit Code MOUNTAIN
-ISLAND LAKE.DERITA }
0 Miles 2
HlJC:0305010.1" ,sIc
v (till
�,���f�r�;"�" '�''r t -, t , �:•. -
. ..
BELMONT g �'- �"� - - CHARLOTTE
i ;. �a - • �.9
CIO ' �- HL1C:0305016 � r
CHARLOTTE rr ) {
i� 1• -WEST" r ,
M050102
Charlotte Douglas International Airport (CLT)
y Applicant City of Charlotte -Aviation Department �
Mecklenburg County, ]RT-MILIL' tDate: 511212020
North Carolina r' SAW-2018-01071 i
tx 1-
Figure 1. Project Location — REVISED 5/12/2020
Page 11

M
CLT Airport Expansion I SAW-2018-001071
Public Notice Response
May 12, 2020
�e
►. iy r
771
My k ec _D,-:.,
,w ec , ..
A '-Terminal8�::•;
�� Concourse
LY
L7! C, a
SSA--e.,.� � R
Borrow areas to be used for the SCF Element
and potential future elements The utilization of borrow areas will
have no anticipated impacts to jurisdictional waters.
17�
�SCF Element
Charlotte Douglas International Airport [CLT]
Applicant: City of Charlotte -Aviation Department
Date: 5112J2020
SAW-2018-01071
LEGEND
CLT IP Boundary
Charter Terminal
4th Parallel Runway
Satellite Terminal
(4,652 ac.)
Expansion
North End Around
West Ramp Expansion
Borrow Areas
FedEx Expansion
RehabShoulder
® South Ramp Expansion
- Airport Overlook
_ General Aviation Group
0 Concourse Expansions
Streams
Relocation
Hangar
0 Amazon Expansion
� JOC
South Crossfield Taxiway'-.
Wetlands
& Deicing Facility
C> Open Water
Centralized Receiving and
I Daily North Parking Deck
_ Hold Pads
Distribution Center
Long Term 1 Parking Lot
-x" Culverts
(CRDC)
_
= Expansion
Taxiway Enhancement
Figure 2. CLT Elements - REVISED 5/12/2020
Permanent Stream
Impacts
Temporary Stream
Impacts
Permanent Wetland
Impacts
1 inch = 1,800 feet
0 Feet 1800
Page 12

M
Q CLT I Boundary (4,652 ac.)
-'%-- Streams
Wetlands
Open Water
Existing Culverts
Railroad Centerline
NEAT Impacts
Permanent Stream Impacts
Temporary Stream Impacts
Permanent Wetland Impacts
1 inch = 800 feet
0 Feet Boo
pi
l�
"N'
Proposed 12-inch
Waterline
Proposed Ticer Detention
Flood Limits
Tcer Branch Existing
Sanitary Sewer
Tcer Branch Sanitary
Sewer Relocation
Proposed Waterline
Proposed Colonial
Pipeline
Borrow Areas
Storm Drainage
Storm Drain Outfall
Sewer Relocation
Sewer Abandonment
In Place
Proposed
Titer Branch
Detention
Figure 3. NEAT Element— REVISED 5/20/2020
Page 13
F�11 . 1&� 140"1
Tcer Branch
Detention
_ Access Road
Proposed
Old Dowd Road
Relocation
A
o
Proposed Colonial Pipeline
Gas Line
5 Proposed 24-inch
Waterline
� u
6 WW
00 }
�i
J
Perennial Streams (LF) 1,302
Int W 0
Wetlands (AC) 0.68
Ilit 1,302 L'
IF 0.68 Al
CLT Airport Expansion I SAW-2018-001071
Public Notice Response
May 20, 2020
Proposed
Private Access Drive
�6�h
"a .5 -
Charlotte Douglas International Airport (CLT)
Applicant: City of Charlotte -Aviation Department
Date: 5/2012020
SAW-201 B-01071
174
0
0
246 1,722
172 172
0 0.68
418 LF

FNCLT Airport Expansion I SAW-2018-001071
Public Notice Response
May 12, 2020
ro LEGEND
t; Ohl CLT I Boundary SCF Impacts
{4,652 ac.} Permanent Stream
.Ir4— Streams Impacts
Wetlands SCF -Already Permitted
P Open Water (SAW-2006-32521)
Culverts Permanent Wetland
mpacts
Tr Proposed Culverts
1 inch = 600 feet
'j y �_ Coffey Detention Flood
Limits �� 0 Feet 600
AL r ,. a=
merican Airline
Hangar
Figure 4. SCF Element — REVISED 5/12/2020
Perennial Streams {LF)
1,857'
0
Intermittent Streams (LF)
125
30
Wetlands IAC)
0-14
❑
Stream Total;
I JM2 LP
SO tip
Wetland Total:
0.14AC
0AC
' noes not �nclwe The 2.614 LF of a previous approved impact per SAW-200f 32521
raw-
Proposed-
Yorkrnont Road
-f Realignment
ow+4
L.�
Page 14

M
CLT Airport Expansion i SAW-2018-001071
Public Notice Response
May 12, 2020
Charlotte Douglas InternationaI Airport (CLT)
Y - Applicant: City of Charlotte -Aviation Department
. Rate: 5/12/2020
r.. SAW-2018-01071
_77
Daily° _
Deck`•
_..
T W-N M A Termirral�BL•:� �� �
-- C0 7CDurse
i GO
r
co
WF
1�71 .1`•w. _� `Y y I .. sti
k
FeatureTy
f J� { ®�®
a —South Rarn i Expansion
Perennial p10 1,526.50 0 1,526.50
Intermittent{If) 1925 0 192-5
Wetlands [ac,} 0.16 0 0.16
5treamTotaL 1,7191 Off 1,7191f
Pj
+ 1• Wetland Total: 0.16 ac v 0 &C. 0.16 ac.
Perennial{f) 6.429 0 6.429
f tntenwitent {If} 0 0 0
LEGENa
0 LT lP Boundary
T, Wetlands lac,} 4.9 0 4.9
.s5z ac.)
C.. F= �--
Stream Total; 61429 If 01f 6,4291f �a-
Phase 1 Impacts Wetland Total; 4.9ac. 0&C. 4.9ac.
-^o— Streams Stream Impacts
PLAkHIHC. LEVEL FROM SEQ CL7 ELEMENTS
'+ C�3 Wetlands [ - _ Wetland Impacts = Borrow Areas General Aviation Group 0 Concourse Expansions
= Amazon Expansion Hangar _ Hold Pads
�- Phase 2 Impacts Jt2C
Open Water P Centralized Receiving and Taxiway Enhancement
Stream Impacts l♦ Distribution Center [CRDCj _ ! Daily North Parking Deck Satellite Terminal
=m=m=iw: Existing Culverts 0 Charter Terminal Expansion Long Term 1 Parking Lot West Ramp Expansion
1 inch = 1,800 feet C Wetland Impacts FedEx Expansion Expansion
p l� South Ramp Expansion
Ilk 0 4th Parallel Runway
Fee' 1,800
Figure 5. Remaining Phases — REVISED 5/12/2020
Page 15

FN
09
7
I[
Figure 6. Phase 2 Impacts
Page 16
CLT Airport Expansion I SAW-2018-001071
Public Notice Response
May 12, 2020
LEGEND
w/.-
Streams
+uaMn�c �txi.rarUGxocu eedwrwr3
� 4#h Parallel Runway 0 Ammon Expansion
C3©
:°detlands
0 Concourse Expansions Centralized Receiving
Distribution Center
Hold Pads 0 and
0
Open ;'dater
0 Taxiwa.vEnhancemerlt rCRDC1f
Charter Terminal
FedEx Expansion 0
0 Expansion
Existing Culverts
® General.Aviation Group
Phase 1
Impacts
Hangar
J4C
Stream Impacts
0 Daily North Parking Deck
Aletland Impacts
0 Long Term 1 Parking Lot
Expansion
Phase 2 Impacts
0 Satellite Terminal
Wrest Ramp Expansion
Stream Impacts
® South Ramp Expansion
'Aletland Impacts
BorroAreas
Chad Dvuf,las Internetio-nel fi,kprnt
:tte {vLT'+
Applicant: City of Chaalatt�Aviatian ❑epertment
DATE: 1 ;31:'2020
S W-201&01071

01
LEGEND
CLT IP Boundary (4,652 ac.)
Streams
Wetlands
`_. Open Water
Existing Culverts
Railroad Centerline
NEAT Impacts
Permanent Stream Impacts
Temporary Stream Impacts
Permanent Wetland Impacts
1 inch = 800 feet
0 Feet 800 -6
Stream 15
TS8-1
Figure 14
CLT Airport Expansion I SAW-2018-001071
Public Notice Response
May 20, 2020
- Stream 1 i
ricer Branch Detention
s PS13-1 Old Dowd Road Relocation
Figure 10
Stream 2 Stream
TS9-1 TS3-1
Figure 9 Figure 12 Stream 2
_
i
TS2-1 Stream 8
Stream 1
''
Figure 12
T51-1
PS4-1
- Figure 8
connection to
Figure 10
existing waterline
Stream 2
'
PS3-1
Stream i1
Figure 10
TS 7-1
Figure 13
Private Access Drive
connection to
Stream 11
Stream 11
i existing waterline
TS4-1
P514-1
Figure 13
Figure 13
Proposed Tcer Detention
Flood Limits
Tcer Branch Existing
`
Sanitary Sewer
Tcer Branch Sanitary
t
_
Sewer Relocation
Proposed Waterline
Proposed Colonial
Pipeline
Borrow Areas
Airport Overlook
Storm Drainage
Relocation
----
Storm Drain Outfall
Figure 7. NEAT — Proposed Permanent and Temporary Impacts Overview — REVISED 5/20/2020
Page 17
a
0
!North End Around Taxiway
Daily North `.
Charlotte Douglas International Airport (CLT)
Applicant: City of Charlotte -Aviation Department
Date: 5/20/2020
SAW-2018-01071 ■
IN Perennial Streams (LF) 1,302 174
Int * 0 0
Wetlands (AC) 0.68 0
6 1,302 L j- 174 LF
IF 0.68 ACC 0 AC
246 1,722
172 172
0 0.68

CLT Airport Expansion I SAW-2018-001071
Public Notice Response
May 12, 2020
Figure 8. NEAT Impacts PS1-1, TS1-1, and TS2-1 - REVISED 5/12/2020
Page 18

CLT Airport Expansion I SAW-2018-001071
Public Notice Response
May 12, 2020
Figure 9. NEAT Impact PS2-1 and new Impact TS9-1 - REVISED 5/12/2020
Page 19

M
Stream 1 - PS4-1
400 If permanent impact
(74-foot, 9'Hx10'W
RCBC, rip rap aprons)
NCSAM: High
Proposed Ratio: 2:1
800 stream credits
Stream 2 - PS3-1
108 1f permanent impact
[66 If of permanent loss
& 42 if of permanent non -loss)
(42-foct, 42-inch RCP, rip rap
aprons, and rock cross vanes)
NCSAM: High
Proposed Ratio: 2:1
132 stream credits
Stream 1 - PS13-1
63 If permanent impact (non -loss)
(storm drainage rip rap outfall and
bank stabilization)
no mitigation
� nQ impact
r; fii. ' ned in 1p18ce
5ewer to be abandn - $1
existing
s�
1 inch = 200 feet
= 276
�_
Charlotte Douglas IntemationaI Airport {CLT)
Applicant: City of Charlotte -Aviation Department
Date: 5/2012020 i
SAW-2018-01071 i
i
lift!-: ant 11Ommmsa amwv,,k�, is"•
Figure 10. NEAT Impacts PS3-1 and PS4-1 and new Impact PS13-1 - REVISED 5/20/2020
Page110
CLT Airport Expansion I SAW-2018-001071
Public Notice Response
May 20, 2020
Detention
Maintenance
Road
ri
LEGEND
+''' •
Q CLT I Boundary (4,652 ac i
• ?ro Pc cer pefenhon
iJ Flood Limi[s•
Streams
'racer Branch Existing
V*tlands
Sanitary sewer
Open Water
Ticer Branch Sanitary
= sewer RelocaBon
z-� Existing Culverts
- Proposed Waterline
t Railroad Centerline
Proposed Rip Rap
NEAT Impacts
Proposed culverts
W. permanent Stream Impacts
Storm Drainage
_
Easement
Temporary Stream Impacts
- Stwm Drain Qutfall
Cfj' permanent V*tland Impacts

FNCLT Airport Expansion I SAW-2018-001071
Public Notice Response
May 12, 2020
S1 3 City Stvrmwater Pipes 1 inch = 400 feet
�6L
;
y xLell
ist g Old Dowd Road
iri
Figure 13
City 5tormwater Pipe At
,• .� ��
a
#~ vi .i:.;.'•" `. ` :; '� Wetland 6 - PW2-1
• % ' f f� _ ,� : 0.22 ac permanent impact
���1 (grade and fill)
NCWAM: Low
Q-I ;,: �i'•x, .•.e =---,�..t �. '-� 4.1' Proposed Ratio: 1-5,1
'�.`�:.,;`.:::''•; -� " W5 0-5 wetland credits
- , Wetland 5 - PW1-1
0.46 ac permanent impact
(grade and fill)d
LEGEND ,,,. . �p .:"
NCSAM: High
CLT IP Boundary (4,652 ac-) o <• +
s,reams _ Proposed Ratio: 2:1 t- �
1.0 wetland credits m
Wetlands o-
apenwater IV,Stream 10 - PS5-1
_3K_1 Culverts
484 If permanent impact 1
+ Railroad Centerline l "
(removing from jurisdiction for
INEAT Impacts impacts to W5 and S9} 111 I
= Permanent Stream Impacts
Temporary stream Impacts NCSAM: High' f�l
+ Permanent Wetland Impacts - }proposed Ratio: 2:1
Borrow Pit 9$ Stream credits
Figure 11. NEAT Impacts PS5-1, PSG-1, PW1-1, and PW2-1 — REVISED 5/12/2020
Page111
Stream 9 - PS6-1
137 If permanent impact '
(grade and fill) i
NCSAM: High i
Proposed Ratio: 2:1
274 stream credits tit
Runway 18C136C
1 •��. _E
Charlotte Douglas lnternational Airport (CLT)
Applicant: City of Charlotte -Aviation Department
Date.- 5/12/2020
SAW-2018-01071
►rt�► I iftd���

M
LEGEND
CLT IP Boundary {4,652 ac ]
-Ok— Streams
wetlands
Open Water
-31m ExisSng Culverts
0 Railroad Centerline
NEAT Impacts
,^W- Permanent Stream Impacts
Temporary Stream Impacts
OS Permanentwetiand Impacts
M
Stream 6 - TS3-1
521
2 If temporary impact
waterline
(24" ductile iron pipe
open cut utility install)
former location of TS3-1
survey data revealed
that bend in stream
was not correct
W1
CLT Airport Expansion I SAW-2018-001071
Public Notice Response
May 12, 2020
1 inch = 150 feet ��
30-ft wide permanent easement
10-ft wide tempoary easement bath sides
rAl�.
y
z
connection to existing
Stream 7 - TS2-1
85 If impact
, _
Penmenant Easement
'
temporary
g as line alongSears Road .
�
and gas line
E
Temporary Easement
1 inch = 300 feet .A .
(Colonial Pipeline open cut
Charlotte Douglas International Airport t;CLT)
a Applicant: City of Charlotte -Aviation Department
Proposed 24" Waterline
�
utility Install)
Date: 5112/2020
Proposed Ccionial
o F.n ao
_
SAW-2018-01071
Pipeline
Figure 12. NEAT Impacts TS2-1 and TS3-1 — REVISED 5/12/2020
Page112

CLT Airport Expansion I SAW-2018-001071
Public Notice Response
May 12, 2020
LEGEND Charlotte Douglas International Airport fCLij li1p � `� .�
WWWAIWk
© CLT IP Boundary (4,652 ac.) Applicant: City of Charlotte -Aviation Department A 1 inch = 300 feet:
river streams DATE: SIS212020 Stream 11 - TS4-1 40
l6 Wetlands sAw2als-o1071 51 If temporary impact ;►� D aF " '�
open Water (tempoary construction 0C Old Dowd Road
� Existing Culverts access) Relocation
+ Railroad Centerline Stream 11 - TS7-1 to span railroad
NEAT Impacts 87 If of temporary impact PS15-1; �o with bridge
'4M0 Permanent Stream Impacts waterline installation 51 If permanent non -loss ❑
Temporary Stream Impacts 24" ductile iron pipe
� o en cut utility t s all impact (rip rap bridge bent
Permanent Wetlandlmpac:_ _ _ �] y install) ]protection) `
PermenarntEasement �Y��
Temporary Easement :,fir,"-: fiD-ft permanent easemeni
o Proposed 24" Waterline.__ w,;•. y
Storm Dramage Easement
Storm Drain autfall
�r -`
G]
1 CA
I� Waterline moved to north
side of Stream 11;
r = former locations of TS5-1
IN
W9 - and TS6-1 impacts _ K _
impact moved to Stream 11;
former location of TS7-1
Stream 11 - PS14-1
18 if permanent impact (non -loss) .'
{storm drainage outfall)
waterline to be jackr 30-ft permanent easement •
1Q-ft temporary easement each side * '
and bored beneath �� p Y na mitigation �P ' ,. � :•►�
railroad (n❑ impact) i
connection to existing._=` _�
waterline along Old
Dowd Road
Figure 13. NEAT Impacts TS4-1, TS7-1 and new Impacts PS14-1 and PS15-1 — REVISED 5/12/2020
Page113

CLT Airport Expansion I SAW-2018-001071
Public Notice Response
May 12, 2020
0 CLT IP Boundary (4,652 ac.)
Streams
Wetlands
Open Water
r-- Railroad Centerline
NEAT Impacts
Figure 14. NEAT Impact TS8-1 - REVISED 5/12/2020
Page114

FNCLT Airport Expansion I SAW-2018-001071
Public Notice Response
May 12, 2020
LEGEND
0
CLT I P Boundary
(4,652 ac.)
W%p -
Streams
Wetlands
Open Water
�r
Existing Culverts
T�
Proposed Culverts
Figure 15. SCF — Proposed Permanent Impacts — REVISED 5/12/2020
SCF Impacts
Permanent Stream
I mpacts
SCF - Already
• ^— Permitted (SAW-
2006-32521)
Permanent Wetland
' I mnarts
Page115

FN
Charlotte Douglas International Airport (CLT)
LEGEND Applicant: City of Charlotte -Aviation Department : rr
CLT IP Boundary pate: 5l1212020
(4,652 ac.) SAW-2018-01071
40%ow Streams
Wetlands
Taxiway F l5
Open Water Extension
T� Culverts
Permanent Stream Stream 25 - PS8-1
Impacts
2,614 If permanent impact
SCF - Already r
(p e�iously permitted far
Permitted (SAW- Taxiway F Extension.
2006-32521 ) (dual 2,300-foot,
Permanent Wetland 10'Hx10'H RCBCs)�—
Impacts
T� New Culverts Agreed Ratio: 1:1
2,614 stream credits '
0 Riprap
CLT Airport Expansion I SAW-2018-001071
Public Notice Response
May 12, 2020
Stream 25 - PS7-1
823 If permanent impact ` -R
[dual 750-foot,l0'Hx8'W RC11Cs]
NCSAM: Low 10
Proposed Ratio: 1,51 ;'.''
f�.
1,234.5 stream credits
u
i r k
Stream 26 - PS9-1
91 If permanent impact
(73-foot, 36" RCP)
NCSAM: Reach 1, Law
Proposed Ratio: 1.5:1
136.5 stream credits
Stream 26 - PS9-1 R2
444 if permanent impact
(533-foot, 48" RCPy
NCSAM: Reach 2, High
Proposed Ratio: 2:1
888 stream credits
Deicing Pad
NCSAM- Medium
spy Proposed Ratio: 1-75:1
1 c7D0 feet 73 5 stream credits inh = �.
- --- - � rt •s�9
Figure 16. SCF Impacts PS7-1, PS8-1, PS9-1, PS10-1, and PW3-1 — REVISED 5/12/2020
Page116
Wetland 15 - PW3-1
0.01 ac permanent impact
(grade and fill)
NCSAM- High
Proposed Ratio: 2:1
0.25 wetland credits
Yorkmant Road
Realignment
Taxiway H
(South
C rossf e ld
Taxiway)

M
Charlotte Douglas International Airport (CLT)
CLT Airport Expansion I SAW-2018-001071
Public Notice Response
May 12, 2020
1
Applicant: City of Charlotte -Aviation Department -��, f
'--.
Wetland 22 - PW4-1
impact
-
1 Inch 200 feet -
Date: 5/12/2020
�'.l
0-04 ac permanent
0 FeeL 200
SAW-2018-01071
[grade and fill)
W22
NCSAM: High
Proposed Ratio: 2:1
S2fi
0.25 wetland credits
W23
1W26 g3z
Stream 34 - PS12-1
155 If permanent impact
If lass
A, •6 y :.,_;
1125 of permanent
& 30 If of permanent non -loss
a r
(47400t. 36-inch RCP,rip rap
J5
aprons and rock crass vanes]
{
a' • \
25
�'•
a
NCSAM: Nigh
`..
Proposed Ratio: 2:1
stream credits
!
Detention Maintenance RoaLEGEND d
W2
and 24 - PW5-1
O CLT IP Boundary (4,652 ac-}
4
f9• :; y,
0.09 ac permanent impact
(grade and fit)
ter+ Streams
Wetlands
y. _
NCSAM: High
-
Proposed Ratio: 2:1
Open Water
-
0.25 wetland credits
Existing Culverts
iq
Stream 25 - PS11-1
406— Permanent Stream Impacts''•'
Permanent Wetland impacts
y,, ••:.ir
457 If permanent impact
(dual93-foot. 7'H x10'W
Coffey ❑elention
'.,
•.
:::: ���'�r•" -
RCBCs and rip rap aprons)
Flood Limits
=,� • -
a Proposed Culverts
Detention Maintenance Road
t' r ^';:�
t • ` 't r
NCSAM: High
Proposed Ratio: 2:1
0 Rip Rap y.
_
kr,. s..:w,;'�,
_
w$ 914 stream credits
Figure 17. SCF Impacts P11-1, PS12-1, PW4-1, and PW5-1 - REVISED 5/12/2020
Page117

CLT Airport Expansion I SAW-2018-001071
Public Notice Response
May 12, 2020
Charkotte Douglas InternationalAipart fCLT+
Applicant: City of Charlotte-Avietkon Department
DATE: 1131=3
SAW-Z,d 1 &01 U71
'J4MXAIG s.t1li �114TQGzn { LI �l14JtE IS
�. Streams
_ -1th Parallel Runway 0 Amazon Expansion
0 Concourse Expansions CentraIV-ed Receiving
C3 .:aHands
Hold Pads and Distribution Gender
0 Taxiway Enhancement (CRDC)
Open Water
� Airport Ovedook 0 CbarterTerminaI
Relocation Expansion
Culverts
0 FedEx Expansion
Phase 1 Impacts
General Aviation Group
®
Hangar
+� Stream Impacts
J CIC
C37,7etIsnd Impacts
0 Daily North Parking Deck 1 indr=aoa feet
Long Term 1 Parking Lot
Ph as e 2 Impacts
Expansion fl Feet mo
0 aidifteTerminal
Stream Impacts
West Ramp Expansion
® South Ramp Expansion
'V�etland Impacts
C3
0 Borr0wAreas
9flrrow areas to be used for the BC Element and
potential future elements. The util¢afion of bourne areas win
have no anticipated impams toJurisdictior al waters
Figure 18. Phase 2 Impacts (4th Parallel Runway and Associated Taxiway Enhancement and South Ramp Expansion) — See EA Appendix A for mitigation assessment data
Page 118

Appendix C
Detail Plan Sheets -
REVISED

........................... . S i��
]ZE PER NCDOT EROSION \
/ CONTROL GUIDELINES) \
\
OPEN CUT CONSTRUCTION
NOT TO SCALE
usT STONE 6"
➢EEIF (MIN.I H A B
EXISTING
GRADE
12' BR z 3
DIAMETER OF
P]RE.
•i WH]CHEVER IS
7'F'IL"L
GREATER 2C. m]NWITH
EOTEXTILE FORCLASS B
RALFACE ONRIP-RAP
B❑ITDM OF NUMBER IF PIPES AND
CREEK DIAMETERS VARY. REFER TO
B TEMPORARY PIPE TABLE,
THIS SHEET,
BACOT CLASS B STONE
(5 T015 INCH DTA)2
2 FILL WITH _
I CLASS B
FLOW RIP -RAP
A57 WASHED
N HIS STONE 6' DEEP
FOR LARGER CHANNELS USE NCDOT CLASS I PIP -RAP (MIN)
FACED WITH 9 57 WASHED STONE. 1, SLOPE APPROACHES TD CROSSING 2.1 OR FLATTER.
2. SPILLWAY LENGTH = BANK TO BANK WIDTH OF STREAM OR AS SHOWN ON PLANS.
STONE CHECK DAM J. PIPE TO EMEND COMPLETELY ACROSS PERMANENT RIGHT OF WAY AND 1 FT
BEYOND LIMITS OF RIP RAP. PIPE LENGTH SHALL BE 20MINIMUM,
0227003 4. CROSSING TO BE REMOVED UPON COMPLETION OF CDNSTRUC71ON_ STREAM TO BE
RE STORED TO ORIGINAL CROSS-SECTION_
TEMPORARY STREAM CROSSING
0227019
SANDBAG DAM SECTION
1. BASE FLOW OF STREAM WILL BE PUMPED
AROUND WORK AREA AND RELEASE' BACK INTO
EXISTING STREAM BELOW THE WORK AREA
ONTO RIP RAP OR CLASS B STONE PAD
BYPASS PUMP SHALL UTILIZE A FLOATING
INTAKE.
_. PUMP AROUND SYSTEM SHALL BE SUFFICIENI
SIZE TO CARRY BASE STREAM FLOW.
3. SANDBAG MATERIAL:
SANDBAG SHALL BE WOVEN POLYPROPYLENE.
POLYET HFLENE OR POLYAMIKE FABRIC,
SGUARE FARO. MULLEN BURST IIRENGTH
EXCEEDING 300 PSI IN ONE
ORMA NCE WITH
THE REQUIREMENTS IN ASTM DESIGNATION
'37
86. AND ULTRAVIOLET STABILITY
EXCEEDING T0'/. 1N CONFORMANCE WITH THE
REDUIREM ENTS IN ASTM OESJGNAT I ON 04355.
USE OF BURLAP IS NOT ACCEPTABLE.
4. SAND FOR SANDBAGS SHALL BE A MINIMUM
I IOLB/CU. FT MATERIAL.
TO FOLLOW ALL OSHA AND STATE SAFETY
REDUIREM ENTS PERTAINING TO THIS
EXCAVATION.
6. ADDITIONAL EROSION CONTROL DEVICES MAY
NEED TO BE INSTALLED AS DIRECTED RY THE
ENGJNEER.
7. FOR NON ROCK CREEK BOTTOMS. KEY
SANDBAGS ON UPSTREAM SIDE I' INTO SOIL.
S.
PERFORM CROSSING DURING ANTICIPATED
DBY WEATHER ONLY. INSTALL PROPOSED
UTILITY IN A DRY TRENCH.
NOTE=SANDBAG DRM HEIGHT SHALL BE A MINIMUM OF
2'-6' UPSTREAM ANO I'-6' DOWNSTREAM. ADJUST
FOR SITE CONDITIONS PRESENT DURING
CONSTRUCRION.

635 \
\
\
630 \
6251
620
(-)0.44070�/o
i
/
/
PROPOSED
GRADE
/
PROPOSED //
EXISTING 72" RC
� 1' BURI D �
615 \
610
605
39+50 40+00 40+50 41+00 41+50 42+00 42+50
635
630
625
620
615
610
605
STREAI
INV =
10
INV =F
i
I QILL
600 1' INSIDE CULVERT)
00+00 00+50
PROFILE AT ROADWAY CENTERLINE
J F- / \� 11 V %-.r i r v■ r r ■
NATIVE MATERIAL
01 +00 01 +50 02+00
CROSS SECTION AT STA. -L- 40+88
02+50
STREAM BED
INV = 602.99
NV = 601.99
03+00
/
S
V / i �� 1
—� co
W /�v
IV,// /, 6E DUE / UE—i
� / / / / ! P Ems--P UE
�0�
�0� �\ / PDE,
�n\V
�
ovi ' / I / (_000 \ TIC 3 TL 3
/ I
i
� REU TL-3 009_
I
\ /\
/ �W
07
v
)
� I i- / PDE
P D
I
I I I
i/ PDE ' PDE P W I I
E� / PDE
TOTAL STREAM IMPACTS:
56' TEMPORARY STREAM IMPACT
215' PERMANENT STREAM IMPACT
NOTE: IMPACT LENGTHS TAKEN ALONG STREAM CENTERLINE
03+50
MSTv 100
STV Engineers, Inc.
900 West Trade St., Suite 715
Charlotte, NC 28202
NC License Number F099t
REL R NARY
NOT RELEASED
FOR CONSTRUCTION
DOCUMENT NOT CONSIDERED
FINAL UNLESS ALL
SIGNATURES COMPLETED
TALBERT, BRIGHT
& ELLINGTON
ENGINEERING & PLANNING CONSULTANTS
3525 WHITEHALL PARK DRIVE, SUITE 210
CHARLOTTE, NORTH CAROLINA 28273
PHONE:[phone] FAX:[phone]
NC LICENSE N0 C-1163
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Old Dowd Road
Relocation
Sheet 2 of 25
(submitted with Public
Notice Response
5/12/2020)

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F -L- STA. 21 +62.87
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PDE_ PD 05 33 D�GI a ,--\PROPOSED
d3 PDE PDE PDE P
RETAINING WALL
LATERAL BASE DITCH c, L
` SEE DETAIL J I • �'
v 227 CY DDE
V) Z s
AX n w
� I G � U) (,-I
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I
DETAIL A
LATERAL BASE DITCH
( Not to Scale)
�b
Natural
Ground 2.7 T T 1"/Ft. Fill
�" Slope /
Min. D= 1.0 Ft. I
B= 2 Ft.
b= 5 Ft. -�
FRCIM -1 - 9Q+-rn Tn '11+1 r, I T n f / I
DETAIL B
LATERAL BASE DITCH
( Not to Scale)
Natural
Ground 2.7 D T_ 1"/Ft. Fill
Slope
I-.-B Min. D= 1.5 Ft.
B= 2 Ft.
b= 5 Ft.
FROM -L- 31 +33 TO 33+00 LT
FROM -L- 29+20 TO 30+22 RT
FROM -L- 30+22 TO 32+00 RT
DETAIL F
TOE PROTECTION
( Not to Scale)
o� e
21. S�oQ
Natural
Ground In
d= 1 Ft. �� d
b= 1 Ft. Geotextile
Type of Liner- Class - I Rip -Rap
FROM -L- 27+50 TO 29+50 LT
FROM -L- 28+50 TO 29+20 RT
DETAIL C
LATERAL BASE DITCH
( Not to Scale)
Natural Fill
Ground D 21 1" Ft. Slope
d
GEOTEXTILE B
Min. D= 1.5 Ft.
Max. d= 1.5 Ft.
"When B is < 6.0' B= 2 Ft.
Type of Liner= Class - I Rip -Rap b= 5 Ft.
FROM -L- 27+50 TO 28+50 RT
DETAIL G
CUT DITCH
( Not to Scale)
Front
Ditch
Natural of
Ground ?.7 D�a�et
Slope
Type of Liner-- Class - I Rip -Rap
Min. D= 1 Ft.
FROM -DR1- 14+50 TO 17+00 LT
City of ChcHotte
OH 24389-873
MF 51 -308
�si2l' I 1 13-021 -10
O
a ' G
Q I I of I' I f0
PROPOSED 24" WATERLINE
(INCLUDED WITHIN THIS PROJECT)
_m LL U,
11
-L- CURVE DATA
-DR1- CURVE DATA
PI= 18+62.86
PI= 36+52.14
PI Sta 11 +64.59
D= 680 58' 21.89" (LT)
D= 51- 07' 44.26" (RT)
D = 79' 28' 23.6" (LT)
L= 644.03'
L= 1,222.55'
L = 138.71'
T= 367.51'
T= 655.35'
T = 83.13'
R= 535.00'
R= 1,370.00'
R = 100.00'
SE = 4%
SE = 3%
DS = 40MPH
DS = 40MPH
ICI I QJ a PROPOSED FORCE SEWER BY OTHERS /
o (TO BE BUILT IN ADVANCE OF THIS PROJECT)
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LL I` -0 CLASS I RIPR P
r O e DUE EST. 41 TONS
LL u I` wCD
\ DUE EST. 90 SY GE TE
1 � • DUE G
DR N O \ °(jEi
1 \i pG
W F
' w11 END BRIDGE
Q a -L- STA 27+27 86
FUTURE SLUDGE LINE BY OTHERS /
(TO BE BUILT AFTER THIS PROJECT) / C')
+
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SE DETAIL B
63 Y DDE
LATERAL BASE DITCH -L- Sta. 32+65.00 =
SEE DETAIL /A -DR1- Sta. 10+00.00
100 CY DDE
e e
PUE PU PUE
W w w e
\\ PUE PUE / �,�,�V6 DUE °G !y A�F a
X ILE \ i \ PUE P� PDE PDE-
G ?DIE-
I�
D m CB END APPROACH SLABUj
i
II D_ ROW 51 o �\ 00 a- -L- STA. 27+51.86
' � 50:1 APE
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+50.00 to OQ,
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DI CD
wi 0507 C +
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O o w e J� CUT DITCH
LLc ; 0 Q SEE DETAIL G
Q 2 CLASS I RIPRAP ,
EST. 184 TONS
I EST. 311 SY GEOTEXTILE
DETAIL D
STANDARD BASE DITCH
( Not to Scale)
Natural Natural
Ground ?•7 TD
2� Ground
d
Geotextile B
Min. D= 1.5 Ft.
*When B is < 6.0' Max. d= 1.5 Ft.
Type of Liner= Class - I Rip -Rap B= 2 Ft.
FROM -L- 26+85 TO 27+50 RT
DETAIL J
LATERAL BASE DITCH
( Not to�Scale)
lo
Natural
Ground 2 7 D 2_N 1"/Ft. Fill
Slope
Q Min. D= 1.5 Ft.
B B= 2 Ft.
b= 5 Ft.
Type of Liner= PSRM
FROM -L- 20+00 TO 21+59 RT
/
SPECIAL LATERAL'V' DITCH
( Not to Scale) I +
N
Natural
of C')
Ground 2. 2��a��et Sllope I00 / N.
D
Min. D= 1 Ft.
FROM -DR1- 13+00 TO 14+50 LT W' m
DETAIL K
STREAMBANK STABILIZATION
EXISTING
( Not to Scale)
STREAMBANK I�
KEY -IN `� PROPOSED PIER
Natural STREAMBANK I ELEV. = 647'
Ground- \STABILIZATION
CL-II RIPRAP
-
2' MIN
EXISTING STOP AT NORMAL
STREAMBED W.S.E
Est. = 189 Tons of Class II Rip -Rap
FROM -L- 25+99 TO 26+32
I I
DETAIL M
RIP RAP AT EMBANKMENT
( Not to Scale)
10'min.
1.25' Min.
Ditch 1.01,min.
Grade �
Geotextile
Type of Liner- 10 TONS,CL I Rip -Rap
Geotextile= 17sy
FROM -L- 26+41 TO 16+51 RT
DETAIL R
STREAMBANK STABILIZATION
EXISTING ( Not to Scale)
STREAMBANK
KEY -IN
Natural STREAMBANK
Ground \STABILIZATION
CL-II RIPRAP -
2' MIN
EXISTING STOP AT NORMAL
STREAMBED W.S.E
Est. = 86 Tons of Class II Rip -Rap
FROM -L- 26+25 TO 26+54
TYP o �� END SBG A°F
col _ _ +50.OU Li
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GREU Tl-3 _ O
/ C OLD DOWD ROAD O
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2G1 " RCP -IV -
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� � 0517 a GREU 7-L_ 8. 1 2
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X LL_ F 0516 =
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05 \\ a 00 14 F ' +00.00 a o 1
21.00 N a co
` PDE PDE PDE '
PDE-- PDE PDE CLASS B RIPRAP
D LATERAL BASE DITCH EST. 2 TONS rn /
SEE DETAIL B EST. 7 SY J�
168 CY DDE GEOTEXTILE Q LL/
i
G a
PUE eJE
0 F l;
C � C
C -/
PUE C Ply e
wise
e
SPECIAL LATERAL 'V' DITCH
SEE DETAIL E
PROPOSED TRANSMISSION
BY OTHERS
LATERAL BASE DITCH
aJ SEE DETAIL C
CLASS I RIPRAP p
EST. 123 TONS +
EST. 225 SY GEOTEXTILE
390 CY DDE N
PROPOSED 100' PUE C6
FOR DUKE ENERGY Cn
TRANSMISSION LINE
Plans Prepared By:
ST too
STV Engineers, Inc.
900 West Trade St., Suite 715
Charlotte, NC 28202
NC License Number F-0991
SEE SHEET 9 FOR -L- PROFILE
SEE SHEET XX FOR 24" PROPOSED WATERLINE
TALBERT, BRIGHT
& ELLINGTON
PRELIMINARY
ENGINEERING & PLANNING CONSULTANTS
NOT RELEASED
FOR CONSTRUCTION
3525 WHITEHALL PARK DRIVE, SUITE 210
CHARLOTTE, NORTH CAROLINA 28273
DOCUMENT NOT CONSIDERED
PHONE: [phone] FAX: [phone]
FINAL UNLESS ALL
SIGNATURES COMPLETED
NC LICENSE NO. C-1163
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Old Dowd Rd
Relocation
Sheet 3 of 25
(submitted with Public
Notice Response
5/12/2020)

790
7
1 730
720
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1
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24+00
PROPOSED
RETAINING WALL
REAMBANK STABILI ATION
ASS II RIPRAP
25+00
-L-
26+00
EL
VC = 6
K= 88
DS = 50 MPH
mom
' 1 11
IN679.51'
J
7D
- V±1
PI = 2 +50.00 RT
oE L = 671.40
PI = 29+20.0 RT '\,
"' EL=67 .08 ��-144
/-LEN f 9
--
T1 TFFEL#$
PI = 32+0 .00
Fl
= 29 50.00 LT EL = 676.
`"ru
73
720
FMOW.J
mIl]
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650
620
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100
& ELLINGTON
Old Dowd Rd
PRELIMINARY
Relocaton
NOT RELEASED
ENGINEERING & PLANNING CONSULTANTS
Sheet 4 of 25
STV Engineers Inc.
FOR CONSTRUCTION
3525 WHITEHALL PARK DRIVE, SUITE 210
NORTH CAROLINA 28273
(submitted with Public
CHARLOTTE,
Notice Response
900 West Trade St., Suite 715
DOCUMENT NOT CONSIDERED
PHONE: [phone] FAX: [phone]
5/12/2020)
Charlotte, NC 28202
NC License Number F-0991
FINAL UNLESS ALL
SIGNATURES COMPLETED
NC LICENSE No. C-1163
C: \Users\tcssitmc\Documents\Old Dowd rdy psh09 pfl dgn
5\11 \2020

DETAIL B
LATERAL BASE DITCH
( Not to Scale)
b�Natural _�-
Ground .1 D 2� I" /Ft. Fill
Slope
Min. D= 1.5 Ft.
B= 2 Ft.
b= 5 Ft.
FROM -L- 46+00 TO 47+50 LT
FROM -L- 46+50 TO 49+00 RT
DETAIL
STANDARD BASE DITCH
( Not to Scale)
Natural Natural
Ground ? D 2� Ground
d
Geotextile g
When B is > 6.0' Min. D= 3.5 Ft.
Std. No. 876.01 Max. d= 3.5 Ft.
Type of Line - Class - I Rip -Rap B= 10 Ft.
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0D 26960-630
1 1 3-021 -08
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0B 26960-603
1 1 3-021 -06
-L- CURVE DATA
-Y- CURVE DATA
P1= 44+36.52
PI Sta 23+04.03
D= 18° 00' 57.43" (LT)
p = 13° 54' 23.9" (RT)
L= 430.78'
D = 11' 59' 59.5"
T= 217.18'
L = 695.38'
R= 1,370.00'
T = 349.41'
0
R = 2,865.00'
DS = 40MPH
DS= 50MPH
Plans Prepared By:
T too
STV Engineers, Inc.
900 West Trade St., Suite 715
Charlotte, NC 28202
NC License Number F-0991
LE -
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EXISTING TRAFFIC SIGNAL
SEE SHEET 11 FOR -L- PROFILE
SEE SHEET XX FOR 24" PROPOSED WATERLINE
SEE SHEET XX FOR 12" SEWER LINE
SEE SHEET XX FOR REGIONAL DETENTION BASII
TALBERT, BRIGHT
& ELLINGTON
PRELIMINARY
ENGINEERING &PLANNING CONSULTANTS
NOT RELEASED
FOR CONSTRUCTION
3525 WHITEHALL PARK DRIVE, SUITE 210
CHARLOTTE, NORTH CAROLINA 28273
DOCUMENT NOT CONSIDERED
PHONE: [phone] FAX: [phone]
FINAL UNLESS ALL
SIGNATURES COMPLETED
NC LICENSE NO. C-1163
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Notice Response
5/20/2020)

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ENGINEERING &. PLANNING CONSULTANTS
3525 WHITEHALL PARK DRIVE, SUITE 210
CHARLOTTE, NORTH CAROLINA 28273
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SCALE: 1 "=40' 3g
oft a Carolinas EngineeringHDR Inc
PRELIMINARY
�. ELLINGTON
Ticer Branch
Detention
NOT RELEASED
ENGINEERING & PLANNING CONSULTANTS
Sheet 8 of 25
440 S. Church Street, Suite 1000
Charlotte NC 28202
FOR CONSTRUCTION
3525 �7HITEHALL PARK DRIVE, SUITE 210
( submitted
with Public
704.338.6700
CHARLOTTE, NORTH CAROLINA 28273
Notice Response
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PHONE: [phone] FAX: [phone]
5/12/2020)
N.C.B.E.L.S. License Number F-0116
NC LICENSE NO. C-1163

NOTE:
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TALBERT, BRIGHT
SCALE: 1" = 20' 3F
HORIZONTAL SCALE 1 =20
HDR Engineering Inc
of the Carolinas
& ELLINGTON
Ticer Branch
PRELIMINARY
Detention
NOT RELEASES
ENGINEERING &. PLANNING CONSULTANTS525
Sheet 9 of 25
440 S. Church Street, Suite 1000
Charlotte NC 28202
FOR CONSTRUCTION
3 WHITEHALLPARKDRIVE, SUITE 210
(submitted
with Public
704.338.6700
CHARLOTTENORTH CAROLINA 28273
,
Notice Response
PHONE:[phone] FAX:[phone]
5/1I 2/?UZU)
N.C.B.E.L.S. License Number F-0116
NC LICENSE NO. C-1163

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x
FLOC
SILL (T
X3 - RIGHT
INTERCEPT CONI
ELEVATION (S
FLOW
STREAM BANK,
TOE OF BANK, TYPICAL
TYPICAL
RANKFI II 1 (.qFF NinTF '�l
ROSS VANE INVERT
DNTROL POINT
_EVATION
D FOOTER BOULDERS,
=E NOTE 6)
FILTER FABRIC,
TYPICAL (SEE NOTE 5)
FT VANE ARM
ERCEPT CONTROL POINT
VATION (SEE NOTE 3)
PLAN VIEW
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Ln
x
x
N
FLOODPLAIN
SILL, TYPICAL
STREAM BANK /__ FILTER FABRIC (SEE NOTE 5)
COARSE BACKFILL (SEE NOTE 8) -
HEADER BOULDER (SEE NOTE 6)
FOOTER BOULDER (SEE NOTE 6)
X17
N
STREAM BED - POOL
� \x'
TOE OF BANK
VARIES
0 TO 1/3 X5 X14
VANE ARM SECTION A —A'
NOTES:
1. A BOULDER CROSS VANE IS A GRADE CONTROL, IN -STREAM STRUCTURE THAT DIRECTS STREAM FLOW AWAY FROM THE STREAM BANKS AND IN TOWARD THE CENTER OF THE CHANNEL.
2. CONTRACTOR SHALL ESTABLISH AN ELEVATION CONTROL POINT AT THE UPSTREAM INVERT (CENTER) OF THE CROSS VANE TO ESTABLISH PART OF THE PROFILE. POOL ELEVATION CONTROL POINT
SHALL BE DESIGNATED TO ESTABLISH THE REMAINING PROFILE. SURVEY OF CONTROL POINT SHALL BE REQUIRED TO ESTABLISH ACCURATE CROSS VANE INSTALLATION WITHIN THE TOLERANCE
SPECIFIED.
3. THE VANE ARM SHALL INTERCEPT THE STREAM BANK AT A HEIGHT EQUAL TO BETWEEN'/z BANKFULL STAGE AND BANKFULL STAGE. ELEVATION CONTROL POINT IS ESTABLISHED AT THE LEFT AND RIGHT
STREAM BANK/VANE ARM INTERCEPT POINT TO SCALE. THE VANE ARM INTERCEPT LOCATION IS DESCRIBED BY ITS RELATIONSHIP TO BANKFULL STAGE OR BY THE LENGTH AND SLOPE OF THE VANE ARM.
BANKFULL IS NOT NECESSARILY THE TOP OF THE STREAM BANK SLOPE SEE TYPICAL CROSS SECTIONS FOR ADDITIONAL INFORMATION.
4. OMITTED
5. TYPICAL RIFFLE AND POOL CROSS SECTIONS ARE PROVIDED ELSEWHERE IN THE PLANS TO ESTABLISH THE DIMENSIONS OF THE CHANNEL GRADING INTO WHICH THE BOULDER CROSS VANES ARE TO BE
INSTALLED.
6. THE CROSS VANE SHALL BE CONSTRUCTED WITH FLAT -SIDED BOULDERS OF A SIZE (LENGTH, WIDTH, AND DEPTH) AS SPECIFIED ON THE PLANS.
7. NON -WOVEN FILTER FABRIC SHALL BE USED TO SEAL THE GAPS BETWEEN THE BOULDERS AND UNDER THE COARSE BACKFILL MATERIAL. THE FABRIC SHALL BE PLACED ALONG THE ENTIRE LENGTH OF
THE SILL. THE FABRIC SHALL BE SECURED BY THE WEIGHT OF THE HEADER BOULDER PLACED ON TOP OF THE FOOTER BOULDER WITH THE FABRIC END PLACED BETWEEN THEM. THERE SHALL BE NO
FILTER FABRIC VISIBLE IN THE FINISHED WORK; EDGES SHALL BE FOLDED, TUCKED, OR TRIMMED AS NEEDED.
8. COARSE BACKFILL SHALL BE NO. 57 STONE. COARSE BACKFILL SHALL BE PLACED TO A THICKNESS EQUAL TO THE DEPTH OF THE HEADER AND FOOTER BOULDERS AND SHALL EXTEND OUT FROM THE
VANE ARMS TO THE STREAM BANK AND UPSTREAM A DISTANCE SPECIFIED IN THIS DETAIL.
9. THE INVERT (CENTER) OF THE BOULDER CROSS VANE SHALL BE CONSTRUCTED FIRST, FOLLOWED BY ONE VANE ARM AND THEN THE OTHER VANE ARM. THE FLOODPLAIN SILLS SHALL BE CONSTRUCTED
LAST.
10. BOULDER CROSS VANE SHALL BE BUILT TYPICALLY AS FOLLOWS:
A. OVER -EXCAVATE STREAM BED TO A DEPTH EQUAL TO THE TOTAL THICKNESS OF THE HEADER AND FOOTER BOULDERS.
B. PLACE FOOTER BOULDERS. THERE SHALL BE NO GAPS BETWEEN BOULDERS.
C. INSTALL FILTER FABRIC.
D. PLACE COURSE BACKFILL BEHIND THE FOOTER BOULDERS.
E. INSTALL HEADER BOULDERS ON TOP OF AND SET SLIGHTLY BACK FROM THE FOOTER BOULDERS (SUCH THAT PART OF THE HEADER BOULDER IS RESTING ON THE COARSE BACKFILL). HEADER
BOULDERS SHALL SPAN THE SEAMS OF THE FOOTER BOULDERS. THERE SHALL BE NO GAPS BETWEEN BOULDERS. THE SLOPE OF THE VANE ARM IS MEASURED ALONG THE VANE ARM WHICH IS
INSTALLED AT AN ANGLE TO THE STREAM BANK AND PROFILE.
F. PLACE COARSE BACKFILL BEHIND HEADER BOULDERS ENSURING THAT ANY VOIDS BETWEEN THE BOULDERS ARE FILLED.
11. EROSION CONTROL MATTING IN THE VICINITY OF THE VANE ARM INTERCEPT POINT AND FLOODPLAIN SILLS SHALL BE NEATLY SECURED AROUND THE BOULDERS.
FII
FA
►-4�
CROSS SECTION B—BI
X1 - CROSS VANE
INVERT CONTROL
POINT ELEVATION
(SEE NOTE 2) BANKFULL
(SEE NOTE 3)
COARSE BACKFILL-------------
(SEE NOTE 8)
w�
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FLOW X12 (SEE NOTE 10E) >
\ x
POOL
/X8 \
FILTER
FABRIC
PROFILE VIEW
X2 OR X3 - LEFT OR RIGHT VANE
ARM INTERCEPT CONTROL POINT
ELEVATION
x X4 - POOL CONTROL
POINT ELEVATION
(SEE NOTE 2) FLOW
ROCK CRQ$$ VANE DIMEN SION$
VARIABLE
VALUES
TYPICAL UNITS
DESCRIPTION
x1
SEE PLAN
FT. (NAVD)
CROSS VANE INVERT CONTROL POINT ELEVATION
X2
NOTE 3
NONE
LEFT VANE ARMINTERCEPT CONTROL POINT ELEVATION
X3
NOTE 3
NONE
RIGHT VANE ARMINTERCEPT CONTROL POINT ELEVATION
X4
SEE PLAN
FT. (NAVD)
STEP INVERTCONTROL POINT ELEVATION
X5
10
FT. (NAVD)
BANKFULL WIDTH
X6
12
FT.
VANEARMLENGTH
X7
4
FT.
LENGTH OF FLQODPLAIN SILL
X8
Not Used
X9
Not Used
X10
Not Used
X11
<20
DEGREES
VANE ARM LENGTH WITH 5TREAM BANK
X12
7
PERCENT
VANEARMSLOPE
X13
24
IN.
BOULDER LENGTH (MINIMUM)
X14
24
IN.
BOULDER WIDTH (MINIMUM)
X15
24
IN.
BOULDER THI CK N ESS (MINIMUM)
X16
SEE PROFILE
FT,
MAXIMUM POOL DEPTH FROM VAN ARM IINTERCEPT CONTRCL POINT ELEVATION
X17
6
1 N.
HEADER BOULDER SETBACK
ROCK CROSS VANE
NOT TO SCALE
HDR Engineering Inc
of the Carolinas PRELIMINARY
440 S. Church Street, Suite 1000 NOT RELEASED
Charlotte NC 28202 FOR CONSTRUCTION
704.338.6700
N.C.B.E.L.S. License Number F-0116
TALBERT, BRIGHT
&. ELLINGTON
ENGINEERING &. PLANNING CONSULTANTS
3525 WHITEHALL PARK DRIVE, SUITE 210
CHARLOTTE, NORTH CAROLINA 28273
PHONE:[phone] FAX:[phone]
NC LICENSE NO. C-1163
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Sheet 10 of 25
(submitted with Public
Notice Response
5/12/2020)

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HOR SCALE: 1 ":40'
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PROPOSED GRADE
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WSP USA INC.
NORTH CAROLINA
LICENSE NO. F-0165
GENERAL NOTES. 1001MOREHEADSLLUAREDRIVE, SUITE 610
CHARLOTTE, NC 28203
T 704-342-5401 1 www.ws .com
1. XXXXXXXXXXXX
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1. XXXXXXXXXXXX
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KEY PLAN
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NORTH CAROLINA
LICENSE NO. F-0165
1001 MOREHEAD S UARE DRIVE, SUITE 610
CHARLOTTE, NC 28203
T 704-342-5401 1 WWW,WS
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BIDDING, OR PERMITTING.
SCHEMATIC
30❑ DESIGN
SHEET TITLE
COFFE CREE CULVERT
PLAN AND PROFILE
SHEET 2 OF 8
DATE NOVEMBER 22, 2019
SCALE 1" = 0'
DRAWN BY MILS
CHECKED BY xxx
APPROVED BY xxx
WSP PROJECT NUMBER 188970
SCF Element
SHEET NUMBER Sheet 12 of 25
(submitted with IP
Application 1131/2020)
SHEET
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VER SCALE: 1 ":10'
20+00
21+00
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700
690
680
670
660
650
640
630
GENERAL NOTES:
1. XXXXXXXXXXXX
0 20' 40' 80
HORIZONTAL SCALE 1 "=40'
KEY PLAN
WSP USA INC.
NORTH CAROLINA
LICENSE NO. F-0165
1001 MOREHEAD S UARE DRIVE, SUITE 610
CHARLOTTE, NC 28203
T 704-342-5401 1 www-wS
.COM
NO-
DESCRIPTION
DATE
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NOT BE USED FOR CONSTRUCTION,
BIDDING, OR PERMITTING.
SCHEMATIC
30❑ DESIGN
SHEET TITLE
COFFE CREE- CULVERT
PLAN AND PROFILE
SHEET OF 8
DATE NOVEMBER 22, 2019
SCALE 1" = 0'
DRAWN BY MILS
CHECKED BY xxx
APPROVED BY xxx
WSP PROJECT NUMBER 188970
SCF Element
SHEET NUMBER Sheet 13 of 25
(submitted with IP
Application 1131/2020)
SHEET
A FULL SI E 22 X 34 SHEET.

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KEY PLAN
WSP USA INC.
NORTH CAROLINA
LICENSE NO. F-0165
1001 MOREHEAD Su UARE DRIVE, SUITE 610
CHARLOTTE, NC 28203
N04 ON 3 DESCRIPTION com DATE
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INTERIM REVIEW
DRAWINGS
NOT FOR CONSTRUCTION
THIS DOCUMENT IS RELEASED FOR THE
PURPOSE OF INTERIM REVIEW. IT SHALL
NOT BE USED FOR CONSTRUCTION,
BIDDING, OR PERMITTING.
SCHEMATIC
30❑ DESIGN
SHEET TITLE
COFFE❑ CREE❑ CULVERT
PLAN AND PROFILE
SHEET ❑ OF 8
SCALE
DRAWN BY MLS
CHECKED BY xxx
APPROVED BY xxx
188970
WSP PROJECT NUMBER
SCIF Element
SHEET NUMBER Sheet 14 of 25
(submitted with 113
Application 1/31/2020)
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29+00 30+00
31+00 32+00 33+00 34+00
COFFEY CREEK CULVERT
(STA 28+70.55 TO 35+00.00)
HOR SCALE: 1 ":40'
VER SCALE: 1 ":10'
PROPOSED
GRADE
EXISTING GRADE
@ 1.22% �
IPROP. 50 LF DUAL 20'W X 10'H TO DUAL 8'W X 10'H RCBC TRANSITION @ 1.22%
HORIZONTAL BEND
I
PROP. 213 LF 84" RCP
312 LF DU
L 8'W X 10'H RCB
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GENERAL NOTES:
1. XXXXXXXXXXXX
� 20' 40' $o
HORIZONTAL SCALE 1 "=40'
KEY PLAN
WSP USA INC.
NORTH CAROLINA
LICENSE NO. F-0165
1001 MOREHEAO 5 UARE DRIVE, SUITE 610
CHARLOTTE, NC 28203
T 704-342-5401 I www.ws
.com
ND.
DESCRIPTION
DATE
NTERIM REVIEW
DRAWINGS
NOT FOR CONSTRUCTION
V ❑
THIS DOCUMENT 15 RELEASED FOR THE
PURPOSE OF INTERIM REVIEW. IT SHALL
NOT BE USED FOR CONSTRUCTION,
BIDDING, OR PERMITTING.
I
SCHEMATIC
30❑ DESIGN
SHEET TITLE
COFFE CREE CULVERT
PLAN AND PROFILE
SHEET 5 OF 8
DATE
SCALE
DRAWN BY
CHECKED BY
APPROVED BY
NQVEMBER 22, 2019
1" = 0'
MILS
xxx
xxx
WSP PROJECT NUMBER 188970
SCF Element
SHEET NUMBER Sheet 15 at 25
(submitted with IP
Application 113112020)
SHEE
A FULL SI E 22 X 34 SHEET.

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GENERAL NOTES:
1. XXXXXXXXXXXX
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WSP USA INC.
NORTH CAROLINA
LICENSE NO. F-0165
1001 MOREHEAD S UARE DRIVE, SUITE 610
CHARLOTTE, NC 28203
T 704-342-5401 1 www.wS
.COM
NO-
DESCRIPTION
DATE
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DRAWINGS
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THIS DOCUMENT IS RELEASED FOR THE
PURPOSE OF INTERIM REVIEW. IT SHALL
NOT BE USED FOR CONSTRUCTION,
BIDDING, OR PERMITTING.
SCHEMATIC
3D❑ DESIGN
SHEET TITLE
COFFE CREE CULVERT
PLAN AND PROFILE
SHEET G OF 8
DATE NOVEMBER 22, 2019
SCALE 1" = 0'
DRAWN BY MLS
CHECKED BY xxx
APPROVED BY xxx
WSP PROJECT NUMBER 188970
SCF Element
SHEET NUMBER Sheet 16 0125
(Submitted with IP
Application 1131/2020)
SHEE•
J THIS SHEET ARE BASED ON A FULL SI E 22 X 34 SHEET

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PRIOR TO FINAL DESIGN.
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I - ♦�1 1 1 ,�'� �� INV.:680.73'
GENERAL NOTES:
1- xxxxxxxxxxxx
0 20' 40' 80
HORIZONTAL SCALE 1 "=40'
KEY PLAN
WSP USA INC.
NORTH CAROLINA
LICENSE NO. F-0165
1001 MOREHEAD S UARE DRIVE, SUITE 610
CHARLOTTE, NC 28203
T 704-342-5401 I www.ws
-com
NO.
DESCRIPTION
DATE
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INTERIM REVIEW
DRAWINGS
NOT FOR CONSTRUCTION
THIS DOCUMENT IS RELEASED FOR THE
PURPOSE OF INTERIM REVIEW. IT SHALL
NOT BE USED FOR CONSTRUCTION,
BIDDING, OR PERMITTING.
SCHEMATIC
30❑ DESIGN
SHEET TITLE
COFFE CREE CULVERT
PLAN AND PROFILE
SHEET 7 OF 8
7. DATE NOVEMBER 22, 2019
!rr SCALE 1" = 0'
DRAWN BY MLS
CHECKED BY xxx
APPROVED BY xxx
RC AI F R AS NnTF
WSP PROJECT NUMBER 188970
SCF Element
SHEET NUMBEF Sheet 17 of 25
(submitted with IP
Application 1/31/2020)
SHEE
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GENERAL NOTES:
1. xxxxxxxxxxxx
0 20' 40' 80
HORIZONTAL SCALE 1 "=40'
KEY PLAN
WSP USA INC.
NORTH CAROLINA
LICENSE NO. F-0165
1001 MOREHEAD S UARE DRIVE, SUITE 610
CHARLOTTE, NC 28203
T 704-342-Wl I www.ws
.com
NO-
DESCRIPTION
DATE
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DRAWINGS
NOT FOR CONSTRUCTION
THIS DOCUMENT 15 RELEASED FOR THE
PURPOSE OF INTERIM REVIEW. IT SHALL
NOT BE USED FOR CONSTRUCTION,
BIDDING, OR PERMITTING.
SCHEMATIC
3D❑ DESIGN
SHEET TITLE
COFFE CREE CULVERT
PLAN AND PROFILE
SHEET 8 OF 8
DATE NOVEMBER 22, 2019
9 ,
�I
SCALE 1" = 0'
DRAWN BY MILS
CHECKED BY xxx
4,
APPROVED BY xxx
WSP PROJECT NUMBER 188970
SCE Element
SHEET NUMBER Sheet 18 of 25
tsubmitted with IP
Application 1/31/2020)
SHEE-
PHIS SHFFT AR RASFT7 CNJ A F[)I I SI F P7 X '14 SHFFT
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SCF Element
Sheet 19 of 25
(submitted with IP
Application 1/31/2020)

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WSP USA INC.
NORTH CAROLINA
LICENSE NO. F-0165
LEGEND
1001 MOREHEAD
CHARLOTTE,
SQUARE
NC 28203
DRIVE,
SUITE 610
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HORIZONTAL SCALE 1
SHEET TITLE
i '/ /'— ------
\ \ \� \\\\\1 \ RIPRAP
REGIONAL
DETENTION
�—ENERGY
15' CONSTRUCTION
-- �/ �
,DISSIPATION / /
- '
KEY PLAN
SITE
PLAN
MAINTENANCE_-----—__ /' I I 1 \ \ \
1
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\
DATE FEBRUARY 20, 2020
� 1 \ �` \� �n \\\\ � \ �— ��
_ / / / / ACCESSROAD1
\ \ \ \ \ I I r /---------� �� �/ / / // /. \\ \ \ \ \ \\\ \\ \� \ \� �'
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DRAWN BY
JR
////
— — �'/�
I
-
CHECKED BY
JB
APPROVED BY
XXX
WSP PROJEC
a y
Coffey Creek
Detention
SHEET NUMBI
Sheet
20 of 25
0 0
(submitted with IP
Application 1 /31 /2020)
SH
SCALE (S) AS NOTED ON THIS SHEET ARE BASED ON A FULL SIZE 22 X 34 SHEET.

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WSP USA INC.
NORTH CAROLINA
LICENSE NO. F-0165
1001 MOREHEAD SQUARE DRIVE, SUITE 610
CHARLOTTE, NC 28203
T 704-342-5401 1 www.wsp.com
NO. DESCRIPTION DATE
a
650 650 O
Q —
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Q W
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PROPOSED EMBANKMENT 06 z
640 TOP OF BERM ELEV.: 635.50' 640 co
00
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LO
ENERGY DISSIPATION I^v `A� FLOW r
PLUNGE POOL 622' ELEV. 0 �-/ U
BASE ELEV.: 612.20' I LU < a LL
0
EXISTING I 616' ELEV. \ 618' ELEV. J Z U
STREAMBED DOUBLE 94 LF OF 10'Wx7'H RCBC
r ,
BOTTOM I WITH HEADWALLS
620 620
W =
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ELEV.: 616' — — — — —
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PE
o O O O O O s�o
RIPRAPAPRON INTERIM REVIEW
01 D RAW I N G S
0 0 0 0 0 0 0 0 0 0 o NOT FOR CONSTRUCTION
BURY CULVERT BOTTOM V WITH
610 NATURAL STREAMBED MATERIAL 610
ENERGY DISSIPATION RIPRAP
THIS DOCUMENT IS RELEASED FOR THE
PURPOSE OF INTERIM REVIEW. IT SHALL
53' 18' 40' 53' 4' NOT BE USED FOR CONSTRUCTION,
VERTICAL BIDDING, OR PERMITTING.
0 o co co w w It
2' SCALE
0 o Un Un O� 0�
co c0 00 00
600 600 0
2+00 3+00 4+00 5+00 7 0 % DESIGN
0 10' 20' 40'
HORIZONTAL SCALE 1 "=20' SHEET TITLE
REGIONAL DETENTION
KEY PLAN BERM PROFILE
STREAM CENTER LINE (STA. 1 +00 TO STA. 5+25) DATE FEBRUARY 20, 2020
J SCALE 1" = 20'
o DRAWN BY JR
CHECKED BY JB
APPROVED BY XXX
WSP PROJECI Coffey Creek
J Detention
SHEET NUMBE Sheet 21 of 25
(submitted with IP
/ sH Application 1 /31 /2020)
SCALE (S) AS NOTED ON THIS SHEET ARE BASED ON A FULL SIZE 22 X 34 SHEET.

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-
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DOUBLE
O'Wx7'H RCBC
BURIED 1
WITH NATURAL
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TOP OF BERM ELEV.: 635.50'
_
ACCESS ROAD CULVERT CROSS SECTIONS
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ACCESS ROAD CULVERT PLAN VIEW
GENERAL NOTES:
1. U/S RIPRAP: X' LONG, 10" THICK, X'
WIDTH.
2. D/S RIPRAP: 185LONG, 10" THICK,
WIDTH EQUAL TO TOP OF CHANNEL
(MAX ELEV. 623').
10'
VERTICAL
5 SCALE
0
0
0 10' 20' 40'
HORIZONTAL SCALE 1 "=20'
KEY PLAN
WSP USA INC.
NORTH CAROLINA
LICENSE NO. F-0165
1001 MOREHEAD SQUARE DRIVE, SUITE 610
CHARLOTTE, INC 28203
T 704-342-5401 I www.wsp.com
NO. DESCRIPTION DATE
QM
00
CD
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DRAWINGS
NOT FOR CONSTRUCTION
THIS DOCUMENT IS RELEASED FOR THE
PURPOSE OF INTERIM REVIEW. IT SHALL
NOT BE USED FOR CONSTRUCTION,
BIDDING, OR PERMITTING.
70% DESIGN
SHEET TITLE
BERM CULVERT CROSS
SECTION
DATE FEBRUARY 20, 2020
J SCALE 1" = 20'
DRAWN BY JR
CHECKED BY XXX
APPROVED BY XXX
WSP PROJECT Coffey Creek
Detention
SHEET NUMBS Sheet 22 of 25
(submitted with IP
sHE Application 1/31/2020)
SCALE (S) A

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WSP USA INC.
NORTH CAROLINA
LICENSE NO. F-0165
LEGEND
1001 MOREHEAD SQUARE DRIVE, SUITE 610
640
640
CHARLOTTE, NC 28203
T 704-342-5401 1 www.wsp.com
PROPERTY LINES
NO.
DESCRIPTION
DATE
EXISTING MAJOR CONTOUR
PROPOSED MAJOR CONTOUR
EXISTING MINOR CONTOUR
Q
PROPOSED MINOR CONTOUR
EXISTING STREAM
J
w
SS PROPOSED SANITARY SEWER PIPE
O
L
630
630
ct
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PROPOSED SANITARY SEWER MANHOLE
U) w
3
COFFEY CREEK
20' ACCESS
ROAD
ELEV. 622.2'
FLOW
O
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L.L L.L (n
„
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NATURAL
WITH
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ROCK CROSS VANE
6" RISE
_
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GENERAL NOTES:
INTERIM REVIEW
'//
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DRAWINGS
�' ���
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1. U/S RIPRAP: 8' LONG 18" THICK 8' WIDTH.
NOT FOR CONSTRUCTION
�� �'' _ — — — — —— '�'I
�' _ '
XSS
)(SS
/
/ j / / S
/ /
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625 _
x��\
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//��
/
XSS ���---------------------- A/ / / / / /// // / 100,
XSS/ —
/
' — — — — — — — — — —
THIS DOCUMENT IS RELEASED FOR THE
PURPOSE OF INTERIM REVIEW. IT SHALL
4'
NOT BE USED FOR CONSTRUCTION,
_
VERTICAL
2' SCALE
BIDDING, OR PERMITTING.
1 =4
I 1
640
0
/
- - - -
► ► 1 �s 1 1
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-
100% DESIGN
—4— — — — f —
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0 10' 20' 40'
SHEET TITLE
�\
_ — • .L _ — — _ N� \ `� � \ � �\ `� — — — _ `
�
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— — — —
HORIZONTAL SCALE 1 "=20'
KEY PLAN
REGIONAL DETENTION ACCESS
ROAD CULVERT PROFILE
___—
CONSTRUCTION_—
MAINTENANCE
ACCESS ROAD
DATE JUNE 18, 2020
61\ \ \ ♦
__ _
SCALE 1 20
---- — --
o00
\ \ ♦ \ \ `
` --- `_--
♦ \ \
o
DRAWN BY JR
N.
ACCESS ROAD CULVERT PLAN VIEW
m
CHECKED BY JB
APPROVED BY XXX
WSP PROJEC Coffey Creek
Detention
°
Sheet 23 of 25
SHEET NUMB (submitted with Public
o
Notice Response
SHE 5/12/2020)
SCALE (S) AS NOTED ON THIS SHEET ARE BASED ON A FULL SIZE 22 X 34 SHEET.

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650
650
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TOP OF BERM FOR ACCESS
ROAD CULVERT CROSSING
640
—
640
640
640
36" RCP CULVERT BURIED
5" WITH NATURAL
STREAM BED MATERIAL �
630
�
�
630
630
630
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---- -- —
620
620
620
620
610
610
610
610
-80
-60 -40 -20 0 20 40 60
80
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1+36.14
1+46.42
ACCESS ROAD CULVERT CROSS SECTIONS
ACCESS ROAD CULVERT U/S CROSS SECTIONS
/
------ -- �js\
—
G-0' .o\
ACCESS ROAD CULVERT PLAN VIEW
36" RCP CULVERT BURIED
5" WITH NATURAL
STREAM BED MATERIAL
\
- - - - - - - - - - \ \ 1
__�---------------
— — — — — — — — — — — — — — —
10'
VERTICAL
5' SCALE
1 "=10'
0
0 10' 20' 40'
HORIZONTAL SCALE 1 "=20'
KEY PLAN
WSP USA INC.
NORTH CAROLINA
LICENSE NO. F-0165
1001 MOREHEAD SQUARE DRIVE, SUITE 610
CHARLOTTE, NC 28203
T 704-342-5401 1 www.wsp.com
NO. DESCRIPTION DATE
w
O L
Q LU
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INTERIM REVIEW
DRAWINGS
NOT FOR CONSTRUCTION
THIS DOCUMENT IS RELEASED FOR THE
PURPOSE OF INTERIM REVIEW. IT SHALL
NOT BE USED FOR CONSTRUCTION,
BIDDING, OR PERMITTING.
100% DESIGN
SHEET TITLE
ACCESS ROAD CULVERT
CROSS SECTION
G
DATE JUNE 1852020
J SCALE 1" = 20'
o DRAWN BY JR
CHECKED BY JB
APPROVED BY XXX
WSP PROJEC Coffey Creek
Detention
Sheet 24 of 25
SHEET NUMB (submitted with Public
Notice Response
SH 5/12/2020)
Rf:AI F IR1 AR NnTFn nN THIS RHFFT ARF RASH nN A FI11 I S17F 22 X 34 SHFFT_

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TOE OF BANK, TYPICAL
TYPICAL
RANIVP1 II 1 lCFF nl(lTF `21
ROSS VANE INVERT
DNTROL POINT
_EVATION
D FOOTER BOULDERS,
:E NOTE 6)
FILTER FABRIC,
TYPICAL (SEE NOTE 5)
FT VANE ARM
'ERCEPT CONTROL POINT
VATION (SEE NOTE 3)
PLAN VIEW
BANKFULL
LO
X
x
N
TOE OF BANK
STREAM BANK
FILTER FABRIC (SEE NOTE 5)
COARSE BACKFILL (SEE NOTE 8)
HEADER BOULDER (SEE NOTE 6)
FOOTER BOULDER (SEE NOTE 6)
X17
LO
X
STREAM BED - POOL
VARIES
0' TO 1 /3 X5 X14
VANE ARM SECTION A -A'
NOTES:
1. A BOULDER CROSS VANE IS A GRADE CONTROL, IN -STREAM STRUCTURE THAT DIRECTS STREAM FLOW AWAY FROM THE STREAM BANKS AND IN TOWARD THE CENTER OF THE CHANNEL.
2. CONTRACTOR SHALL ESTABLISH AN ELEVATION CONTROL POINT AT THE UPSTREAM INVERT (CENTER) OF THE CROSS VANE TO ESTABLISH PART OF THE PROFILE. POOL ELEVATION CONTROL POINT
SHALL BE DESIGNATED TO ESTABLISH THE REMAINING PROFILE. SURVEY OF CONTROL POINT SHALL BE REQUIRED TO ESTABLISH ACCURATE CROSS VANE INSTALLATION WITHIN THE TOLERANCE
SPECIFIED.
3. THE VANE ARM SHALL INTERCEPT THE STREAM BANK AT A HEIGHT EQUAL TO BETWEEN'/2 BANKFULL STAGE AND BANKFULL STAGE. ELEVATION CONTROL POINT IS ESTABLISHED AT THE LEFT AND RIGHT
STREAM BANK/VANE ARM INTERCEPT POINT TO SCALE. THE VANE ARM INTERCEPT LOCATION IS DESCRIBED BY ITS RELATIONSHIP TO BANKFULL STAGE OR BY THE LENGTH AND SLOPE OF THE VANE ARM.
BANKFULL IS NOT NECESSARILY THE TOP OF THE STREAM BANK SLOPE SEE TYPICAL CROSS SECTIONS FOR ADDITIONAL INFORMATION.
4. OMITTED
5. TYPICAL RIFFLE AND POOL CROSS SECTIONS ARE PROVIDED ELSEWHERE IN THE PLANS TO ESTABLISH THE DIMENSIONS OF THE CHANNEL GRADING INTO WHICH THE BOULDER CROSS VANES ARE TO BE
INSTALLED.
6. THE CROSS VANE SHALL BE CONSTRUCTED WITH FLAT -SIDED BOULDERS OF A SIZE (LENGTH, WIDTH, AND DEPTH) AS SPECIFIED ON THE PLANS.
7. NON -WOVEN FILTER FABRIC SHALL BE USED TO SEAL THE GAPS BETWEEN THE BOULDERS AND UNDER THE COARSE BACKFILL MATERIAL. THE FABRIC SHALL BE PLACED ALONG THE ENTIRE LENGTH OF
THE SILL. THE FABRIC SHALL BE SECURED BY THE WEIGHT OF THE HEADER BOULDER PLACED ON TOP OF THE FOOTER BOULDER WITH THE FABRIC END PLACED BETWEEN THEM. THERE SHALL BE NO
FILTER FABRIC VISIBLE IN THE FINISHED WORK; EDGES SHALL BE FOLDED, TUCKED, OR TRIMMED AS NEEDED.
8. COARSE BACKFILL SHALL BE NO. 57 STONE. COARSE BACKFILL SHALL BE PLACED TO A THICKNESS EQUAL TO THE DEPTH OF THE HEADER AND FOOTER BOULDERS AND SHALL EXTEND OUT FROM THE
VANE ARMS TO THE STREAM BANK AND UPSTREAM A DISTANCE SPECIFIED IN THIS DETAIL.
9. THE INVERT (CENTER) OF THE BOULDER CROSS VANE SHALL BE CONSTRUCTED FIRST, FOLLOWED BY ONE VANE ARM AND THEN THE OTHER VANE ARM. THE FLOODPLAIN SILLS SHALL BE CONSTRUCTED
LAST.
10. BOULDER CROSS VANE SHALL BE BUILT TYPICALLY AS FOLLOWS:
E
X1 - CROSS VANE
INVERT CONTROL
POINT ELEVATION
(SEE NOTE 2)
COARSE
BACKFILL
(SEE NOTE 8)
FLOW
FILTER
FABRIC
CROSS SECTION B-B'
BANKFULL
(SEE NOTE 3)
PROFILE VIEW
X2 OR X3 - LEFT OR RIGHT VANE
ARM INTERCEPT CONTROL POINT
ELEVATION
X4 - POOL CONTROL
POINT ELEVATION
(SEE NOTE 2) FLOW
ROCK CROSS VANE DIMENSIONS
VARIABLE
VALUES
TYPICAL UNITS
DESCRIPTION
X1
SEE PLAN
FT. (NAVD)
CROSS VANE INVERTCONTROL POINT ELEVATION
X2
NOTE 3
NONE
LEFT VANE ARMINTERCEPT CONTROL POINT ELEVATION
X3
NOTE 3
NONE
RIGHT VANE ARMINTERCEPT CONTROL POINT ELEVATION
X4
SEE PLAN
FT. (NAVD)
STEP INVERT CONTROL POINT ELEVATION
X5
10
FT. (NAVD)
BANKFULLWIDTH
X6
12
FT.
VANE ARM LENGTH
X7
4
FT.
LENGTH OF FLOODPLAIN SILL
X8
Not Used
X9
Not Used
X10
Not Used
X11
<20
DEGREES
VANE ARM LENGTH WITH STREAM BANK
X12
7
PERCENT
VANE ARM SLOPE
X13
24
IN.
BOULDER LENGTH (MINIMUM)
X14
24
IN.
BOULDER WIDTH (MINIMUM)
X15
24
IN.
BOULDER THICKNESS (MINIMUM)
X16
SEE PROFILE
FT.
MAXIMUM POOL DEPTH FROM VAN ARM INTERCEPT CONTROL POINT ELEVATION
X17
6
IN.
HEADER BOULDER SETBACK
WSP USA INC.
NORTH CAROLINA
LICENSE NO. F-0165
1001 MOREHEAD SQUARE DRIVE, SUITE 610
CHARLOTTE, NC 28203
T 704-342-5401 1 www.wsp.com
NO.
I DESCRIPTION
DATE
J
W
O U_
U) w
Q 3
ftftft 00
co
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0 �LLJo
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00Uj Q o
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Lll �Q°
� X Q~
� LJJQ�U
O L
J Q x
X
c� a
INTERIM REVIEW
DRAWINGS
NOT FOR CONSTRUCTION
THIS DOCUMENT IS RELEASED FOR THE
PURPOSE OF INTERIM REVIEW. IT SHALL
NOT BE USED FOR CONSTRUCTION,
BIDDING, OR PERMITTING.
100% DESIGN
SHEET TITLE
A. OVER -EXCAVATE STREAM BED TO A DEPTH EQUAL TO THE TOTAL THICKNESS OF THE HEADER AND FOOTER BOULDERS. REGIONAL DETENTION
B. PLACE FOOTER BOULDERS. THERE SHALL BE NO GAPS BETWEEN BOULDERS. PERMANENT DETAILS
C. INSTALL FILTER FABRIC.
D. PLACE COURSE BACKFILL BEHIND THE FOOTER BOULDERS.
E. INSTALL HEADER BOULDERS ON TOP OF AND SET SLIGHTLY BACK FROM THE FOOTER BOULDERS (SUCH THAT PART OF THE HEADER BOULDER IS RESTING ON THE COARSE BACKFILL). HEADER DATE JUNE 18, 2020
BOULDERS SHALL SPAN THE SEAMS OF THE FOOTER BOULDERS. THERE SHALL BE NO GAPS BETWEEN BOULDERS. THE SLOPE OF THE VANE ARM IS MEASURED ALONG THE VANE ARM WHICH IS
INSTALLED AT AN ANGLE TO THE STREAM BANK AND PROFILE. SCALE NTS
F. PLACE COARSE BACKFILL BEHIND HEADER BOULDERS ENSURING THAT ANY VOIDS BETWEEN THE BOULDERS ARE FILLED.
DRAWN BY JR
11. EROSION CONTROL MATTING IN THE VICINITY OF THE VANE ARM INTERCEPT POINT AND FLOODPLAIN SILLS SHALL BE NEATLY SECURED AROUND THE BOULDERS.
CHECKED BY JB
ROCK CROSS VANE
APPROVED BY XXX
STD. NO WSP PROJEC Coffey Creek
1 /CE5.OX Detention
Sheet 25 of 25
SHEET NUMB (submitted with Public
Notice Response
SHE 5/12/2020)
SCALE (S) AS NOTED ON THIS SHEET ARE BASED ON A FULL SIZE 22 X 34 SHEET.

Appendix D
Stormwater Master Plan &
Airport Layout Plan

JftF
STORM WATER MANAGEMENT FACILITIES-�
CLT_IPBoundary_rev Existing Major Basins Existing Wetland Existing - Detention r ilmon-CDIA Property
0 MAP
Proposed - Detention Existing_Sub_Basins Existing Ponds �y///� Existing - Detention and Water Quality DIA Property Rocktake�c
Labelled with a "D"
Proposed - Detention (Future) — Streets ../'�- Streams Existing - Water Quality o_
Labelled with a "D" , a
Proposed - Water Quality Existing Culverts 1r
l�
Labelled with a "W" I t a
Tuckasee e I
MEL
4:v I
Center
Business
CP, Keeter-Dr-
NorthF4
City -Dr
tu p
x. °
f (Tlcer Branch)
RRCF1
- •„.. � Z i � - ".fir
� F!
• � Wilkinson-3 D _ � 'y •�'�•. . °� •'
�� Wilkinson-Bv _ S - f' i, .E•, -
C Wilkinson-2 W .Y .' .. �a
CC; IN
-- :. _,.�,,. � Wilkinson4 W _ " . _ d � I / •
Entrance Road
Eatonton.
Street`
Biiry-zD _ -
.. e' Entrance
Road �.
_ p Long Term 2 SF-1 (E-2•) Boyer -St'
B04 o Entrance Road 9B-3
oiQ'Oo p _ Entrance Road 1111 B-3 (G-3)
.� East
_ r.
k,, 4; •. �' •r 1 �Taziway D Bio '' o
_ (Taggart Creek)
1w00
D4N'D'et `rys
<1.7�. - h1 ' r� � fir- � r��.
Q�
� AIVG aft ..�
evxl
H 10-1 w IL�F
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: 't - ,�' •.. a ' iJ it ;, �_-��' '��' — x•�;� `� ,r/l.
kfI H10 - -
"cif J H4ger-2 W
Hanger-1 DT
MIt olive Church
CY
' K West•
West �}
Lake Wylie)
.`
Sentry Post i
_ - — a ....
ARNG
P" air
eV 4
e I w Cargo I
West By
South
14 � ;
- ' i = l (Coffey Creek)
i
a'i
p+� Byrum Dr West Blvd-1Al
•• , ; t I @:!�' ��'� ;"� .y � -.. ' do � ... . eii y G ..
d� o, rahl
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log
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-; ' - - ",��•`�..' ,r, Marksw �'
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pr
pou9t v:: -
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7. Spo Steeiebe� K.'Ys' • ';_ , �..
OrA.
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A
',' `",r: '�,•�;.�:.. � r � Center �• ...
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r
-
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a ah T`_J If
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0 Miles 0.5
CHARLOTTE DOUGLAS
INTERNATIONAL AIRPORT
' Shutterfl •,.,,...., -°=_• ,,_ ..
xt
NS i
_
FY18—FY23 STORM WATER MASTER PLAN
CHARLOTTE DOUGLAS INTERNATIONAL AIRPORT
FIGURE 1
AIRPORT -WIDE STORM WATER MASTER PLAN

Notes:
1. The depicted Airport Layout Plan (ALP) is based on GIS topography data (2014) and other as -built drawing (CAD)
sources. Before any engineering, design, or construction projects are undertaken, the exact location of existing
facilities (above and below ground) should be field checked and verified.
2. All taxiways are 75 feet wide (Design Group V), unless otherwise noted. Runway Exit Taxiway (RET) widths will
vary depending on their location and design.
3. For additional airport information, see Sheet 4 - Data Sheet.
4. For complete airport property boundaries existing and future, see Sheet 30 - Airport Property Map.
5. Modification of Standards (MOS) table is shown on Sheet 4 - Data Sheet.
6. Elevations shown are based on vertical datum NAVD88.
7. Coordinates shown are based on horizontal datum NAD83.
8. Existing rail and roadway elevations were obtained from Google Earth, February 2014, and included moveable
object height clearances (23' for railways, 17' for interstate highways, 15' for public roadways, and 10' for private
roadways).
9. All future roadway elevations and configurations are conceptual only and will need to be approved by city and
state agencies (NCDOT).
10. The existing ASR-9 is to be demolished and relocated between the existing Runway 18R and future Runway 19
thresholds.
11. The future Air Traffic Control Tower (ATCT) is scheduled to be operational in late 2019 or early 2020. The new
tower will be 376 feet (AGL) tall, with a controller eye -level elevation of 1039' mean sea level (msl). All existing
and future facility siting and design should be based on having a clear line -of -sight to all airfield movement areas
based on the new ATCT eye -level elevation. In addition, prior to commissioning of the new ATCT, there must be
a clear line -of -sight to all airfield movement areas from the existing ATCT eye -level elevation of 874'msl.
12. The proposed Phase 3 Multimodal expansion area to the south is only a land hold until a permanent site can be
determined.
13. Future runway designations will be determined during the design stage.
14. The RPZ clearance for the future east Runway 17-35 will be determined at a later date when the runway is
anticipated to be needed to meet demand. Line of sight will also need to be maintained from the future ATCT to
the future east Runway 17-35.
15. The Airport owns all properties in the existing RPZs with the exception of railroads, public roadways, and an
outer portion of the Runway 23 RPZ. There are plans to acquire properties within all existing and future RPZs.
Also, there are no plans at this time to address the roads/ railroads within the existing RPZs.
EXISTING DRAWING LEGEND EXISTING DRAWING LEGEND (CONT'D) I IFUTURE PHASING LEGEND
ITEM
EXISTING
POFZ
P:oiml
RAILROAD
RPZ
P �J
`7�/77�/
RUNWAY PART 77 APPROACH SURFACE
— —
RUNWAY TERPS APPROACH SURFACE
RUNWAY TERPS DEPARTURE SURFACE
THRESHOLD SITING SURFACE
DETENTION BASIN
FUTURE DRAWING LEGEND
ITEM
FUTURE
AIRPORT PROPERTY LINE (FEE SIMPLE)
AIRPORT REFERENCE POINT
ROADWAYS AND RAILWAY ELEVATIONS
85.0;�
PROJECT NUMBER
DETENTION BASIN
PHASE 1
DESCRIPTION
PHASE 2
PAVEMENT
.............:............:::
L_ J
AIRFIELD SHOULDER PAVEMENT
BUILDINGS
■ ■ ■ ■ ■
ROADWAYS
■ ■ ■ ■ ■
■ ■ ■
ROADWAY / RAILWAY TUNNELS■
■ ■
AUTOMATIC PEOPLE MOVER (APM)
■ ■ ■ ■ ■
F 1.-.-004-.� I
�LL�Q��j�.LL�7
DEMOLITION
...--.-.-.-.
1*941 WAWA
F.:.T.::^:.—: 7.,7 7:1
I NTER MO DAL AREA
—x—x--x—
FENCE
—x—x--x-
- — — —
RUNWAY PART 77 APPROACH SURFACE
— — — —
-----BRL -----BRL
BRL
-----BRL -----BRL -
_ F-ROFA _
ROFA
_ F-ROFA _
-----TOFA-----TOFA—
TOFA
-----TOFA-----TOFA—
F_RSA
RSA
F_RSA
--
TSA
--
-----
GS C.A.
-----
---------
LOC C.A.
-----
OFZ
-----
POFZ
POFZ
POFZ
RPZ
4x4 FAA STAMP
FAA DISCLAIMER
THE FAA'S APPROVAL OF THIS AIRPORT LAYOUT PLAN (ALP) REPRESENTS
ACCEPTANCE OF THE GENERAL LOCATION OF FUTURE FACILITIES DEPICTED.
DURING THE PRELIMINARY DESIGN PHASE, THE AIRPORT SPONSOR IS
REQUIRED TO RESUBMIT FOR APPROVAL THE FINAL LOCATIONS, HEIGHTS AND
EXTERIOR FINISH OF STRUCTURES.
PREFIX & SUFFIX USAGE
ALSF II
Approach Lighting System W/Sequence Flashing Lights - Type 2
APP
Approach
ASOS
Automated Surface Observing Systems
ATCT
Air Traffic Control Tower
BRL
Building Restriction Line
C.A.
Critical Area
DEP
Departure
DER
Departure End of Runway
DISP THOLD
Displaced Threshold
D.T.
Displaced Threshold
DME
Distance Measuring Equipment
E-
Existing
ELEV
Elevation
EMAS
Engineered Materials Arrestor System
F-
Future
GS
Glide Slope
GS C.A.
Glide Slope Critical Area
IM
Inner Marker
LOC
Localizer
LOC C.A.
Localizer Critical Area
MALSR
Medium Intensity Approach Light System
MM
Middle Marker
OFA
Object Free Area
OFZ
Obstacle Free Zone
OM
Outer Marker
PACS
Primary Airport Control Station
PAPI
Precision Approach Path Indicator
POFZ
Precision Obstacle Free Zone
PT
Point
R-
Relocated
REIL
Runway End Identifier Lights
ROFA
Runway Object Free Area
RPZ
Runway Protection Zone
RSA
Runway Safety Area
RTR
Remote Transmitter Reciever
RVR
Runway Visual Range
RVZ
Runway Visibility Zone
SACS
Secondary Airport Control Station
TBR
To Be Relocated
TDZE
Touch Down Zone Elevation
TOFA
Taxiway Object Free Area
TSA
Taxiway Safety Area
U-
Ultimate
VOR
VHF Omni directional Range
VOR C.A.
VHF Omni directional Range Critical Area
WSK
Windsock
FUTURE PROJECT LEGEND
PROJECT
NUMBER
PROJECT DESCRIPTION
OR EXISTING FACILITY NUMBER
BEING REPLACED
TOP OF
STRUCTURE
ELEVATION
(MSL)
F-01
Bank of America Road Relocation
794
F-02
AA Simulator Addition
726
F-03
FBO Terminal Expansion
738
F-04
Concession Distribution Warehouse
735
F-05
GA Hangars 1
724
F-06
Roadway Canopies
732
F-07
ARFF Station
692
F-08
FBO Ramp Expansion
716
F-09
Pedestrian Sky Bridges
732
F-10
GADO Redevelopment
712
F-11
West Boulevard Relocation
664
F-12
Fourth Parallel Runway Construction
728
F-13
GA Hangars 11
724
F-14
Concourse A Expansion Phase 11 (16 Gates)
808
F-15
Ramp Expansion South Phase 1
730
F-16
R-118 (CLT Center)
803
F-17
Phase 1 General Aviation
765
F-18
Airport Overlook
742
F-19
R-321,R-328 (CMPD Helicopter Hangar & Admin.)
645
F-20
Ramp Expansion Ph 11
730
F-21
C Concourse Expansion
808
F-22
Daily North Parking Deck
824
F-23
Joint Operation Center
786
F-24
B Concourse Expansion
808
F-25
Phase 2 General Aviation
765
F-26
Satellite Terminal
806
F-27
APM
734
F-28
Long Term 3 Parking Deck
824
F-29
Master Plan Land East
640
F-30
R-310 (T-Hangars)
725
F-31
R-310 (T-Hangars)
725
F-32
FBO Building
735
F-33
5th Parallel Runway
767
F-34
NCANG Hangar and Ramp Expansion
825
F-35
R-201 (AA Line Maintenance Hangar)
TBD
F-36
APM Maintenance Station
TBD
F-37
R - 218 (AA Cargo)
TBD
F-38
R -216 (AA GSE)
TBD
F-39
R-212 (Cargo - Air General, AA Mail Sort, SWA)
TBD
F-40
Phase 1 Cargo Expansion
TBD
F-41
Phase 2 Cargo Expansion
TBD
F-42
Phase 1 Cargo Expansion
TBD
F-43
R - 214 (Catering - Express/Piedmont)
TBD
F-44
R-217 (LSG Sky Chefs)
TBD
F-45
R-218 (AA Catering)
TBD
F-46
R-245 (American Line Maintenance Building)
TBD
F-47
AA Heavy Maintenance Expansion Phase 1
TBD
F-48
R-231 (American IT)
TBD
F-49
R-210 (American Airlines Storage)
TBD
F-50
R-122 (Center Lighting Vault)
TBD
F-51
R-256 (Glycol Refueling Station)
TBD
F-52
R-214 (Paradies and Menzies)
TBD
F-53
Airline Support Expansion Phase 1
TBD
F-54
R-224 (IDS De-icing)
TBD
F-55
Airport Support Expansion Phase 1
TBD
F-56
R-212 (STS Line & Republic Maintenance)
TBD
F-57
R-209 (Delta GSE)
TBD
F-58
R-211 (Piedmont GSE Maintenance)
TBD
F-59
R-221 (Airport Storage)
TBD
F-60
R-247 (PSA Hangar)
TBD
F-61
R-222 (UPS)
TBD
F-62
R-223 (Jetstream)
TBD
F-63
Catering Expansion Phase 2
TBD
F-64
Catering Expansion Phase 2
TBD
F-65
Airport Support Expansion Phase 2
TBD
F-66
Concourse B Holdroom Bumpouts
TBD
F-67
Concourse C Holdroom Bumpouts
TBD
F-68
West Triturator Facility
TBD
F-69
GA Hangar Development Phase 1
TBD
F-70
GA Hangar Development Phase 2
TBD
F-71
GA Hangar Development Phase 1
TBD
F-72
ARFF Expansion Phase 1
TBD
F-73
C-17 Simulator Building
TBD
Top of structure elevations based upon assumed height above ground elevation.
(R) is an existing facility that will be relocated.
0
Q
600 0 600 1200
MAGNETICNORTH TRUENORTH
Declination 7°44'W (7.73°) (.Ian 24, 2020)
SCALE IN FEETChanging 0° Y W (0.05°) per year
Revision Description Date By
Pen & Ink ALP March 2020 L&B
.�
Charlotte• Douglas
INTERNATIONAL AIRPORT
CHARLOTTE U,AS
INTERNATIONAL AIRPORT
JOB DESCRIPTION
AIRPORT LAY1k0Uf PLAN
SHEET TITLE
,=a F
FUTURE
AIRPORT LAYOUT PLAN
DESIGNED
DRAWN
CHECKED
APPROVED
L&B
L&B
R, 5rulw
CLT
SCALE
CONTR. NO.
AS SHOWN
DATE
SHEET
March 2020
3 of 32
Y:\CLT\On-Call Contract\18-ALP Dwg Set Update (PI)\E-LB Work\8-Pen-Ink ALP - 2020\001-LAYOUTS\Sheet-3 ALP Future.dwg
Ltscale: 1 Saved On: April 16, 2020 Plotted: 5/8/2020 12:02 PM

Appendix E
Monitoring Plan

CLT Airport Expansion I SAW-2018-01071
In -Line Detention Monitoring Plan
May 20, 2020
Proposed Monitoring Plan
Introduction
The City of Charlotte — Aviation Department (Applicant) submitted a Department of the Army Phased
Individual Permit (IP) on January 31, 2020, for the proposed expansion of the Charlotte Douglas
International Airport (CLT or Airport) in Mecklenburg County, North Carolina. A component of the Phased
IP proposes stormwater detention in -line with existing channels. During the Public Notice period, the
United States Army Corps of Engineers (USACE) requested a monitoring plan of those channels subject
to in -line detention.
In the application, in -line detentions are proposed on Ticer Branch (Stream 1 [S1]) for the North End
Around Taxiway (NEAT) element and on Coffey Creek (S25) for the South Crossfield Taxiway (SCF)
element. The purpose of an in -line detention is to provide peak discharge control for storm events up to
the 100 year event. Both in -line detentions propose permanent impacts as a result of a culvert and berm
that would be sized to detain water for the 2-, 10-, 25-, and 100-year storm events. Additionally, each
detention basin also proposes a culverted stream crossing for road access within a basin for construction
and maintenance. During the design storm event, the streams would overtop their banks and flood the
detention area for stormwater detention, but attenuate within 48 hours. Beyond the culvert and berm and
access road culvert in each basin, no other direct impacts as a result of the in -line detention are proposed
to the stream channels. However, the streamside areas of both Ticer Branch and Coffey Creek would
require an earthen embankment, grading, and removal of trees in order to provide the capacity necessary
to detain the designed storm event. A 10-foot vegetated buffer along each stream will be maintained.
In the Ticer Branch in -line detention, S1 and S2 are proposed to experience flooding of streamside area.
In the Coffey Creek in -line detention, S25, S32, and S34 are proposed to experience flooding of
streamside area. All five channels will require monitoring per the USACE request.
Methods
DIMENSION ASSESSMENT
Permanent cross sections at riffle features will be established as a baseline on each channel subject to
in -line detention. The location and number of these cross sections will be field located and set prior to
construction. Cross section monuments will be marked on both banks with permanent monuments to
facilitate comparison of data collected during future monitoring events. Dimensional data will be collected
based on The Key to the Rosgen Stream Classification of Natural Rivers' and a stream classification type
will be determined at each cross section. Graphical representations of cross sections will be provided.
SUBSTRATE
Wolman pebble count methodology will be utilized to calculate the D50 (i.e., median particle size) of the
stream bed material to establish particle size distributions at the permanent cross -sections. Monitoring
substrate during future events can indicate changes in stream character, erosion rates, and sediment
supply within the site.
1https://wildlandhydrology.com/resources/docs/River%20Restoration%20and%2ONatural%2OChanne1%2ODesign/Rosgen 2011 Na
tural Channel Design.pdf
Page 11

CLT Airport Expansion I SAW-2018-01071
In -Line Detention Monitoring Plan
May 20, 2020
NORTH CAROLINA STREAM ASSESSMENT METHODOLOGY
The North Carolina Stream Assessment Methodology (NCSAM) will be utilized to assess stream quality
and function at each cross section. The assessment length at each cross section will be 30 feet upstream
and downstream of the cross section location. The NCSAM method provides for an evaluation of
streamside riparian vegetation as well as a field assessment of hydrological influence, water quality, and
biology within a reach.
At each cross section, dimensional data, substrate characterization, and NCSAM will be assessed. A
variation of the following table will be utilized to report baseline, post -construction, and annual data at
each cross-section.
Table 1. Example Table for Assessment Data
�ection #
Bankfull Width (ft)
Floodprone Width (ft)
Bankfull Mean Depth (ft)
Bankfull Max Depth (ft)
Bankfull Cross Sectional Area (ftz)
Width/Depth Ratio
Entrenchment Ratio
D50 (mm)
Rosgen Classification
NCSAM Score
PHOTOGRAPHIC DOCUMENTATION
Stream # Stream #
Cross Section # Cross Section #
Photographs looking upstream and downstream at each cross section will be taken during the baseline
monitoring to visually document the existing conditions of the channels. Photographs of each cross
section will also be taken post -construction, and at annual monitoring events.
Timing/Frequency
The first monitoring event will take place prior to construction and permanent cross sections will be set.
The second monitoring event will take place post -construction. Subsequent monitoring events will be held
on an annual basis for a period of five years post -construction of either the Ticer Branch and/or the Coffey
Creek detention basins. If at that time, the results during the monitoring events have not significantly
changed since the baseline condition, then the monitoring requirements shall be successfully satisfied.
Summary
The proposed monitoring plan for the channels subject to in -line detention will consist of multiple
measurements and assessments noted above that will provide a way to track the stability of the channels
overtime. The NCSAM data forms will be provided in each monitoring report. Additionally, photographs
will be taken as photographic documentation. After each monitoring event, a short cover letter and report
of findings will be provided to the USACE for review.
A variation of the following table will be utilized to report overall data after each collection event over time.
Page 12

FN
Table 2. Example Table of Results S
Rosgen
Class
Stream
Stream
Stream
Stream
CLT Airport Expansion I SAW-2018-01071
In -Line Detention Monitoring Plan
May 20, 2020
A Rosgen Dso NCSAM
Class
Page 13