20140090 Ver 7_U-2579B Permit Modification Application_20200129 (5)

DEPARTMENT OF THE ARMY
WILMINGTON DISTRICT, CORPS OF ENGINEERS
69 DARLINGTON AVENUE
WILMINGTON, NORTH CAROLINA 28403-1343
January29, 2020
Regulatory Division
Action ID: SAW-2008-03183, NCDOT/U-2579B, Winston-Salem Northern Beltway, from
US 158 to 1-40B/US 421, Smith Creek Relocation, Modification to Individual Permit
issued October 17, 2019
Philip S. Harris, III, P.E., CPM
North Carolina Department of Transportation
Environmental Analysis
1598 Mail Service Center
Raleigh, North Carolina 27699-1598
Dear Mr. Harris:
Reference the Department of the Army (DA) permit issued on October 17, 2019, to
the North Carolina Department of Transportation (NCDOT) for impacts associated with
the new location project identified as U-2579B, Winston-Salem Northern Beltway. The
4.06 mile, three -lane divided facility would extend from US 158 to I-40B/US 421 near
Winston Salem, Forsyth County, North Carolina. Coordinates (in decimal degrees) for
the site are 36.11780 N,-80.13800 W. The project occurs in the Yadkin River Basin (8-
digit Cataloging Unit 03040101). Also reference U.S. Army Corps of Engineers (Corps')
modifications dated July 2, 2014 and February 21, 2019. The current standard permit
expires on December 31, 2022.
On October 21, 2019, the U.S. Army Corps of Engineers (Corps) received a request
to modify the above referenced permit to include the relocation of 1,711 linear feet of
Smith Creek (Site 28) and the relocation of 80 linear feet of an unnamed tributary to
Smith Creek (Site 28A). The modification also included the draining, excavating and
filling of two (2) aquaculture ponds measuring 1.62 acres and 6.20 acres, (Sites 28B
and 28C). Constructability constraints associated with a deceleration lane for the
Winston-Salem Northern Beltway necessitate the relocations of the creeks, as well as
the decommissioning of two aquaculture ponds. The newly relocated Smith Creek will
measure 2,127 linear feet and the newly relocated unnamed tributary will measure 384

-2-
linear feet. NCDOT will use natural channel design and riparian plantings over the
relocation site.
These stream relocation changes bring the U-2579B project impact totals to: 12,492
linear feet of permanent stream channel impacts, 1,570 linear feet of temporary stream
impacts, and the draining, excavating and filling of 7.82 acres of aquaculture ponds
(permanent impact). There are no changes to the permitted permanent wetland
impact(s) of 1.96 acres.
A Public Notice describing this proposal was issued for a 15-day comment period.
No substantial concerns or comments were received from this notice. Therefore, the
Corps has completed the evaluation of your request and has determined that it is
appropriate and reasonable. Consequently, the permit is modified as requested and
shown on the enclosed plans, Sheets 1-18, dated 14 January 2020. The permit also.
includes the implementation of the monitoring plan for the relocations of Smith Creek,
the unnamed tributary to Smith Creek, and the establishment of a riparian vegetated
corridor in and near the relocated stream sites.
For your information, the following special condition from the original authorization
has been updated to include the new stream relocation requirements using natural
channel design and the establishment of a riparian vegetated buffer around the
relocated stream channels:
1. Construction Plans: All work authorized by this permit must be performed in
strict compliance with the attached plans, Sheets 1-18, dated 14 January 2020.
The permit also includes the implementation of the attached Stream
Relocation/monitoring plan for the relocations of Smith Creek, the unnamed
tributary to Smith Creek, and the establishment of a riparian vegetated corridor
in and near the relocated stream sites. Any modification to the attached stream
relocation plans must be approved by the U.S. Army Corps of Engineers
(Corps) prior to any active construction in waters or wetlands.
If you object to this decision, you may request an administrative appeal under Corps
regulations at 33 CFR Part 331. Enclosed you will find a Notification of Appeal Process
(NAP) fact sheet and request for appeal (RFA) form. If you request to appeal this
decision you must submit a completed RFA form to the following address:

-3-
District Engineer, Wilmington Regulatory Division
Attn: Nicholle Braspennickx
69 Darlington Avenue
Wilmington, North Carolina 28403
. In order for an RFA to be accepted by the Corps, the Corps must determine that it is
complete, that it meets the criteria for appeal under 33 CFR part 331.5, and that it has
been received by the Division Office within 60 days of the date of the NAP. Should you
decide to submit an RFA form, it must be received at the above address by March 30,
2020.
It is not necessary to submit an RFA form to the Division Office if you do not object
to the decision in contained in this correspondence.
All other conditions of the permit, including the permit expiration date of December
31, 2022, remain in effect, as written. Should you have any questions, contact Ms.
Nicholle Braspennickx, Charlotte Regulatory Office, via email at:
Nicholle.M.Braspennickx(a)_usace.army.mil or by telephone at [phone].
00-kaI.I=gKeLkTiI►LTi/_1►101:11Ct
Enclosures: Monte Matthews
Lead Project Manager
Wilmington District

-4-
Electronic Copy Furnished with enclosures:
Ms. Erin Cheely
North Carolina Department of Transportation
1598 Mail Service Center
Raleigh, North Carolina 27699-1598
Ms. Amy Euliss
North Carolina Department of Transportation
375 Silas Creek Parkway
Winston-Salem, North Carolina 27127-7167
Electronic Copy Furnished without enclosures:
Mr. David Wanucha
North Carolina Department of Environmental Quality
Division of Water Resources
450 West Hanes Mill Road, Suite 300
Winston-Salem, North Carolina 27105
Ms. Claire Ellwanger
U.S. Fish and Wildlife Services
Asheville Ecological Service Field Office
160 Zillicoa Street
Asheville, North Carolina 28801
Mr. Todd Bowers
Oceans, Wetlands and Streams Protection Branch
Wetlands and Streams Regulatory Section
U.S. Environmental Protection Agency -Region 4
Sam Nunn Atlanta Federal Center
61 Forsyth Street, SW
Atlanta, Georgia 30303-8931
Ms. Marla Chambers
Division of Inland Fisheries
North Carolina Wildlife Resources Commission
7121 Mail Service Center

-5-
Raleigh, North Carolina 27699-1721

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v J
N
See Sheet lB For Conventional Plan Sheet Symbols
60
LouI
,.
TO
KgNWERSY
-Y4EB- POT StG.23+50.00 (U-25798) _
-Y4WB- POT Sta.23+50.00 (U-2579B) _
-Yl- POT Sto.56+50.00 (U-5760)
STATE OF NORTH CAROLINA
DIVISION OF HIGHWAYS
FORSYTH COUNTY
krAw
-A— —oft ..DR M xo.
SN88T
N.C.
U-2579BA
]l
grA-PRDA-
P. A.P .ND.
DW-IU fON
34839.1.10
P.E.
34839.3.11
CONST.
LOCATION. US 421/I--40 BUSINC 150 IN KERNERSVILLE FROM THE WINSTON-SALEM
NORTHERN BELTWAY (FUTURE I-74) TO WEST OF S MAIN STREET
TYPE OF WORK: GRADING, DRAINAGE, PAVING, AND CULVERT
JANUARY 14, 2020
PERMIT DRAWING
SHEET 1 OF 18
1
5
^Fri
V
POND I
PROPS 3eB'x9'
EXTEN/ON �
CLEARING ON THIS PROJECT SHALL BE PERFORMED TO THE LIMITS ESTABLISHED BY METHOD III
THIS PROJECT IS WITHIN THE MUNICIPAL BOUNDARIES OF THE TOWN OF KERNERSVILLE
THIS IS A CONTROLLED -ACCESS PROJECT WITH ACCESS LIMITED TO POINTS AS SHOWN ON THE PLANS
PERMIT DRAWING
MODIFICATION FOR
U-2579B
0
-Y4-
US 42111-40 BUS/NC 150
=5,�irH CREEK= j r-----___._
`
POND 2 `—.--�
POND 3
PROP SY1TH CREEK
RELOCATION
-Y4EB- POT Sta. 75+00.00 (U-2579BA) _
-Y4EB- POT Sta.75+00.00 (U-2579B)
-Y4WB- POT Sta. 75 -+00.00 (U-2579BA) _
-Y4WB- POT Sta.75+00.00 (U-2579B)
TIP PROJECT U-2579B
(BY OTHERS)
} '
ygppgD��%�
7
=Y4EB==
-------------- - _- _- _-
J �
POND 4
------_____-__ TO
WINSroN-sA £M
-_ --------
TIP PROJECT U-2579B
fBY OTHERS)
`\a
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
GRAPHIC SCALES
DESIGN DATA
PROJECT LENGTH
Kimleyxfflorn
HYDRAULICS ENGINEER
AADT 2020 = 57,600
PLANS PREPARED FOR
THE NCDOT BY:
50 25 0 50 too
J
AADT 2040 = 77,900
D = 65%
LENGTH ROADWAY TIP PROJECT U-2579BA = 0.975 MILES
TOTAL LENGTH TIP PROJECT U-2579BA = 0.975 MILES
�o°w
"�'
P.E.
o' Nos B
2018 STANDARD SPECIFICATIONS
DAN ROBINSON, P.E.
PLANS
50 25 0 50 100
T = 7%*
V - 65 MPH
RIGHT OF WAY DATE:
y z
PROJECT ENGINEER
SIGNATURE:
ROADWAY DESIGN ENGINEER
i�
I i I Ii—
* (TTST 4% + DUAL 3%)
FUNCTIONAL
N/A
RHODES S. HUNT,P.E.
Rr a TN�11BeC
PROFILE (HORIZONTAL)
PROJECT DESIGN FXGINERR
5 2.5 0 5 10
CLASSIFICATION:
LETTING DATE:
—
URBAN FREEWAY
REGIONAL TIER
APRIL 21, 2020
IESSICA EARLEY, P.E.PROJECT
PROFILE (VERTICAL)
EXECUTIVE
NCDOT PRIORITY PROJECTS TEAM
P.E.
SIGNATURE,

(TO BE INSTALLED BY OTHERS)
STREAM INTAKE VAULT
(SEE SPECIAL PROVISIONS)
*NOT TO SCALE*
SLUICE GATE
6" PORTABLE HOSE
(TO BE INSTALLED BY OTHERS)
CLASS B
RIP RAP
INV=827.88'
Q�
x
NATURAL STREAM ,O?
POOL. SEE STREAM-9 'I!'
S
'OOL ELEV=827.38'- 12" PVC90.5% SLOPE
MATERIAL IF J (CONCRETE)
SEE TABLE FOR THICKNESS
SIDE 2
STRUCTURE INV=825.0'
ANTI -FLOATATION
MATERIAL (F) (CONCRETE)
SEE TABLE FOR THICKNESS
(FO BE INSTALLED 1 OTHERS)
MATERIAL IF) (CONCRETE)
SEE TABLE FOR THICKNESS
JAN UARY 14, 2 02 0
PERMIT DRAWING
SHEET 2 OF 18
SIDE 4
PADLOCK BAR
LOCKING DEVICE LIFTING
HANDLE (COVER SHOWN IN
FLOW
LIFTING HANDLE OPEN POSITION)
-- ______ _ ___
� �
__
h
__=
_ __ _ __
ir- --,�
SST POSITIVE
LOMINO LATOA
HINGED
5
SLAB LID WITH 2'x 2'
ACCESS HATCH
NOTES:
1. SLUICE GATE IS FOR INTAKE VAULT AND SHOULD REMAIN
y
GRATING
CLOSED DURING NORMAL OPERATION.
II �I
II II III
PANEL
6" HOSE FOR DIESEL
2. SLUICE GATE SHALL PROVIDE WATERTIGHT SEAL. PROVIDE
ADEQUATE CLEARANCE FOR INTAKE VAULT OPERATION.
""'
--
i
II
II II
SLUICE GATE
3
II �I
„
12" INLET PIPE
S
PUMP TO BE INSTALLED
BY OTHERS (SEE NOTE 6)
3. SELECT BOX STANDARD AS REQUIRED TO ACCOMMODATE SLUICE GATE
AND SLAB LID WITH ACCESS HATCH.
STEP TRET______-j
--T
T-------
a
II 11 II
a
ALUM. ��`�`
N
4. ENSURE ACCESS HATCH OPENS FREELY AND WITHOUT INTERFERENCE WITH
i__==___
FRAME, ��♦
�p��
F.....
0
SLUICE GATE.
____
______
a
CAST IN
CONCRETE O`��`
W
Q
n
Fll
5. ADJUST FOOTER DIMENSIONS AS NEEDED FOR ANTI -FLOTATION. FOOTER DIMENSIONS
_YP
==Y=
------ JI
CAN BE 5' x 5' x 9' DEEP OR 8' x 8' x 4' DEEP. ANTI -FLOATATION MATERIAL IS REQUIRED
:::
•.:
.....
-----------
N
(,J
AND SHALL BE CONCRETE.
-----------
STEP TREAD,•
' =
STEPS RV/ 12" O.C.
� a
(STD. D G. 840.66)
6. NOT IN CONTRACT. SEE SPECIAL PROVISIONS.
AS SHOWN
TYP AS SHO
SST HINGES,
TYP,
MINIMUM DIMENSIONS FOR STREAM INTAKE VAULT
DOUBLE DOOR
SINGLE DOOR HATCH PROFILE
SIDE 2
BASIN
TOP
NOTES:
S
B
BOTTOM
INV. ELEVATION
ANTI -FLOATATION
CTL. STR.
1.
ALL HATCH COMPONENTS SHALL BE SST OR ALUMINUM.
STATION
(INCHES)
(INCHES)
ELEVATION
CONTROL
MATERIAL (F)
DIMENSIONS
2.
HATCHES SHALL BE WATERPROOF AND RATED FOR 30OPSF.
6" MIN.
6" MIN.
MINIMUM
CONTROL
STRUCTURE
s
THICKNESS FEET
(W x L x H)
3.
4.
EXPOSED HARDWARE SHALL BE TAMPER -PROOF.
FALL PROTECTION SHALL BE IN ACCORDANCE WITH OSHA REQUIREMENTS.
PLAN VIEW
ELEV.
STRUCTURE
5.
CONTRACTOR SHALL CONFIRM THAT DIMENSIONS ARE ADEQUATE FOR INSTALLATION,
31 +69.64 -SMITH
CREEK-
6
6
825.00'
835.82'
827.88'
9.0'
5' X 5' X 10.82'
REMOVAL, AND MAINTENANCE OF EQUIPMENT WITH EQUIPMENT MANUFACTURERS.
ACCESS HATCH
*NOT TO SCALE*
SIDE 4
ANTICIPATED PUMP LOCATION.
(TO BE INSTALLED BY OTHERS) CROSS SECTION VIEW LOOKING DOWNSTREAM __
SLAB LID W'/ 2' x 2'
_ ACCESS HATCH SLUICE SEE STREAM PLANS FOR
NATURAL STREAM DESIGN
GATE
6' PORTABLE HOSE
(TO BE INSTALLED 5'x5' CONCRETE /
BY OTHERS) 835.82' VAULT STRUCTURE /
12' PIPE W/ DOWNSTREAM SILL
INTAKE SCREEN ELEV 828.80/
INV=827.88' /
827.38'

NOTE:
THE DETAILS BELOW REPRESENT A PRECAST CONCRETE GRAVITY WALL WITH
NATURAL BOULDER APPEARANCE ALONG FACE (PER PLANS). THIS PRODUCT
OR A COMPARABLE PRODUCT CAN BE UTILIZED ON THIS PROJECT.A PRODUCT
SUBMITTAL AND DESIGN TO BE APPROVED BY THE ENGINEER WILL BE REQUIRED.
LOAD CONDITION A I NO LIVE LOAD SURCHARGE, NO BACK SLOPE, NO TOE SLOPE
2 BL02K HIGH SECTION
(2) 28" (710 mm) Blocks
PRELIMINARY
Professional Engineering Design
Required for Construction
Grade to drain surface
water away from wal I
Top block
Non -woven geotextile fabric (If specified by
Engineer based on site soil conditions)
Setback = 1 %" (41 mm)
ii Wall Batter Angle) Backfill per design requirements, Install
�j In lifts and compact per project
specifications.
2'-6" (0.76 m)
\� \ 0'-6" (152 mm)
0 = 28*
Infill stone (No. 57 or equivalent)
Fill behveen adjacent blocks (all blocks)
Fill vertical core slot (PC blocks)
Stone to extend at least 12" (305 mm}
behind blocks.
Move blocks forward during installation
to engage shear knobs (Typical)
Drain {As specified by Engineer}
Solid bottom block
Leveling pad (As specified by Engineer)
This drawing is for reference only. Determination of the suitability and/or manner of use of any details container in this document is the sole responsibility of
the design engineer of record. Final project designs, including all construction details, shall be prepared by a llcansed professtenal engineer using the actual
conditions of the proposed site. Final wall design must address both internal and external drainage and all motes of wall stability.
DRAWN 8V- TITLE
Preliminary Wall Section
APPROVED BY: Silty Sand or Clayey Sand, � = 28'
DATE No Live Load Surcharge. No Back Slope. No Toe Slope
SHEET: FILE A_28_B_28_36_cad.dwg
LOAD CONDITION A I NO L(VE LOAD SURCHARGE, NO BACK SLOPE, NO TOE SLOPE
3 BLOCK HIGH SECTION
(3) 28" {710 mm) Btocks
PRELIMINARY
Professional Engineering Design
Required for Canstruction
Grade to drain surface
water away from wall
Top block
Middle block (Typical)
Setback = 1 Y8" (41 mm)
(5` wall Batter Angle) Backfill per design requirements. Install
in lifts and compact per project
speclficatlons.
28" (710 mm)
28-
1
4'-0" (1.22 m) 28' [710 mm}
" �-- Infill stone {No. 57 or equivalent}
-- t Fill between adjacent blocks (all blocks)
2W (710 mmy Fill vertical core slot (PC blocks)
0'-6" {152 mm} Stone to extend at least 12" (305 mm)
! behind blocks.
0'-6" (152 mm) ` Move blocks forward during installation
to engage shear knobs (Typical)
Non -woven geotextile fabric (If specified by
Engineer based on site soil conditions)
Drain (As specified by Engineer)
Solid bottom block
Leveling pad (As specified by Engineer)
This drawing is for reference only. Determination cf the suitability andlor manner of use of any details contained in this document is the sole responsibility of
the design engineer of record. Final project designs, including all construction details, shall be p �epared by a licensed professional engineer Lsing the actual
conditions of the proposed site. Final wall design must address both internal and external drainage and all modes of wall stability.
ORAWNBY: TITLE; Preliminary Wall Section
APPRoVED 3Y: Silty Sand or Clayey Sand, � = 28`
DATE- No Live Load Surcharge, No Back Slope, No Toe Slope
SHEET: FILE: A-30_B-28_54—cad.dwg

NOTE:
THE DETAILS BELOW REPRESENT A PRECAST CONCRETE GRAVITY WALL WITH
NATURAL BOULDER APPEARANCE ALONG FACE (PER PLANS). THIS PRODUCT
OR A COMPARABLE PRODUCT CAN BE UTILIZED ON THIS PROJECT.A PRODUCT
SUBMITTAL AND DESIGN TO BE APPROVED BY THE ENGINEER WILL BE REQUIRED.
LOAD CONDITION A I NO LIVE LOAD SURCHARGE, NO BACK SLOPE, NO TOE SLOPE
4 BLOCK HIGH SECTION
(3) 28" (710 mm) Blocks PRELIMINARY
(1) 41" (1030 mm) Block Professional Engineering Design
Required for Construction
Setback = 1 s/8" (41 mm)
(5' Wall Batter Angle)
28" (710 mm)
28"{7'D mmy
5'-0" (1.68 m)
2T (710 mmy
t I
0'-0" (152 rnm)
0'-5" (152 rum)
Grade to drain surface
water away from wall
LOAD CONDITION A i NO LIVE LOAD SURCHARGE, NO BACK SLOPE, NO TOE SLOPE
5 BLOCK HIGH SECTION
(3) 28" (710 mm) Blocks PRELIMINARY
(2) 41" (1030 mm) Blocks Professional Engineering Design
Required for C Dnstruction
Top block Setback = 1 5V" (41 mm)
{5" Wall Batter Angle)
Move blocks forward during installation
to engage shear knobs (Typical)
V'm)�
— '28' Backfill per design requirements. Install
In Iifts and compact per project
specifications. T-0" (2.13 m) 28" (710 mm)
r I
r
Infill stone (No. 57 or equivalent)
I Fill between adjacent blocks (all blocks)
Fill vertical care slot (PC blocks)
Stone to extend at least 12" (305 Fri
{ behind blocks.
1 n Middle block (Typical) 0'-6" (152 mm) 41' (1030 mm)
Non -woven geotextile fabric (If specified by
Engineer based on site soil conditions)
Drain (As specified by Engineer)
Solid bottom block
Leveling pad (As specified by Engineer)
This drawing is for reference only. Determination of the suitability andlor manner of use of any details contained in this document Is the sole respansl bl lity of
the design englnee• of record. Final project designs, including all construction details, shall be prepared by a lixnsed professional engineer using the actual
conditions of the proposed site- Final wall design must address both internal and external drainage and all modes of wall stability.
DRAWNEM TITLE- Preliminary Wall Section
APPROVED BY- Silty Sand or Clayey Sand, �= 28°
DATE: No Live Load Surcharge, No Back Slope, No Toe Slop_
SHeeT: FILE' A 28_B_41_72_cad.dwg
0'-0" (152 mm)
Grade to drain surface
water away from wall
Top block
Move blocks forward during installation
to engage shear knobs (Typical)
0 = 280
1
I
BackfilI per design requirements. Install
in lifts and compact per project
r specifications.
■
Infll stone (No. 57 or equivalent)
Fill between adjacent blocks (all blocks)
I Fill vertical core slot (PC blocks)
Stone to extend at least 12" (305 mm)
behind blacks.
+ Middle block (Typical)
i
Non -woven geotextila fabric (If specified by
Engineer based on site soil-ronditions)
Drain (As specified by Engineer)
Solid bottom block
Leveling pad (As specified by Engineer,
This drawing is for reference only. Determination Df the suitability andlor manner of use of any details contained in this document is the sole responsibility of
the design engineer of record. Final project designs. Including al construclon details, shall be prepared by a iicensed professional engineer using the actual
conditions of the proposed site. Final wall design must address both intemal and extemal drainage and all modes of wall stability.
DRAWTJ By Tme- Preliminary Wall Section
nrpf�ovec V: Silty Sand or Clayey Sand, � = 28'
DATE: No Live Load Surcharge, No Back Slope, No Toe Slope
BHEET: - FIL" A_28_B 41_90 cad.dwg

o'
co
z
Z
0
DETA
OUTLET CHANNEL IMPROVEMENTS
EXISTING
GROUND
WINGWALL/
RETAINING WALL ---
INSTALL 2.0' OF CLASS II RIP RAP --�
ALONG INSIDE TOE OF GEOTEXTILE
RETAINING WALL TOE WALL
3 v 8' X 9' RCBC
DOWNSTREAM EXTENSION
EXISTING
m 5 GROUND
`� INSTALL 2.0' OF CLASS II RIP RAP
ALONG INSIDE TOE OF
�RETAINING WALL
GEOTEXTILE
EXCAVATION
STA. 46 + 50 -Y4- (RT)
DETAIL 2
FALSE SUMP
( Not to Scale)
Median Ditch
9 —� 2' �-
(See Chart Below) 20' � Le
E S —
S = Ditch Slope
CL Proposed Ditch
Ditch Grade
L
Ditch Grade
L
0.0% To 2.0%
20'
Over 4.0% To 6.0%
40'
Over 2.0% To 4.0%
30'
Over 6.0%
50'
STA. 29 + 21 -Y4- (CL), STA. 33 + 50 -Y4- (CL)
STA. 36+49 -Y4- (CL), STA. 39+49 -Y4- (CL)
STA. 43 + 14 -Y4- (CL), STA. 46 + 63 -Y4- (CL)
STA. 50 + 14 -Y4- (CL), STA. 52 + 64 -Y4- (CL)
STA. 56+37 -Y4- (CL), STA. 57+43 -Y4- (CL)
STA. 60 + 79 -Y4- (C L), STA. 63 + 21 -Y4- (CL)
STA. 67+22 -Y4- (CL), STA. 71 +21 -Y4- (CL)
DETAIL 6
RIP RAP AT EMBANKMENT
( Not to Scale)
10'min.
Ditch 1.0'miJ
Grade 1.5
GECITEXTILE
Type of Liner= Class II Rip —Rap
STA. 57+27 -Y4- (RT)
STA. 64 + 65 -Y4- (RT)
DETAIL 3 a
FALSE SUMP
( Not to Scale)
O
Outside Ditch ,J2.0,�
Traffic Flow N,0•1\ 20;
S — etc.
S = Ditch Slope 4� Proposed Ditch
STA. 29+02
-Y4- (RT)
STA. 32 + 14
-Y4- (RT)
STA. 33+68
-Y4- (RT)
STA. 38 + 89
-Y4- (RT)
STA. 40 + 39
-Y4- (RT)
DETAIL
7
LATERAL 'V'
DITCH
WITH
BERM
( Not to Scale)
b
Fill 1'iFt
?.�
`L
H Tie To
Slope
D
Floodplain Bench
Min. D=1.5 Ft.
b = 5.0 Ft.
H = 3.0 Ft.
FROM STA 57 + 60 TO 64 + 00 —Y4— (RT)
Kimley* Horn
421 FAYETTEVILLE STREET, SUITE 600
RALEIGH, NC 27601
JANUARY 14, 2020
PERMIT DRAWING
SHEET 5 OF 18
DETAIL 4
STANDARD BASE DITCH
( Not to Scale)
Natural Natural
Ground 2� 1L' Ground
D
Min. D= 2 Ft.
B = 3 Ft.
FROM STA. 32 + 25 TO 32 + 70 -Y4- (RT)
DETAIL 8
STANDARD BASE DITCH
( Not to Scale)
Natural Natural
Ground ry1 Ground
d TD
Geotextile B Min. D= 2 Ft.
Max. d = 2 Ft.
B= 10 Ft.
of Liner= CLASS 'I' Ri
FROM STA. 64 + 00 TO STA. 64 + 65 -Y4- (RT)
PROJECT REFERENCE NO.
HYDRAULICS
ENGINEER
SHEET NO.
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
DETAIL 5
TOE PROTECTION
( Ae< Not to Scale)
qT Flo
d�
Geotextile
d = 1 Ft.
Type of Liner= Class 'B' Rip —Rap
FROM STA. 40 + 30 TO 46 + 30 -Y4- (RT)
DETAIL 9
STANDARD BASE DITCH
( Not to Scale)
Natural Natural
Ground 540OMi�n.
Ground
d Geotextile D= 1.6 Ft.
Max. d = 1.2 Ft.
B = 8 Ft.
Type of Liner= CLASS 'I' Rip —Rap
FROM STA. 56 + 06 TO STA. 57 + 2 7 -Y4- (RT)

BASE
FLOW
HEADER ROCK ,TYP. SET HEADER ROCK BACK
SEE PROFILE FOR A MINIMUM OF 1/3 WIDTH
ELEVATION OF THE FOOTER ROCK
_EXCAVATED POOL
PER PROFILE
DOTER ROCK, TYP.
ROCKS IN VANE ARM SHOULD
SGNIFOT BICANTTSPACES OR HAVE ANY
SECTION A -A I (GEOTEXTILE
FOR
DRAINAGE)
BANKFULL
HEADER
ROCKS
FLOW2%
WELL GRADED MIX OF
NONWOVEN
FOOTER
ROCKS BED
CLASS A, CLASS B,
AND p67 STONE
FABRIC TYPE
2' MIN.
ROCKS IN VANE ARM SHOULD
(GEOTEXTILE
NOT BE GAPPED OR HAVE ANY
F
FOR
SIGNIFICANT SPACES
DRAINAGE)
p� / NA
SCV 1 M\ E --
1. DEEPEST PART OF POOL TO BE IN LINE WITH WHERE
VANE ARM TIES INTO THE BANK,
2. POOL DEPTH SHOULD BE ACCORDING PROFILE AND TYPICAL SECTIONS.
3. BOULDERS SHALL HAVE A MEAN DIAMETER OF 30"
DETAIL BERGRA EDKPSLOPES TO
ER STREAM
BANK STABILIZATION TYPICAL SECTIONS
!S ( Not to Scale)
Shoulder °t�\p Shoulder
Point � gffer .L•1 Point
Geotextile Geotextile
B B= 11FT
Type of Liner= Class I Rip —Rap
FROM 30+15 STA. TO 32+73 STA.—SMITH CREEK— (LT)
FROM 31 + 60 STA. TO 32 + 73 STA.—SMITH CREEK— (RT)
JAN UARY 14, 2 02 0
PERMIT DRAWING
SHEET 6 OF is
ELEVATION POINT
READ OF TOP OF BOULDERS TO BE FLUSH
WITH TOP OF RIFFLE
A
RIFFLE
WELL ADED MIB",
TOP OF
OF (75b) CLASS -A-, 10%GRCLASS
BANK
3o TOE
AND (15%) NO. #57 STONE
GEOTEXTILE
FOR DRAINAG ,
1y
GLIDE RIFFLE ROCK SILL
TYPE 2
HEAD of
B
RIFFLE
3,
B
MINIMUM NONWOVEN FABRIC
TYPE II (GEOTEXTILE
BOULDERS
FON DRAINAGE)
(SEE NOTE
SECTION A -A
FOR SIZE)
COX Dmax
C
Riffle I
C TRIFIBER
(TYP.)
NONWOVEN FABRIC C
O
1/3 Dmax
TYPE II (GEOTEXTILE
FOR DRAINAGE)
ROCK SILL
OR J-HOOK VANE,
a
SEE PLAN
CENTER BOULDER 2"-4 "
TOE OF
RIFFLE SECTION B-B
A
18" NOM. THICKNESS WELL
GRADED MIX OF �75%) CLASS "A",
COIR FIBER (10%) CLASS "B', AND (15%)
No' #S7 STONE
MATTING (TYP) 1/3 Dmax
PLAN VIEW
TOE
SECTION C-C
NOTE:
1. BOULDERS SHOULD BE NATIVE STONES
REACH
OR SHOT ROCK, ANGULAR AND OBLONG,
WITH A MEAN DIAMETER OF 30"
Wbkf (ft) 28.8
ROCK SILL
DETAIL
Dmax (ft) 2.3
NOT TO SCALE
WELL GRADED MIX OF V3 113 S
CLASS A, CLASS B, BASE BASE BASE w
AND p57 STONE FLOW FLO FLOW CONSTRUCT
WTH 1.5'
GRADATION OF CL,
.20' TO O CLASS B. AND p57
D �
O TOP OF�
LLO BANK
NONWOVEN J
C BOULDER
FABRIC TYPE
_
'W FOOTER
LyA
II
(GEOTEXTILE
BOULDER POOL EXCAVATED PER
KEY IN VANE TO BANK PROFILE
FOR
MINIMUM OF 4' AT AN
DRAINAGE)
ELEVATION EQUAL TO
BANKFULL OR SLIGHTLY
LOWER
PLAN VIEW
J-HOOK
VANE DETAIL
NOT TO SCALE
RIFFLE
PLAN VEW
HEAD OF SEE STREAM-7 THRU
NK RIFFLE STREAM-9 FOR ELEVATION
GUDE A0 RIFF TOE OF RIFFLE
DE
e' - 10' SEE STREAM-7 POOL
MRU STREAM-9
SECTION A -A
SEE STREAM-7
THRU STREAM-3
CONSTRUCT RIFFLE WITH 1.5' DEEP
GRADATION OF CLASS A. CLASS B. AND
COIR FIBER 0 2' MIN #57 STONE
MATTING (TYP)
SEE DETAIL
STREAM -
TOP OF
BANK TOE OF SLOPE
BECT10N B-B
CONSTRUCTED RIFFLE
NOT TO SCALE
DETAIL
TOE PROTECTION
( Not to Scale)
°� S\0Qe
Natural b
Ground (�—�{
Geotextile
d = 2 Ft.
b = 2 Ft.
Type of Liner= Class I Rip —Rap
FROM 23 + 50 STA. TO 31 + 60 STA.
—SMITH CREEK—
V MIN PAST TOE
CHANNEL BOTTOM
NK GRADING ABOVE RIP
P PER TYPICAL SECTION
GRADING ON PLAN
BLL GR�DED MIX aF
LASS ND B RIP RAP
-WATER SURFACE
TOE OF SLOPE
�, RIP RAP 24" DEEP
KEYED -IN
CLASS IR AND FMIRIP OF
WATER SURFACE
n
TOE OF SLOPE
RIP RAP 24" DEEP
KEYED -IN
I' MIN PAST TOE
INTO CHANNEL BOTTOM
POa SEC710N
ROCK TOE PROTECTION
NOT TO SCALE

NONWOVE
FILTER F4
BANKFULL WIDTH
2/3 BANKFULL
�
0-2% SLOPE
SECTION B-B
MEAN BOULDER DEPTH LOW AREA EXCAVATED
STORUCTUREM OF FIRST r TO 1/2 BOULDER MEAN
DIAMETER, TYP,
^� FLOW — EXCAVATE POOL
PER PROFILE
F----i MEAN BOULDER WIDTH "
NONWOVEN GEOTEXTILE
FILTER FABRIC TYPE ii
SECTION A -A
BOULDER ROCK AND ROLL RIFFLE
NOT TO SCALE
13' MIN. FROM EDGE 4 1 R r
s �
COIR FABRIC (TYP)
SEE DETAIL
BANKFULL ELEVATION
POOL PER PROFILE
LIVE PLANTING SHEET)
IRyC�UIRyT�TNGSyyEE(IRy�PER
\
PPE% 1
FABRLE
FINERNQ
ICTYPE
LARGER BRUSH LAID PERPENDICULAR
Y N \
TO FLOW
`
A 1�
SE\ W FOR
EXTENTS OF TOE WOOD -
-
BRUSH LAID PERPENDICULAR TO THE
\
STREAM BED AND COMPACTED. TOE WOOD
SHALL NOT EXTEND OUT INTO CHANNEL
\
BEYOND THE GRADES SHOWN IN THE
TYPICAL CROSS -SECTIONS, PLAN, OR
75% BRUSH (STICKS/LEAVES/BRANCHES)
CROSS -SECTIONS.
25% ON -SITE EARTH MATERIAL
4"-8' DIAMETER LOGS LAID
PERPENDICULAR TO STREAM
FLOW, FILL VOIDS WITH EARTH
AND BRUSH.
TOE WOOD PROTECTION
JAN UARY 14, 2 02 0
PERMIT DRAWING
SHEET 7 OF 18
1/3 2/3 HEADER BOULDER ,TYP. SET HEADER BOULDER BACK
BANKFULL BANKFULL SEE PROFILE FOR A MINIMUM a 1/3 WIDTH
W1DTIH WIDTH FLOW ELEVATION OF THE FOOTER BOULDER
20' TO
0.5'-0,75' BED
BACKFILL INTH 2,0' WIDE x 3,0' MATERIAL BACKFILL, 0 0
DEEP GRADATION OF CLASS A AND TM, EXCAVATED POOL
B RIP RAP, AND p5] STONE. FLpI BACKFILL WITH 2,0' W1DE x 3.0' 2' MINIMUM TOOTER BOULDER, TYP,
NONWOVEN GEOTEXTILE FABRIC TO I W DEEP GRADATION O CLASS A AND
BE USED BETWEEN BOULDERS AND B RIP RAP, AND /5] STONE. BOULDERS IN VANE ARM SHOULD
BACKFILL NONWOVEN GEOTEXTLE FABRIC TO NOT BE GAPPED OR HAVE ANY
BE USED BETWEEN BOULDERS AND SIGNIFICANT SPACES
BACKFILL NONWOVEN GEOTEXTILE FABRIC
NONWOVEN EXCAVATED TRENCH FOR FABRIC TYPE II, TYP.
GEOTEXTILE A ROCK VANE COJSTRUCTION 9ECT10N A -A
FABRIC TYPE POOL
HEADER
BOULDE
POOL EXCAVATED PER
B FOOTER PROFILE TIE VANE ARM INTO
BOULDER BAN15FUL�E�[�ATION UNLESS
K€Y IN VANE TO BANK MINIMUM OF THE MAXIMUM ARM SLOPE DOES
4 AT AN ELEVATION EOU AL TON NOT ALLOW
BANKFULL OR SLIGHTLY LOWER BANKFULL HEADER
BOULDER
FLO ... ... ... ...
0.5'-0.75' BACKFILL, TYP. — —
NOTES ' TOOTER
1. DEEPEST PART OF POOL TO BE IN LINE WITH WHERE BACKFILL WITH 2.0 WCL x 3.0' I NONWOVEN BOULDER BED
VANE ARM TIES INTO BANKFULL. DEEP GRADATION OF CLASS A AND F'FF --""111 GEOTEXTILE
2. DO NOT EXCAVATE POOL T00 CLOSE (1-2210 TOOTER ROCK. B RIP RAP, AND 95] STONE. 2 MIN. FABRIC, TYP, BOULDERS IN VANE ARM SHOULD
3. CLASS "A' STONE CAN BE USED TO REDU E VOIDS NONWOVEN GEO %TILE FABRIC TO NOT BE GAPPED OR HAVE ANY
BETWEEN HEADERS AND FOOTERS. BOULDERS SHOULD BE U D BETWEEN BOULDERS AND SGNIFICANT SPACES
`N HAVE GAPS BACKFILL SEC7 rf B-B
4. COMPACT BANKFULL TO E%TENT POSSIBLE OR AT THE
DIRECTION OF THE ENGINEER,
5. POOL DEPTH SHOULD BE AC�CORDING TO PROFILE.
6. BOULDERS SHALL HAVE A MEAN DIAMETER OF 30'.
ROCK VANE DETAIL
NOT TO SCALE
INNER BERM ELEVATION
(SEE � PLAN. PROFILE, ANDTYPICALSECTIONS)
�MATCN TWIEAL SECTIONS TO
6" MAX ABOVE "BASE FLOW"
STREAM GRADING PER PLAN
BASE/MNORMAL FLOW ELEVATION
~ EXCAVATED POOL PER PROFILE
24" MIN.
NOTE:
1. BRUSH SHALL BE A VARIETY OF DIAMETERS AND SHALL
BE LAID GENERALLY PERPENDICULAR TO FLOW AND
COMPACTED BY DIRT.
2. FIRST LAYER OF BRUSH SHALL BE A BED OF 3"
LIMBS/BRUSH SET 18" MIN. BELOW THE BED.
3, A VAIFRISETBOOF SZEST WITH 25% ON SITE 7MATERIALR OF
FILLING VOIDS.
4. BRUSH BROUGHT UP IN LIFTS.
S. GRADI G ABOVE THE TOE WOOD PER THE TYPICAL
SECTION AND/OR GRADING PLAN.
EXISTING GROUND
-------------
�� TIE TO EXISTING GROUND.
EXISTING GROUND CUT LINE TO ACT AS PRIMARY
SEE PLAN SHEET HORIZONTAL CONTROL POINT
-- FOR GRADING PROPOSED GROUND BE HELD TO THE
AN SHOULD
LOCATION SHOWN
---- -- - - - -- IN PLAN VIEW.
BANKFULL
DEPTH (SEE BANKFULL BENCH (WIDTH VARIES AS SITE ALLOWS, SEE PLAN SHEET)
TYPICAL CROS FILL GAPS BETWEEN BOULDERS
H SECTIONS) WITH GRADATION OF CLASS A,
CLASS B. AND /57 STONE
PROPOSED GROUND FILL B/W BOULDERS AND FILTER FABRIC WITH
30' MEAN DIAMETER BOULDERS. PLACE ON
TON OF CLASS A, CLASS B. AND [67
LARGER BOULDERS AS TOOTER ROCKS
(PLACE FOOTER ROCKS BELOW BOTTOM NONWOVEN
ELEVATION OF CHANNEL). BOULDERS ARE GEOTEXTILE FABRIC
TO BE APPROVED BY ENGINEER PRIOR TO TYPE II
INSTALLATION.
BOULDER TOE PROTECTION

AP
EXTEND CHANNEL BLOCK
MIN. OF 2' BEYOND LIMITS
OF EXISTING CHANNEL
PLAN VIEW
NEW STREAMBANK SHALL
BE TREATED AS
SPECIFIED IN PLANS
EXTEND CHANNEL BLOCK
MIN. OF 2' BEYOND INVERT
OF EXISTING CHANNEL FLOW
CHANNEL —
INVERT
COMPACTED —
BACKFILL
15' MIN.
LENGTH UNCOMPACTED �.
BACKFILL
In
W
N
I.
Q
i
'OMPACTED
3ACKFILL
E
VARIES
SECTION B-B
STREAM PLUG
NOT TO SCALE
UNCOMPACTED
BACKFILL
5' Min. 10' 1 .5'
FINISH GRADE
JAN VARY 14, 2020
PERMIT DRAWING
SHEET 8 OF 18
COMPACTED
SECTION A -A BACKFILL
IMPERVIOUS SELECT
MATERIAL (SEE PROJECT
SPECIAL PROVISIONS)
NOTES:
1) CHANNEL BLOCK SHALL BE INSTALLED IN ACCORDANCE WITH THE
PROJECT SPECIFICATIONS.
2) BLOCK SHOULD BE INSTALLED AT THE INTERFACE BETWEEN EXISTING
CHANNEL AND PROPOSED CHANNEL.
3) BOTTOM OF BLOCK SHOULD BE A MINIMUM OF 2' BELOW THE INVERT
OF THE EXISTING CHANNEL.
4) BLOCK SHOULD EXTEND A MINIMUM OF 2' BEYOND THE LIMITS OF THE
EXISTING STREAM CHANNEL.
5) INSTALL EROSION CONTROL MATTING AND SEED IN ACCORDANCE WITH
THE PROJECT SPECIFICATIONS IMMEDIATELY AFTER GRADING.
6) COMPACT BACKFILL TO EXTENT POSSIBLE OR AT THE DIRECTION OF
THE ENGINEER.
EXISTING GROUND
RIP RAP, PLACE LARGER BOULDERS AS
FOOTER ROCKS (PLACE FOOTER ROCKS BELOW
BOTTOM ELEVATION OF CHANNEL).
BOULDERS SHALL HAVE A MEAN DIAMETER OF 30",
:APS WITH RIP RAP
ROCK STEP POOL
NOT TO SCALE

CONSTRUCTION LIMIT
GROUND LINE SLOPE STAKE POINT
(TOP OF SLOPE)
2'
op
`�TTF
GEOTEXTILE c�T
FOR ROCK PLATING c�
EXISTING GROUND
ROCK PLATING DETAIL - TYPICAL SECTION
FROM STA. 23 + 50 +/- TO 31 + 60 +/- -SMITH CREEK -
1%
NOTES:
SEE GEOTEXTILE
OVERLAP DETAIL
2' THICK RIPRAP
(SEE NOTE 3)
SEE STREAM TYPICALS
FOR DITCH DETAILS
I. SEE STREAM PLANS FOR ROCK PLATING LOCATIONS.
2. FOR STANDARD ROCK PLATING,SEE SECTION 275.0IOF THE STANDARD SPECIFICATIONS.
3. USE CLASS 2 RIPRAP.
TOE OF DITCH
ITCH
4' - 6'
I
� I
I
I8" OVERLAF
MIN (TYP,
GEOTEXTILE FOR
ROCK PLATING (TYP)
GEOTEXTILE OVERLAP DETAIL
(PLAN VIEW)
JAN UARY 14, 2 02 0
PERMIT DRAWING
SHEET 9 OF 18
WIDEN EXISTING
DAM EMBANKMENT TO
BORROW
EXCAVATION
A MINIMUM 20'WIDE
(STREAM
RELOCATION)
�-- EXISTING DAM
o
ROCK PLATING
°
DER o
POND 4 TO REMAIN
W.S.E 842.0'
CONSTRUCT TOP OF BLANKET
°
OPOSED
�'' •y DRAIN TO ELEVATION 840 FT. -
EMBANKMENT _
5 FT.-
o GEOTEXTILE FOR
"
DRAINAGE (TYPE II)
__--..._..._--......_..y"
5 FT.
TOE PROTECTION.
SEE DETAIL SHEET 2D-2
ESTIMATED QUANTITES
PAY ITFM PAY I/N/T
SELECT GRANULAR WTERIAL,CLASS Ill------------------I,350 CY
BORROW EXCAVATION (STREAM RELOCATION)---------.2,750 CY
GEOTEXTILE FOR DRAINAGE (TYPE //) 1,050 SY
ROCK PLATING-------------------------------------------------------------3,750 SY
NOTES:
1) FOR DAM EMBANKMENT WIDENING, SEE
DAM EMBANKMENT WIDENING PROVISION.
` BLANKET DRAIN TO BE A MINIMUM
EXISTING OF 12 IN. THICK CONSTRUCTED
EMBANKMENT WITH SELECT GRANULAR MATERIAL
CLASS III TYPE 1 - 2S NATURAL
SAND
DAM EMBANKMENT WIDENING DETAIL
FROM STA. 23+50+/- TO 31+60+/- -SMITH
CREEK-

PERMIT DRAWING MODIFICATION LEGEND
JANUARY 14, 2020 PERMIT DRAWING
PROJECT REFERENCE NO. SHEET NO.
U-2579BA 5
Kimley >> Horn
® DENAOTESINE SURFACE WATER ® SURFACE WA ERTS IN ®
(CULVERT IMPACTS)
SURFOACE WA ERTS IN PERMIT DRAWING PREVIOUS U-25798
(STREAMBANK STABILIZATION) MODIFICATION FOR
SHEET� o O F � 8 SHEET 25/26 421 FAYETTEVILLE STREET,
RPoV SHEET NO.
SUITE 600 ROADWAY DESIGN PAVEMENT DESIGN
ENGINEER ENGINEER
DENOTES IMPACTS IN
SURFACE WATER ® DENOTES IMPACTS IN
SURFACE WATER
(FILL IN STREAM) (POND)
SITE 23 AND 28
M
RALEIGH, NC 27601
ns aev.nr xsv.
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PERMIT DRAWING MODIFICATION LEGEND
JANUARY 14, 2020 PERMIT DRAWING
PROJECT REFERENCE NO. SHEET NO.
U-2579BA 5
Kimley >> Horn
® DENOTESRhN SHEET NO.
WA ERTS IN PERMIT DRAWING PREVIOUS U-25798
INE SURFACE WATER ® DUR ACE WATERIMPACTS IN ® DENOTES
(CULVERT IMPACTS) (STREAMBANK STABILIZATION) MODIFICATION FOR ©=o,s
SHEET» OF 18 SHEET 25/26 421 FAYETTEVILLE STREET, SUITE 600 ROADWAY DESIGN PAVEMENT DESIGN
ENGINEER ENGINEER
DENOTES IMPACTS IN SITE 23 AND 28
SURFACE WATER ® DENOTES IMPACTS IN
SURFACE WATER
(FILL IN STREAM) (POND) \
RALEIGH, NC 27601
NST. RW..nr xsv.
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Wore
SHEET NO.
6
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TA DENOTES IMPACTS / /
SURFACE WATER ® SURFACE
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DENOTES IMPACTS IN ® DENOTES IMPACTS IN ® DENOTES IMPACTS IN PREVIOUS U-2579B
SURFACE WATER (POND) WATER (SURFACE STREAMBANKTESTABILIZATION) PERMIT DRAWING MODIFICATION FOR °p1e (FILL IN STREAM) C H E ET 15 O F i s SHEET 27 421 FAYETTEVILLE STREET, SUITE 600
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WETLAND PERMIT IMPACT SUMMARY
WETLAND IMPACTS SURFACE WATER IMPACTS
Site
No.
Station
(From/To)
Structure
Size/Type
Permanent
Fill In
Wetlands
(ac)
Temp
Fill In
Wetlands
(ac)
Excavation
in
Wetlands
(ac)
Mechanized
Clearing
in Wetlands
(ac)
Hand
Clearing
in
wetlands
(ac)
Permanent
SW
impacts
(ac)
Temporary
SW
impacts
(ac)
Existing
Channel
Impacts
Permanent
(ft)
Existing
Channel
Impacts
Temp.
(ft)
Natural
Stream
Design
(ft)
1
28+00 -Y-
ROAD FILL
0.03
<0.01
0.02
0.02
1
142
2
16+00 -Y1 RPD-
ROAD FILL - INTERMITTENT
0.01
109
ROAD FILL - PERENNIAL
0.02
208
STREAMBANK STABILIZATION
<0.01
<0.01
10
37
3
21+56-25+22 -Y1-
2 @ 7' x 6' RCBC
0.06
<0.01
438
33
3A
17+36-21+53 -Y1-
DETOUR - ROAD FILL
0.08
545
3B
20+55-21+32 -Y1-
DETOUR - ROAD FILL
0.03
194
4
501+51-503+21 -L-
ROAD FILL
0.03
<0.01
493
18
STREAMBANK STABILIZATION
<0.01
<0.01
9
31
5
503+85-507+80 -L-
ROAD FILL
0.05
<0.01
740
22
5A
507+39-509+64 -L-
ROAD FILL
0.01
306
6
523+00 -L-
ROAD FILL
0.03
<0.01
0.02
<0.01
312
42
7
527+00 -L-
ROAD FILL
0.52
0.01
ROAD FILL - POND
0.59
8
559-75 -L-
2 @ 10' x 6' RCBC
0.06
<0.01
442
53
STREAMBANK STABILIZATION
<0.01
<0.01
58
44
9
560+75 -L-
ROAD FILL
0.03
0.01
10
560+50-568+74 -L-
ROAD FILL
0.01
0.07
<0.01
783
22
10A
566+84-572+75 -L-
ROAD FILL
0.05
684
11
615+00 -L-
3 @ 10' x 9' RCBC
0.43
0.02
808
57
11A
19+76-21+44-Y4RPBD-
CHANNEL CHANGE
0.08
0.01
223
41
12
15+84-18+86-Y4RPBD-
CHANNEL CHANGE
0.01
0.02
88
205
TOTALS:
0.62
0.00
1 <0.01
0.05
1
1 1.53
0.19
5,853
1,344
JANUARY 14, 2020
PERMIT DRAWING
SHEET 16 OF 18

WETLAND PERMIT IMPACT SUMMARY
WETLAND IMPACTS SURFACE WATER IMPACTS
Site
No.
Station
(From/To)
Structure
Size / Type
Permanent
Fill In
Wetlands
(ac)
Temp
Fill In
Wetlands
(ac)
Excavation
in
Wetlands
(ac)
Mechanized
Clearing
in Wetlands
(ac)
Hand
Clearing
in
wetlands
(ac)
Permanent
SW
impacts
(ac)
Temporary
SW
impacts
(ac)
Existing
Channel
Impacts
Permanent
(ft)
Existing
Channel
Impacts
Temp.
(ft)
Natural
Stream
Design
(ft)
13
20+00-21+40-Y4RPBD-
ROAD FILL
0.33
14
629+95-635+90 -L-
ROAD FILL
0.04
0.05
688
15
636+32-641+55 -L-
ROAD FILL
0.18
0.04
332
ROAD FILL -POND
2.38
15A
644+00-645+00 -L-
ROAD FILL
<0.01
108
16
643+56-644+61 -L-
ROAD FILL
<0.01
104
ROAD FILL -POND
0.16
17
663+65-667+00 -L-
ROAD FILL
0.09
<0.01
0.06
928
18
667+15 -L-
3 @ 12' x 10' RCBC
0.06
0.02
377
67
STREAMBANK STABILIZATION
0.02
0.01
80
59
19
668+50 -L-
ROAD FILL
0.47
0.01
20
687+80-691+59 -L-
ROAD FILL
0.03
163
ROAD FILL -POND
0.85
450
21
22+50 -Y1-
ROAD FILL
0.02
22
40+50 -Y4-
OUTLET PAD
0.01
23
45*65 V&
CULVERT VCOT EXTENSIGN
0.06
400
-32�
0.02
/�/^�.�cF
0-."
54
OO
23A
44+95-45+18 -Y4-
ROAD FILL
<0.01
57
23B
45+07-46+34 -Y4-
ROAD FILL
0.01
135
24
80+73-81+57-Y4RPBD-
ROAD FILL
0.02
202
24A
80+50-81+51-Y4RPBD-
ROAD FILL
0.06
25
37+31-Y4RPA-
30" RCP
<0.01
73
STREAMBANK STABILIZATION
<0.01
<0.01
21
16
TOTALS:
1 1.20
1
1
1 0.02
1
1 3.67
1 0.03
1 3,268
1 142
450
11/19/2018 Revisions shown in red text.
JANUARY 14, 2020
PERMIT DRAWING
SHEET 17 OF 18

WETLAND AND SURACE WATER IMPACTS SUMMARY
WETLAND IMPACTS SURFACE WATER IMPACTS
Site
No.
Station
(From/To)
Structure
Size / Type
Permanent
Fill In
Wetlands
(ac)
Temp.
Fill In
Wetlands
(ac)
Excavation
in
Wetlands
(ac)
Mechanized
Clearing
in Wetlands
(ac)
Hand
Clearing
in
Wetlands
(ac)
Permanent
SW
impacts
(ac)
Temp.
SW
impacts
(ac)
Existing
Channel
Impacts
Permanent
(ft)
Existing
Channel
Impacts
Temp.
(ft)
Natural
Stream
Design
(ft)
26
29+16-31+12-4RPC-
ROAD FILL -POND
0.38
27A
104+63 - 107+53-Y4-
ROAD FILL
0.02
205
27B
107+60 -Y4-
42" WELDED STEEL
0.05
0.01
<0.01
130
14
27C
107+58 - 108+44 -Y4-
30" RCP
< 0.01
116
28
50+50-56*00-44-4
0-.02
045
365
4"
29
145+62 -Y4-
ROAD FILL
< 0.01
30
64+34 -Y4-
STREAMBANK STABILIZATION
<0.01
28
31
557+28 -L-
STREAMBANK STABILIZATION
< 0.01
21
2018 Permit Modifications
23
44+10 to 47+96 -Y4-
3 @ 8' x 9' RCBC EXTENSION
0.06
151
STREAMBANK STABILIZATION
0.02
0.01
55
30
28
47+96 to 56+84 -Y4-
2 @ 10'x 10'RCBC and
1 @ 10' x 8' RCBC
0.50
2233
2085
SMITH CREEK RELOCATION IN TIDE
(SEE PERMIT SHEET 7)
0.01
76
42
STREAMBANK STABILIZATION IN TIDE
(SEE PERMIT SHEET 7)
0.03
132
28A
48+16 to 48+65 -Y4-
UT TO SMITH CREEK RELOCATION
0.01
80
28B
48+84 to 53+86 -Y4-
DRAIN POND
1.62
28C
54+20 to 67+00 -Y4-
DRAIN POND
6.20
09/18/2019 Permit Modifications
8A
STREAM RELOCATION
144
40
SUBTOTALS, THIS PAGE:
0.05
<0.01
8.87
0.01
3371
84
2511
SUBTOTALS, PAGE 1
0.62
< 0.01
0.05
1.53
0.19
5853
1344
SUBTOTALS, PAGE 2
1.20
0.02
3.67
0.03
3268
142
450
TOTALS:
1.87
< 0.01
0.08
14.07
0.23
12492
1570
2961
11/19/2018 Revisions shown in red text.
10/1/2019 Revisions shown in green text.
12/13/2019 Revisions shown in orange text.
09/18/2019 Revisions shown in blue text.
JANUARY 14, 2020
PERMIT DRAWING
SHEET 18 OF 18

PLANTING ZONE DESCRIPTIONS AND NOTES
0 0 0 0 0
ZONE 1- LIVE STAKE PLANTINGS
LOCATION DESCRIPTION:
LOUVER GRADED BANKS LOCATED BETWEEN NORMAL WATER ELEVATION AND BANKFULL ELEVATION.
APPLICATION:
1. AMEND SOIL AS DESCRIBED IN SPECIAL CONDITIONS. SOIL AMENDMENT SHALL BE SUITABLE FOR
STREAM BANK APPLICATION, SO THAT AMENDMENTS ARE RESISTANT TO FREQUENT WATER INUNDATION.
2. APPLY TEMPORARY SEED AND PERMANENT SEED MIXTURES PER TABLE 2 THIS SHEET AND THE
SPECIAL PROVISIONS.
3. APPLY WHEAT STRAW MULCH PER GENERAL NOTES THIS SHEET AND THE SPECIAL PROVISIONS,
4, INSTALL COIR FIBER MATTING PER THE COIR FIBER MATTING DETAIL ON ALL NEWLY GRADED STREAM
BANK SLOPES.
5. INSTALL LIVE STAKE PLANTINGS IN ACCORDANCE WITH TABLE 1, LIVE STAKE DETAIL THIS SHEET, AND
THE SPECIAL PROVISIONS.
—III—
ZONE 2 - RIPARIAN PLANTINGS
LOCATION DESCRIPTION:
AREAS ABOVE BANKFULL.
APPLICATION:
1. AMEND SOIL AS DESCRIBED IN SPECIAL CONDITIONS. SOIL AMENDMENT SHALL BE SUITABLE FOR
STREAM BANK APPLICATION, SO THAT AMENDMENTS ARE RESISTANT TO FREQUENT WATER INUNDATION.
2. APPLY TEMPORARY SEED AND PERMANENT SEED MIXTURES PER TABLE 2 THIS SHEET AND THE
SPECIAL PROVISIONS.
3. APPLY WHEAT STRAW MULCH PER GENERAL NOTES THIS SHEET AND THE SPECIAL PROVISIONS.
4. INSTALL COIR FIBER MATTING ON ALL NEWLY GRADED OR DISTURBED SLOPES STEEPER THAN 1%.
5. INSTALL BARE ROOT PLANTINGS IN ACCORDANCE WITH TABLE 1, BARE ROOT DETAIL THIS SHEET, AND
THE SPECIAL PROVISIONS.
TABLE 1: TREES AND SHRUBS PLANTING TABLE 4
SCIENTIFIC NAME
COMMOM NAME
TYPE'
MIN/MAX
COMPOSITION
OF EACH ZONE
PLANT SPACING
FEET
ON
CENTER 2
NUMBER
PER
3
1 ACRE
ZONE 1
Salixnigra
Black Willow
LS
20/50
2-3
10890
Sambucus canadensis
Elderberry
LS
20/50
Cornus amomum
Silky Dogwood
LS
20/50
ZONE 2
Betula nigra
River Birch
B
10/30
6-10
680
Cornus amomum
Silky Dogwood
B
10/30
Platunus occidentalis
Sycamore
B
10/30
Liriodendron tulipifera
Yellow poplar
B
10/30
Quercus lyrata
Overcup Oak
B
10/30
Quercus phellos
Willow Oak
B
10/30
Quercusmichauxii
Swamp Chestnut Oak
B
10/30
1, LS = LIVE STAKE, B = BARE ROOT SEEDLING
2. AVERAGE FEET ON CENTER SPACING
3. AVERAGE NUMBER PER 1 ACRE OF PLANTING ZONE
4, PLANT SPECIES TO BE PLANTED BASED ON AVAILABILITY
GENERAL NOTES
TEMPORARY PLANTING AND PERMANENT SEEDING SHALL OCCUR IMMEDIATLEY AFTER CONSTRUCTION TO STABILIZE AREAS OF BARE SOIL. PERMANENT PLANTINGS
SHALL BE COMPLETED BETWEEN NOVEMBER 15 AND MARCH 1. HOWEVER, PLANTING MAY OCCUR OUTSIDE THIS WINDOW AS APPROVED BY DESIGN ENGINEER.
*SEE NCDOT SPECIAL PROVISION FOR STABILIZATION REQUIREMENTS FOR TEMPORARY SEED MIX, FERTILIZER APPLICATION RATES, AND OTHER PLANTING DETAILS,
TABLE 2:
PERMANENT SEED MIXTURE '
COMMON
NAME
LBS/ACRE
AUGUST 1 -
JUNE 1
Creeping Red
Fescue
18
Big Bluestem
8
Indiongross
6
Switchgross
4
Rye Grain
35
*Fertilizer
500
Limestone
4000
MAY 1 - SEPTEMBER 1
Creeping Red
Fescue
18
Big Bluestem
8
Indiongrass
6
Switchgross
4
German or Browntop Millet
25
*Fertilizer
500
Limestone
4000
PROJECT REFERENCE NO.
U -2579B
W SHEET NO.
ROADWAY DESIGN
ENGINEER
BARE ROOT NOTES:
SEE SPECIAL PROVISIONS FOR INSTALLATION AND
LIVE STAKE DRIVEN CARE OF BARE ROOT PLANTINGS.
5/8" - 1 1/4" AT RIGHT ANGLE TO
SURFACE SLOPE,
CUT TOP END FLAT,
AND CLIP OFF HAMMER INSTALL WOVEN COIR FIBER MAT OVER BARE ROOT
DAMAGE. SEED AND MULCH APPLICATION PER COIR SEEDLING
J
FIBER MATTING DETAIL
LO_ GROUND ESTABLISHED PLANT SHOWN
LATERAL BUD SURFACE FOR INFORMATION ONLY EARTHEN
FACING UPWARD = SAUCER
\ BARK RIDGE; INSTALL WOODEN STAKES
rn : //\/�
TO SECURE COIR FIBER
LIVE STAKE NOTES
UNDAMAGED BARK �+ MATTING DETAIL
o SEE SPECIAL PROVISIONS FOR INSTALLATION AND �
SIDE BRANCH ~ CARE OF LIVE STAKES AND LIVE CUTTINGS.
REMOVED iN
17
LONGER STAKES SHOULD BE �
�' �� �� �� ����� ��� �/ UNDISTURBED
PLACED HIGHER ON THE BANK TO �� /�� UNDISTURBED �� ��� SOIL
HELP WITH PENETRATION INTO THE SOIL�
- WATER TABLE.
LOW SEASONAL �� �� AMENDED SOIL
WATER TABLE 2'-3' LIVE CUTTING (DORMANT)
45' TAPER
BUTT END
LIVE STAKE DETAIL LIVE STAKE INSTALLATION BARE ROOT PLANTING
NOT TO SCALE NOT TO SCALE
NOT TO SCALE
SHEET NO.
RF -/
HYDRAULICS
ENGINEER
STREAMBANK REFORESTATION
DETAIL SHEET 1 OF 2

MATTING
IN TRENCH
ANCHOR TRENCH
ON 1' CENTERS
PROJECT REFERENCE NO
U -2579B
SHEET NO.
RF -2
WW SHEET NO.
ROADWAY DESIGN HYDRAULICS
ENGINEER I ENGINEER
DIRECTION
OF FLOW
ANCHORS ON
1' CENTERS
COIR FIBER
MATTING
ANCHORS ON
3' CENTERS
EXTEND MATTIN
TO NWSEL
STREAM BED
COIR
ANCHOR OVERLAP
AKI 1' PCAITCQC
OVERLAY(MIN)
PLAN VIEW
18„
(TYP)
ANCHORS ON
1' CENTERS
IN TRENCH
MATTING SHALL BE
PLACED IN TRENCH
AND BACKFILLED
ANCHORS ON
1' CENTERS
TYPICAL CROSS SECTION
FIBER MATTING
DETAIL
NOT TO SCALE
ANCHORS ON
3' CENTERS
ANCHORS ON
1' CENTERS
FLOODPLAIN/
EXISTING
GROUND
MIN
2" x 2" (nominal)
WOODEN STAKE
12
#10 STEEL
REINFORCEMENT BAR
4'
4"
IAMETER
24"
1" (nominal)
STAPLE
LI
ANCHOR OPTIONS
STREAMBANK REFORESTATION
DETAIL SHEET 2 OF 2
N.C.D.O:T.-ROAU3IDE ENVIRONMENTAL UNIT

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Smith Creek Stream Relocation Plan: U2579B
Site Summary
Smith Creek runs parallel to existing west bound Business 40 just east of the interchange
with the Winston Salem Northern Beltway in Forsyth County. There are two active fish
hatchery ponds on the north side of Smith Creek. Construction of the deceleration lane
from Business 40 onto the Winston Salem Northern Beltway resulted in a need to widen
the highway toward Smith Creek. In the 2014 permit application, the plans called for
armoring Smith Creek with a series of retaining walls and rip rap bank stabilization.
Following the initial survey work in 2008, high stormwater flows have accelerated erosion
along Smith Creek between Business 40 and the two fish hatchery ponds. The stream
bank erosion was further accelerated when the area received several large rain events
in 2018. As a result, Smith Creek has migrated closer to existing Business 40, making
it impossible to construct the series of retaining walls and rip rap bank stabilization
without jeopardizing the fish hatchery ponds. NCDOT has explored a culvert running the
distance of Smith Creek. However due to cost, constructability and long-term
maintenance concerns, NCDOT has opted to drain the two fish hatchery ponds and
relocate Smith Creek and an Unnamed Tributary to Smith Creek into new channels. The
relocated channels have been designed using natural channel techniques, maximizing
floodplain width for long term stability. A riparian buffer will be planted utilizing native
riparian vegetation, including herbaceous plants, shrubs and trees. A monitoring plan
for the stream relocation and vegetation success is detailed below (see sections titled
"Stream Assessment Success Criteria" and "Vegetation Success"). The area will be held
under NCDOT Right of Way and a Control of Access fence will be erected around the
site.
Water Access for Existing Fish Hatchery
The two fish hatchery ponds that will be drained for the stream relocation are part of a
larger fish hatchery operation. Currently, the property owner utilizes an existing dam in
Smith Creek, just downstream of the existing culvert under Business 40, to keep his
ponds at full capacity for aquaculture operations. There is currently an 8-inch pipe that
runs from the dam to fill the series of three ponds. Two of the three ponds will be
removed to relocate the stream. Since the NCDOT project will remove the inline dam
and impact the 8-inch pipe, we needed to provide the property owner a means to access
water to fill his remaining pond that is equivalent to his existing operation. NCDOT has
reviewed a couple of different methods to maintain water access. One method included
an installation of a stream bypass structure which sends water into a pipe that runs the
length of the stream relocation. This method was determined infeasible due to
maintenance concerns associated with the long flat slope of the proposed pipe. Instead,
NCDOT has decided to install an instream vault downstream of the project area where
the property owner can place a pump as needed to fill the ponds.

NCDOT has investigated the amount of water that is currently being taken from Smith
Creek to determine if the property owner's existing methods are in compliance with North
Carolina General Statute §143-215.22H(b1). This statute requires `any person who with
draws or transfers 1,000,000 gallons per day' to register and report their withdrawal with
the North Carolina Department of Environmental Quality (NCDEQ). If the property owner
took two weeks to fill the ponds utilizing the 8" pipe he currently has, then he would
remove 230,037 gallons per day. In conversations with the property owner, he fills the
pond over a five -week period. The property owner is not currently registered, nor is does
NCDOT believe he is required to be registered with the NCDEQ. Since NCDOT's project
is going to decrease the amount of water the property owner needs by decreasing the
number of ponds, the amount of water being removed from Smith Creek will decrease,
and not change his need to register with NCDEQ. If his operations change in the future,
it will be the property owner's responsibility to coordinate with NCDEQ.
Stream Assessment Success Criteria
The stream relocation site shall be monitored for five years or until success criteria are
satisfied. Monitoring protocols shall follow the Monitoring Level I outlined in the Stream
Mitigation Guidelines, April 2003. NCDOT will evaluate the success of the stream
relocation project based on guidance provided by the Stream Mitigation Guidelines
disseminated by the United States Army Corps of Engineers -Wilmington District. The
survey of channel dimension will consist of permanent cross sections placed at six (6)
cross sections (three riffles and three pools). Annual photographs showing both banks
and upstream and downstream views will be taken from permanent, mapped photo
points. The survey of the longitudinal profile will cover a cumulative total of
approximately 2,471 linear feet of channel (2,127' for Smith Creek and 344' for the
unnamed tributary. The entire restored length of stream will be investigated for channel
stability and in -stream structure functionality. Any evidence of channel instability will be
identified, mapped and photographed. Pebble counts shall not be conducted. In the
event that success criteria are not being met, remedial measures will be coordinated with
resource agencies. The monitoring shall be conducted annually for a minimum of five
(5) years after final planting. The monitoring results shall be submitted to resource
agencies in a final report within sixty (60) days after completing monitoring. After 5 years,
the NCDOT shall contact resource agencies to schedule a site visit to "close out" the
mitigation site if the site has met success criteria. If success is not met, NCDOT will
make necessary adjustments to the site or pay mitigation fees to cover the impacts.
Vegetation Success
The success of vegetation and plantings will be measured through stem counts.
Permanent quadrants will be used to sample the riparian buffer and restoration wetlands.
Survival of the live stakes will be determined by visual observation throughout the five-
year monitoring period.

Bare root vegetation will be evaluated using three (3) staked survival plots. Plots will be
50ft. by 50ft. If site conditions prevent a 50ft. by 50ft. plot, then the plot will have varying
dimensions to encompass an area of 2,500 ft2. All flagged stems will be counted in those
plots. Success will be defined as 320 stems per acre after three years and 260 stems
per acre after five years. All vegetation monitoring will be conducted during the growing
season.
Appropriate measures will be taken to control nuisance vegetation during the monitoring
period if it affects the success of the planted vegetation.
Functional Assessment: Pre and Post construction
A NCSAM form was completed for Smith Creek and the UT to Smith Creek. The forms
have been attached to this Stream Relocation plan and are labeled Appendix 1. Smith
Creek was divided into 3 sections, labeled SA-1, SA-2 and SA-3. SA-1 and 3 received
an overall score of low, while SA-2 received a score of medium. The UT-1 to Smith
Creek was assessed in its entirety within the project footprint and received an overall
score of low.
A NCSAM form will be completed after the monitoring period in order to compare the
potential functional uplift to pre -project conditions. It was decided with input from
NCDOT, USACE, NCDWR, and NCWRC that the form will not be used to determine
success of the site, but rather it will be used for comparison of pre and post project
functions.

NOTIFICATION OF ADMINISTRATIVE APPEAL OPTIONS AND PROCESS AND
REQUEST FOR APPEAL
Applicant: North Carolina Department of
File Number: SAW No. 2008-03183
Date: 01/29/2020
Transportation, Mr. Philip S. Harris III P.E. CPM
Attached
is:
See Section below
❑
INITIAL PROFFERED PERMIT (Standard Permit or Letter of permission)
A
®
PROFFERED PERMIT Standard Permit or Letter ofpermission)
B
❑
PERMIT DENIAL
C
❑
APPROVED JURISDICTIONAL DETERMINATION
D
❑
PRELIMINARY JURISDICTIONAL DETERMINATION
E
SECTION I - The following identifies your rights and options regarding an administrative appeal of the above decision.
Additional information may be found at or http://www.usace.army.mil/Missions/CivilWorks/Repulaton ProgramandPennits.aspx
or the Corps regulations at 33 CFR Part 331.
A: INITIAL PROFFERED PERMIT: You may accept or object to the permit.
• ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final
authorization. If you received a Letter of Permission (LOP), you may accept the LOP and your work is authorized. Your
signature on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety, and waive all
rights to appeal the permit, including its terms and conditions, and approved jurisdictional determinations associated with the
permit.
• OBJECT: If you object to the permit (Standard or LOP) because of certain terms and conditions therein, you may request
that the permit be modified accordingly. You must complete Section II of this form and return the form to the district
engineer. Your objections must be received by the district engineer within 60 days of the date of this notice, or you will
forfeit your right to appeal the permit in the future. Upon receipt of your letter, the district engineer will evaluate your
objections and may: (a) modify the permit to address all of your concerns, (b) modify the permit to address some of your
objections, or (c) not modify the permit having determined that the permit should be issued as previously written. After
evaluating your objections, the district engineer will send you a proffered permit for your reconsideration, as indicated in
Section B below.
B: PROFFERED PERMIT: You may accept or appeal the permit
• ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final
authorization. If you received a Letter of Permission (LOP), you may accept the LOP and your work is authorized. Your
signature on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety, and waive all
rights to appeal the permit, including its terms and conditions, and approved jurisdictional determinations associated with the
permit.
• APPEAL: If you choose to decline the proffered permit (Standard or LOP) because of certain terms and conditions therein,
you may appeal the declined permit under the Corps of Engineers Administrative Appeal Process by completing Section II of
this form and sending the form to the division engineer. This form must be received by the division engineer within 60 days
of the date of this notice.
C: PERMIT DENIAL: You may appeal the denial of a permit under the Corps of Engineers Administrative Appeal Process by
completing Section II of this form and sending the form to the division engineer. This form must be received by the division
engineer within 60 days of the date of this notice.
D: APPROVED JURISDICTIONAL DETERMINATION: You may accept or appeal the approved JD or provide new
information.
• ACCEPT: You do not need to notify the Corps to accept an approved JD. Failure to notify the Corps within 60 days of the
date of this notice, means that you accept the approved JD in its entirety, and waive all rights to appeal the approved JD.
• APPEAL: If you disagree with the approved JD, you may appeal the approved JD under the Corps of Engineers
Administrative Appeal Process by completing Section II of this form and sending the form to the district engineer. This form
must be received by the division engineer within 60 days of the date of this notice.

E: PRELIMINARY JURISDICTIONAL DETERMINATION: You do not need to respond to the Corps regarding the
preliminary JD. The Preliminary JD is not appealable. If you wish, you may request an approved JD (which may be appealed),
by contacting the Corps district for further instruction. Also you may provide new information for further consideration by the
Corps to reevaluate the JD.
SECTION II - REQUEST FOR APPEAL or OBJECTIONS TO AN INITIAL PROFFERED PERMIT
REASONS FOR APPEAL OR OBJECTIONS: (Describe your reasons for appealing the decision or your objections to an initial
proffered permit in clear concise statements. You may attach additional information to this form to clarify where your reasons or
objections are addressed in the administrative record.)
ADDITIONAL INFORMATION: The appeal is limited to a review of the administrative record, the Corps memorandum for the
record of the appeal conference or meeting, and any supplemental information that the review officer has determined is needed to
clarify the administrative record. Neither the appellant nor the Corps may add new information or analyses to the record.
However, you may provide additional information to clarify the location of information that is already in the administrative
record.
INT OF CONTACT FOR QUESTIONS OR INFORMATION:
If you have questions regarding this decision and/or the If you only have questions regarding the appeal process you may
appeal process you may contact: also contact:
District Engineer, Wilmington Regulatory Division Mr. Phillip Shannin, Administrative Appeal Review Officer
Attn: Nicholle Braspennickx CESAD-PDO
Charlotte Regulatory Office U.S. Army Corps of Engineers, South Atlantic Division
U.S Army Corps of Engineers 60 Forsyth Street, Room 1OM15
8430 University Executive Park Drive, Suite 615 Atlanta, Georgia 30303-8801
Charlotte, North Carolina 28262 Phone: [phone]
RIGHT OF ENTRY: Your signature below grants the right of entry to Corps of Engineers personnel, and any government
consultants, to conduct investigations of the project site during the course of the appeal process. You will be provided a 15 day
notice of any site investigation, and will have the opportunity to participate in all site investigations.
Date:
Telephone number:
Signature of appellant or agent.
For appeals on Initial Proffered Permits send this form to:
District Engineer, Wilmington Regulatory Division, Attn: Nicholle Braspennickx, 69 Darlington Avenue, Wilmington, North
Carolina 28403
For Permit denials, Proffered Permits and Approved Jurisdictional Determinations send this form to:
Division Engineer, Commander, U.S. Army Engineer Division, South Atlantic, Attn: Mr. Phillip Shannin, Administrative
Appeal Officer, CESAD-PDO, 60 Forsyth Street, Room 1OM15, Atlanta, Georgia 30303-8801
Phone: [phone]