20240486 Ver 1_AddInfo Received_20240424

Homer, Seren M
From: Adam Williams <[e-mail]>
Sent: Wednesday, April 24, 2024 10:24 AM
To: Fuemmeler, Amanda J CIV USARMY CESAW (USA)
Cc: Homer, Seren M; David Pedersen
Subject: [External] RE: Provisional Nationwide Permit #3 and #29 for Pigeon Roost, Watauga County /
AID:2024-00641
Attachments: Goetz PCN pg 7-8.pdf; 24Apr2024_Goetz_60%_rev.pdf
CAUTION: External email. Do not click links or open attachments unless verified. Report suspicious emails with the Report Message button
located on your Outlook menu bar on the Home tab.
Thank you Amanda.
Per our conversation, and recent email about Goetz we have attached:
• An edited version of the plan set that shows the spillway outlet occurring outside of the wetland boundary. (visible on
sheets 4-5, and 7)
• We added the pre-existing pipe impact that exists downstream of our enhancement area to impact table of PCN. The
impact table from the PCN which was edited to: remove the aforementioned wetland impact and added the after -the -
fact pipe impact (pg 7-8).
Regarding the cold water release: you and I discussed a follow up to Andrea's comment and my recent email. We intend to keep
the current concrete riser system that was engineered and preferred by the landowner. To address the cold water release
request, our plan is to open the gate valve shown on page C5 of the attached plan set to release water, to release water 7 feet
below the pond surface. The great thing about this option is, this valve can be adjusted with time of year flow changes.
Let me know if you have any questions. Thank you,
Adam Williams, PWS
Brushy Fork Environmental Consulting, Inc.
10565 Highway 421 South
Trade, Tennessee 37691
ph: 423.727.4476
cell: 828.773.3820
www.bfec.org
"Whether you think you can, or you think you can't --you're right." - Henry Ford
1

From: Fuemmeler, Amanda J CIV USARMY CESAW (USA) <[e-mail]>
Sent: Wednesday, April 24, 2024 8:20 AM
To: Adam Williams <[e-mail]>
Cc: Homer, Seren M <[e-mail]>
Subject: Provisional Nationwide Permit #3 and #29 for PigeonRoost, Watauga County / AID: 2024-00641
This is a provisional notification that your proposed work SAW-2024-00641 Pigeonroost Pond Modification may be authorized
by the above referenced general permit provided a 401 Certification is issued or waived. Once a 401 Certification is issued or
waived, the Corps will provide you with a final general permit verification. Your proposed work shall not commence until after
the 401 Certification has been issued or waived and until a final general permit verification has been provided to you. Additional
special conditions may be added to the final general permit verification.
As stated above, this is a provisional notification. This email does NOT provide Department of the Army (DA) authorization. You
are cautioned that commencement of the proposed activity requested prior to receiving a written DA authorization would
constitute a violation of Federal laws and subject you to further enforcement action. Receipt of a permit from the state (e.g.,
NCDWR) does not preclude the requirement for obtaining DA authorization (e.g., an NWP verification letter) prior to
commencing the work.
Please contact me if you have any questions regarding this provisional verification or the Corps of Engineers regulatory program.
Amanda Jones
Project Manager
US Army Corps of Engineers
Asheville Regulatory Field Office
828-271-7980 ext. 4225

3/27/24, 11:19 AM Resume Submission
Are any other NWP(s), regional general permit(s), or individual permits(s) used, or intended to be used, to authorize any part of the proposed project or related activity?
This includes other separate and distant crossing for linear projects that require Department of the Army authorization but don't require pre -construction notification.
D. Proposed Impacts Inventory
1. Impacts Summary
1a. Where are the impacts associated with your project? (check all that apply):
Wetlands Streams -tributaries Buffers
Open Waters Pond Construction
2. Wetland Impacts
If there are wetland impacts proposed on the site, then complete this question for each wetland area impacted.
"W." will be used in the table below to represent the word "wetland".
1a. Site # *
2a. Reason *
ct type (?)
2c. Type of W.
2d. W. name
l2e. Forested
2f. Type of
2g. Impact
Yt
IIL
urisdicition*(?)
area*
W1 Filling of Driveway P and 1 No • Corps 1[0�0759
W1 � No � Corps
(acres)
W2 Spoils P Seep Wetland 2 rps v--I[0.011
No Co
J� (acres)
Add
2g. Total Temporary Wetland Impact
0.000
2g. Total Permanent Wetland Impact
0.07
2g. Total Wetland Impact
0.07
2i. Comments:
0.059 ± acres of Wetland 1 will be impacted for the proposed expansion of a driveway.
0.011 ± acres of Wetland 2 will be impacted to fill the lower field with pond spoils.
3. Stream Impacts
If there are perennial or intermittent stream impacts (including temporary impacts) proposed on the site, then complete this question for all stream
sites impacted.
"S." will be used in the table below to represent the word "stream".
https://edocs.deq.nc.gov/Forms/form/resume/865/509585 7/12

3/27/24, 11:19 AM
Resume Submission
E1_3a.
Reason for impact* (?)
3b.lmpact
type*
3c, Type rN Impact* 3d, S, name" 3c Stream
�Tjlpe*('1
3f. Type of
Jurisdiction*
3g. S. width*
s1
s2
Restoration/enhar
Extension of barrE
��
Permanent v
["kbilization Y Pigeonroost Creel Perennial v
LAverage
Botn V
9
[feet)
Permanent
Culvert
Pigeonroost Creel
Perennial
Botn
9
Averege(feet)
s2
24" Pipe Installation
(Previous)
I Permanent v
IL
f Culvert
IL
Pigeonroost Creel
Perennial v Both
9
Arerege (feet)
=9(.eel)
"All Perennial or Intermittent streams must be verified by DWR or delegated local government.
3i. Total jurisdictional ditch impact in square feet:
0
3i. Total permanent stream impacts:
187
3i. Total temporary stream impacts:
0
3i. Total stream and ditch impacts:
187
3j. Comments:
147 ± LF of Pigeonroost Creek will be impacted for the proposed installation of Natural
Channel Design structures and benching of streambanks. 10 LF of Pigeonroost Creek will be
impacted for the extension of the pond barrel. 30 LF has previously been impacted for installation of 30' of 24" pipe.
E. Impact Justification and Mitigation
1. Avoidance and Minimization
1a. Specifically describe measures taken to avoid or minimize the proposed impacts in designing the project: *
Pond flow will be diverted around the work area during excavation of accumulated sediment
and all riser/barrel retrofitting as well as stream enhancement. All disturbed areas will be
seeded with temporary and permanent cover immediately upon completion (see Plan sheet
1 b. Specifically describe measures taken to avoid or minimize the proposed impacts through construction techniques: *
All pond excavation will be performed in the "dry" with flow diverted around the work area. All
in -stream enhancement will be performed with flow diverted around work area. Heavy
equipment will work from the banks whenever possible and will only work in the channel
2. Compensatory Mitigation for Impacts to Waters of the U.S. or Waters of the State
2a. Does the project require Compensatory Mitigation for impacts to Waters of the U.S. or Waters of the State?
Yes No
2b. If this project DOES NOT require Compensatory Mitigation, explain why:
This is not a mitigation project and no credits are involved.
NC Stream Temperature Classification Maps can be found under the Mitigation Concepts tab on the Wilmington District's RIBITS (https:Hribits.usace.army.mil/ribits_apex/
f? p=107:27:2734709611497::NO:RP:P27_BUTTON_KEY:O) website.
https://edocs.deq.nc.gov/Forms/form/resume/865/509585 8/12

Pigeonroost Pond Modification
Pigeonroost Dam Modification Map":,
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PID:1889732093000
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Parcel 0 125 250 500
Feet
Streams
Roads
Watauga County, NC
SHEET INDEX
COVER 1
CONSTRUCTION NOTES and LEGEND 2
OVERALL EXISTING CONDITIONS MAP 3
OVERALL PROPOSED CONDITIONS SITE PLAN
4
OVERALL EROSION & SEDIMENT CONTROL SITE PLAN
5
PLAN & PROFILE RISER SPILLWAY
6
PLAN & PROFILE AUXILIARY SPILLWAY
7
PLAN & PROFILE PIGEONROOST CREEK
8
PIGEONROOST CROSS SECTIONS 1-3
9
PIGEONROOST CROSS SECTIONS 4-6
10
AUXILIARY PROFILE CROSS SECTIONS S1-S4
11
TYPICAL DESIGN CROSS SECTION
12
PIGEONROOST CREEK MORPHOLOGICAL TABLE
13
CONSTRUCTION DETAILS
C1-C11
GENERAL NOTES:
1. STREAM ASSESSMENT DATA (LONGITUDINAL PROFILE,
CROSS -SECTIONS, ETC.) PRESENTED HEREIN COLLECTED BY
BFEC/BFED.
2. CONTOUR DATA PRESENTED IN THIS DOCUMENT IS TAKEN FROM
USGS LIDAR DATA (2' and 10' CONTOURS).
3. HORIZONTAL AND VERTICAL GRID CONTROL TIED TO PROJECT BY
BFED. SURVEY DATA USED FOR DESIGN IS RELATIVE TO ITSELF AND
APPROXIMATELY SET TO REAL WORLD COORDINATES BASED ON
LIDAR DATA.
4. PRIOR TO CONSTRUCTION, BFEC WILL FLAG TREES APPROVED TO BE
REMOVED DURING CONSTRUCTION AS AN EFFORT TO PRESERVE THE
EXISTING RIPARIAN BUFFER.
5. PRIOR TO CONSTRUCTION, BFEC WILL ESTABLISH SURVEY CONTROL
POINTS AND WILL STAKE OUT STRUCTURES.
60 % PROGRESS DRAWINGS
DO NOT USE FOR CONSTRUCTION
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Sheet
1

EROSION AND SEDIMENT CONTROL NOTES:
1. ONCE SITE CONSTRUCTION WITHIN AN AREA HAS
CEASED, ALL DISTURBED AREAS WILL BE
IMMEDIATELY SEEDED (TEMPORARY & PERMANENT
SEED), MATTED (COIR AND COCONUT FIBER
EROSION CONTROL BLANKET, NAG C700BN), AND
STABILIZED (SEE SHEET 9).
2. LIVE STAKES AND BIODEGRADABLE MATTING STAKES
WILL BE USED TO SECURE THE MATTING.
3. BROADCAST SEEDING RATES WILL BE AS SPECIFIED
ON SHEET 10.
4. PRECAUTIONS WILL BE TAKEN TO KEEP HEAVY
EQUIPMENT OUT OF THE STREAM CHANNEL EXCEPT
WHERE ABSOLUTELY NECESSARY TO INSTALL BANK
STABILIZATION/ENHANCEMENT MEASURES AND
IN -STREAM STRUCTURES.
5. NO CONSTRUCTION ACTIVITIES WILL OCCUR
OUTSIDE THE CONSTRUCTION LIMITS AS SHOWN ON
THE SITE PLAN.
60% PROGRESS DRAWINGS
DO NOT USE FOR CONSTRUCTION
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EXISTING STRUCTURES
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EXISTING TRIBUTARY
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PROPERTY LINES
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PROPOSED DESIGN
PROPOSED STREAM CONSTRUCTED RIFFLE
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1' PROPOSED CONTOURS ® CULVERT/PIPE
mm �:
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LIMITS OF DISTURBANCE
III —III —I
TEMPORARY CONSTRUCTION
U
ACCESS
SILT FENCE
TEMPORARY CONSTRUCTION
ENTRANCE
Sheet
®
RETENTION BERM
WETLAND IMPACTS (0.09 AC)
2

0 50 100
Feet
60 % PROGRESS DRAWINGS
DO NOT USE FOR CONSTRUCTION
ERROL F. SHOOK
1869-63-8321-000 \
WILLIAM BRADLEY SHOOK /
1869-73-2653-000
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EXISTING CONDITIONS
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EXISTING TOP OF BANK
/ EXISTING FENCE
EXISTING TRIBUTARY
2' EXISTING CONTOURS
—\-� 10' EXISTING CONTOURS
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JOHN D & ANDROMEDA WILLIAMS
1869-73-2093-000
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LEGEND
PROPOSED DESIGN
CONSTRUCTED RIFFLE
PROPOSED STREAM CULVERT/PIPE
CENTERLINE
1' PROPOSED CONTOURS 0 RISER FOOTER
5' PROPOSED CONTOURS
**"888C1% ROCK SILL
PROPOSED STREAM
0000%ROCK
BANKFULL
STEP
BOULDER REVETMENT &
ROCK LINED
HEADWALLIENDWALL
CHANNEL
DIVERSION SWALE
Pond Contour
Modification
Riser Spillway
Profile
\ `Pigeonroost Creek
Stream Restoration
/O'o1
Barrel Pipe
Extension
-o
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XS 3
qX2
_
x
Barrel Pipe Extension
New Riser Structure
with Concrete Footer �
Rock -Lined
o \ \\
Channel
\ \ \ \
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Auxiliary }c�
Spillway
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Weir _4911111110
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Spoil Spreading
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Drainage Pipe C�
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0 50 100
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60 % PROGRESS DRAWINGS
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EROSION & SEDIMENT CONTROL
/
AREA OF DISTURBANCE
(1.71 AC)
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SPOILS/FILL AREA
LIMITS OF DISTURBANCE
TEMPORARY CONSTRUCTION
ACCESS
SILT FENCE
®
TEMPORARY CONSTRUCTION
ENTRANCE
RETENTION BERM
WETLAND IMPACTS (0.08 AC)
60% PROGRESS DRAWINGS
DO NOT USE FOR CONSTRUCTION
10
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LIMITS
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XS 2 AOL
XS 1
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Feet
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Install new Riser Spillway and Footer
��
� OM
Maintain top of bank Repair Entire Length of Riser � +
M
+
�ti� eo
x o 0
CO o v o
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\ \
(see detail) - — _ _ _ _ — \
elevation of 4080.5' Spillway Pipe with Insituform CIPP 65 ro
+
Z Np
— — —
_ — —
(performed b Federal EC LLC
and 10' width around (p Y ) �, o N
M
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3 ro "
N
pond
Remove Existing B T
TOB
i T
6°xnPECPP 2+
Risers �
Spillway
p Y
TOB
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2 „CMP TOB TOB
B
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III I
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IIII
ai
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I I I Spillway Pipe 20'
11
�
Grade back of \\\\
pond at 4:1 slope \\ \ \ \
1 1 1 I I
O O Extend Riser
Spillway Pipe 10'
y
�b
Remove fence
\\
\\
from pond \ \ \ \ \ \ // //// // // i / I I Install Rock Step
Auxiliary\ \ \ \ \ \ \
\ \ \ \ \ \
/
// / / // /
/ I I 1 below Barrel outlet
\
Spillway \ 1 1
��� / / ( I invert; install Endwall
/ // 1
1 \\
/
(see Detail)
Recede tributaries
from pond, blend I �,
confluences with I I
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Grade front of O O O O O 0
pond at 3:1 slope O 0 0 0 0 0
0
30 60
Feet
L —i���i
4:1 slope into pond
Top of Berm,
EL 41 10'W min
Riser Spillway Profile
N
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409
408
To
of Dam: 40
0.5',
10' berm
idth
N
rural Pool:
078.0
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4'
lure Concr
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4'xIU see
to Box
Detail
_-Riser
Invert: 4078.
'
B
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CU
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ILS
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Spillway
Pipe 10'
Z
407
4:1 Slop
:1 Slope
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4068.0'
"-Extend Spillway
Pipe 2
'
N
406
a
406
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x�0 x-0 xq0
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EXISTING PROPOSED PROPOSED
Sheet
CONDITION
CONDITION WATER SURFACE
6

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0 30 60
Feet %j
\
Auxiliary Spillway Weir
EL 4079.0'-4078.7'
eV_
I \
k =_
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Replace gravel ballast
with Headwall (see
Detail)
Ax00
\-Remove Fence \
Rock -Lined Channel
(see Detail)
Remove existing 18"
spillway pipe
3p,,xDP I
C
N"I �S�5-5-5—s
5 ��—S
� S
2+00 rL
W
\_Existing Drainage
Pipe invert: 4072.2'
7707 \
NW Q
Install 240' 30" HDPE
Drainage Pipe (see 3 o �S�s�s x�
Detail)-5—'Q�S—s
Install Vegetated
Channel at toe of
slope (see Detail)
Wo
Driveway extension
W W W W boundary
\W W W W
W W W
W \ \ W
Extend driveway shoulder
5'; fill existing wetland
channel, install French
Drain (see Detail), grade 2:1
slope to existing ground
contour
Auxiliary Spillway Profile
Station
EXISTING
CONDITION
O
7­7 _
le -
x�
PROPOSED
CONDITION
W W W
W W W
az W W W C/) 3 m N
W W W W
W W W W W Q
o W W W W W E: p
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v W W W W W L
W W W
LLB
W W W W W W W
W W W W W } '0
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Channel (see Detail)
W from outlet to .0)
W W wetland confluence w
W W
W W W
W W W } yq g
p W W
W
W }
W
W
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Install 4" french drain x
(see detail), backfill P
0.06 acres of wetland
PROPOSED
BKF/ TOP OF BANK
N
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Install Headwall (see
Grade Left Streambank
2:1 Slope Starting at Bankfull,
Downstream to Bridge
�
-
Backfill
�ry
stream
along Barrel
extension
HDI CA
/, 00
Install Rock Step
below Barrel
Outlet Pipe;
Install Endwall
(see Detail)
4068
4066
4064
m
cD
Q 4062
0
4060
4058
4056
Step Pool Channel
(see Detail)
—
X_X= B\
X _
X
X
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Streambank to Original -
Contour Contour GZ
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Boulder
Revetment
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Z
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and Culvert
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Bank Toe
rt Shallow Diversion
Grade Right Swale (15'Wx0.5')
Streambank Install Boulder
2:1 Slope Starting Revetment
at Bankfull, (30') /
Pigeonroost Creek Centerline
0
0 20 40
Feet C)
Barrel
------Extension,
Existing Culvert/
01)
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PROPOSED WATER
Sheet
CONDITION
CONDITION
BANKFULL
SURFACE
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11

5
1
2.5
406
405
00
0"
Typical Riffle and Step
W-bkf
1 2 A-bkf
1
Typical Scour Pool
5
W-bkf
2.5
406 2 A-bkf
4058
e00
D-bkf
D-bkf
Typical Cross Section
Riffle
Scour Pool
Bankfull Area (A-bkf, sq ff)
7.4
11.5
Bankfull Width (W-bkf, ff)
10.0
10.0
Bankfull Mean Depth (ff)
0.7
1.2
Bankfull Max Depth (D-bkf, ff)
0.9
1.8
Bankfull W/D (Stream Type)
13.5
8.7
Inner Berm Width (ff)
8.2
8.2
Inner Berm Max Depth (ff)
0.45
1.35
Approx. Wetted Width (ff)
7.6
7.6
Approx. Wetted Max Depth (ff)
0.3
1.2
Channel Bottom Width (W-bottom, ff)
6.4
2.8
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Sheet
Pigeonroost Creek
Stream Assessment Parameters
Existing Condition
Proposed Condition

BOULDER REVETMENT
Restore all disturbed area
with Riparian Seeding
(see Detail)
Wooden Stake
Streambank Matting,
(see Detail) ---�
Existing Ground—, — Top of Bank (Stream Type B)
Proposed Ground
Header Rock
Streambed 1
Footer Rock
Geotextile Liner
(if needed, see Note 3)
,f
JBankfull
Elevation
Backfill with suitable
alluvial material
(see Note 7)
Section A - A View
N. T. S.
Notes:
1. Boulder Revetments shall be installed along the base of the design
streambank toe at locations and stream lengths designated in the Site Plans.
2. Footer, Header, and Sill Rock shall be min. 3.0' dia. long axis, min. 2.5' dia.
intermediate axis and min. 1.0' dia. height.
3. Geotextile Liner shall be medium weight non -woven polypropylene (Weight
7oz/sq yd; Tensile Strength 180 Ibs). Geotextile Liner shall be installed if
backfill is fine-grained, as approved by the Project Engineer. Place Liner
behind all rock layers and key in at the bottom. Trim excess or visible fabric.
4. Footer Rocks shall extend below scour depth or to bedrock, whichever is
shallower. The scour depth is estimated to be the max. pool depth near the
structure, unless otherwise specified.
5. Header Rocks must extend upwards above the bankfull elevation at least 12"
due to high shear stress of larger storm events carried in the channel. The
revetment shall have an even grade along the entire length.
6. Install two or more Header Rocks overlain and offset backwards moving up
the bank if existing substrate elevation is below that needed for Header
Rock Sill, extend
into streambank
(see Note 8)
FAO
Edge of Water
at Normal Flow
C) Q)C�
o MCA
_ N
N cLo
cLo
Q
I
c
0
Top of Bank w
(Stream Type B)
CIO
Bankfull
\ q �
i
a>
m
\ o
_ w
q
Plan View
N. T. S.
Geotextile Liner
(if needed,
see Note 3)
Rock to extend above bankfull elevation or if additional protection is
needed for exposed tree roots or other bank feature. Do not exceed the top
of bank elevation.
7. Footer Rocks and Header Rocks shall be backfilled with gravel alluvial
material, if suitable size and consistency is available. Suitable backfill shall
have a minimum median diameter of 2" and not exceed 6" dia. It shall drain
quickly and support weight without shifting or sinking. For fine sediment
substrates, outside gravel may be needed for backfill and Footer Rocks shall
be supported with a layer of stone, as approved by the Project Engineer.
8. Sill Rocks shall extend into the bank a minimum of 6', passed the top of bank
plane.
9. After Boulder Revetment has been installed, backfill any remaining vertical
streambank with clean soil fill material and compact at the proposed bank
angle (2:5:1 slope).
10. Stabilize streambank with Riparian Seeding, Streambank Matting, and
Livestaking (see Details).
Header Rock
Footer Rock
Toe of Bank
Slope
Backfill with suitable
alluvial material
(see Note 7)
N Y
� mph DU
N Q U
¢ 2
O O U
Sheet
C1

Riffle alluvial gravel layer,
Section A - A View
N. T. S.
Notes:
1. Constructed Riffle lengths and slopes are
provided in the Longitudinal Profile.
Elevation for Head of Riffle (Rock Sill) and
End of Riffle (Rock Step) are listed in
referenced Structure Tables.
2. Constructed Riffles shall be composed of
natural alluvial gravel and cobble materials
harvested from the existing channel during
installation of step -pool sequence and
excavation (see Detail).
3. The median particle size is estimated to be
small cobble (76 mm or 3" diameter).,
Avoid alluvial materials with excess fine
sediments derived from bank erosion.
CONSTRUCTED RIFFLE
D of Bank
Ensure well graded materials from the
channel is used.
4. Excavate streambed minimum 4" below
finished grade and add gravel material.
Line entire active bed to prevent scour
along the bank toe.
5. Create heterogeneity in Constructed Riffles
by embedding cobbles and woody debris
within the gravel substrate.
O
Plan View
N. T. S.
Ee
N Y
� mph DU
� ¢ 2
O O U
Sheet
C2

HEADWALLS AND EN DWALLS
SEE AUXILIARY SPILLWAY INLET AND RISER SPILLWAY OUTLET
Headwall/Endwall
Header Rocks
Geotextile Liner
Extend sill 6.0' into Bank
Top of Bank
Top of Bank
wingwail
Header Rocks
SECTION A -A VIEW
NTS
1-1.5D1.5D-7
i-li-2
_"' V��
_
Rock
1.
VEGETATED CHANNEL (DRIVEWAY
TOP OF BANK
—_� CHANNEL BOTTOM
EROSION CONTROL MATTING)
PROFILE VIEW
NTS
W
TRENCHZI D b
MATTING
6" MIN.
EROSION CONTROL MATTIN
EXISTING
GROUND OR
BEDROCK
CROSS SECTION VIEW
D
NTSN Y
a
O \ O U
7—Footer
Notes:
%Culvert
Rocks
Channel Dimensions
1.
Place Vegetated Swale along bottom of road
embankment along the Driveway Expansion (See
Headwall/Endwall
Invert
Channel Area (sq ft)
4.0
Auxiliary Spillway Cross Sections 2-4, Sheet 8)
�,�
,o
Header Rocks
(See Profiles)
Channel Width ft)
2.
Slope Vegetated Swale approx 0.8%.
-'?
N
(W,
6.0 3.
Excavate the Vegetated Swale along the
cis
SECTION A VIEW
Channel Depth (D, ft)
1.0
driveway expansion toe of slope down to the
y p p
p�
�
o
C' 2
NTS
foundation of the Erosion Control Matting +0.2',
ci
Channel Bottom Width (b, ft)
2.0 4.
Remove all stumps, roots, loose rock and other
Notes:
and key in at the bottom.
Side Slope ( X:1 )
2
debris from the channel perimeter.
°
z
1. Install a Headwall along the Auxilliary Spillway
5. Place Footer Rocks just below the culvert
5.
Seed with Permanent (Riparian) and Temporary
co
°
"
Profile at Sta 0+92 for the 30" HDPE inlet. Install
invert. Ensure the thalweg is in the center of the
Max Discharge (cfs)
11.0
Seeding (see Detail).
o
a
an Endwall along the Riser Spillway Profile at
channel.
6.
Install Erosion Control Matting (see Detail), trench
U
2
co
Sta 2+72 for the 24'' barrel pipe outlet.
6. Install Footer Rocks down to the bedrock or
Max Velocity (ft/s)
2.8
the upper, lower extent and sides of the matting a
2. All measurements for this detail are based on
erosion resistant layer in the channel bottom to
minimum of 6". Where overlap is necessary,
the culvert diameter D.
prevent scour under the structure. Ensure all
Max Shear Stress (lb/sgft)
0.5
overlap the downstream edge a minimum 6" with
3. Sill, Header, and Footer Rocks shall be min. 3' W
Header and Footer rocks are touching, with no
the upstream edge that is trenched minimum 6".
x 2' L x 1.0' H.
gaps between rocks.
7.
Extend matting minimum 18" passed the top of
4. Geotextile Liner shall be medium weight
7. Extend Headwall/Endwall min 12" above top
bank.
Sheet
non -woven polypropylene (Weight 7oz/sq yd; of culvert.
Tensile Strength 180 Ibs). Place liner on the
8. Extend wingwall a distance of 3xD into the
upstream side of both footer rock and sill rock
channel.
n3

RISER SPILLWAY BARREL EXTENSION
Notes-
i�
3.
The Barrel extensions shall be 24" corrugated
metal pipe (CMP), extending into the pond to
the riser (Sta 1 +06-1 +26, Riser Spillway Profile,
Sheet 4) and extending into the receiving
stream (Sta 2+62-2+72, Riser Spillway Profile,
Sheet 5). (ADS HDPE N-12 or similar).
Extensions will be secured to existing barrel
CMP using watertight couplers with mastic. The
barrel extension will be inserted into the bottom
riser section, and sealed using hydraulic
cement.
The interior of the CMP barrel pipe including
extensions (167') will be lined with Insituform
cured -in -place pipe to ensure structural
integrity of the entire lengh. This lining will be
installed by Federal EC, LLC, Atlanta, GA
following barrel extension.
Barrel Diameter (in)
24
Mannings n
0.012
Barrel Area (sqft) - A
3.14
Perimeter (ft)
6.28
Hydraulic Radius- R
0.50
Slope (ft/ft) - S
0.019
Capacity Discharge (cfs) - Q
33.9
DRAINAGE PIPES
DRIVEWAY FRENCH DRAIN
Notes:
l . A French Drain shall be installed along the
Driveway expansion section (190').
2. The French Drain shall consist of a 4"
corrugated HDPE perforated pipe enclosed
in filter sock surrounded by 57 stone.
3. Minimum trench size shall be 8" deep by 8"
wide extending below the groundwater
table.
4. The French Drain shall be have a minimum
1 % slope.
AUXILIARY SPILLWAY CULVERT EXTENSION
Notes:
1. HDPE pipe shall be installed at Sta 0+92 - 2+72 along
the Auxiliary Spillway Profile (see Sheet 5). HDPE
pipe shall be 30" diameter, smooth interior,
corrugated exterior (ADS HDPE N-12 or similar).
2. Pipe and connections must be soil and watertight.
Pipe shall have a flared bell and tapering spigot at
the connections, sealed with manufacturer
provided gaskets.
3. Minimum trench width required for installation is 5.0'.
Minimum cover over pipe is 12".
4. HDPE Pipe shall be bedded with 57 stone in areas
where it intercepts the water table, minimum 6"
thickness.
5. Outlet protection shall be installed at the end of the
pipe prior to entering the receiving stream. Outlet
protection shall consist of a Rock -Lined channel (see
Detail).
Barrel Diameter (in)
30
Mannings n
0.012
Barrel Area (sqft) - A
4.91
Perimeter (ft)
7.85
Hydraulic Radius - R
0.63
Slope (ft/ft) - S
0.031
Capacity Discharge (cfs) - Q
78.4
Required Discharge (cfs)
48.0
co
O
O
GO
N
OO
W
0
N Y
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� ¢ 2
O O U
Sheet
C4

RISER SPILLWAY
Top Trash Rack
Handwheel
Riser Top,
Stem Guide El: 4078.0'
Riser Access Stairs
Gate Stem (18" spacing)
Riser Section,
Square Concrete Box
3'H x 4'W x 4'L
Barrel 24" CMP with CIPP
Drainage
lining; Invert: 4069.3
Gate Valve
4„
Invert: 4071.0'
Base Section,
Square Concrete Box
4'H x 4'W x 4'L
Riser Bottom
El: 4068.0'
Concrete Footer
'
2�
, r
•
57 Stone
Bedding
10.0'
Cr]/"IAIT \/IC\A/
The Riser Spillway in combination with the
Auxiliary Spillway have been designed to
convey the 25 year 24 hour design storm. This is
the maximum flow that can be conveyed with
the existing 24" Barrel Structure.
Riser Spillway Notes
• Sheet 4 provides a complete profile of the
Riser Spillway through the dam
embankment and into the receiving stream
• Any modifications to Riser Spillway
components must be approved by the
Project Engineer.
Riser Structure:
1. The Riser Structure will be designed and
fabricated by Old Castle Infrastructure, or
similar.
2. Concrete Box Riser and Base sections shall
be square, 4'Wx4'L.
3. The Base section shall have a cut-out for the
24" Barrel pipe and the 4" Drainage Gate
Valve.
Geotextile
Liner
Drainage Gate Valve:
1. The Gate Valve shall be a 4" Asahi Gate
Valve designed and fabricated by
Asahi/America, Lawrence MA., or similar.
2. The Contractor shall coordinate with the
Riser Structure vendor to include cut-out to
accommodate the gate opening and the
bolt pattern for the gate stem guides.
Trash Rack:
1. The trash rack shall be a metal grate bolted
onto the top of the Riser
Concrete Footer: (See Detail)
Barrel Structure:
1. The Barrel will be a lined retrofit to the existing
corrugated metal pipe, with a 20' extension
into the pond interior and a 10' extension into
the receiving stream.
2. The Barrel Structure shall be inserted into the
Riser bottom section through a prefabricated
"cut-out" and sealed with hydraulic cement
(See Drainage Pipe Detail).
CONCRETE FOOTER
Riser Structure
footprint p
/ a
• 4 . • •°
• • . °
• ' •• • •• .. 4. ..
#6@12"
O.C.
2" from edg
10
3D VIEW
NTS
#6@12" O.C.
Top & Bottom Mats
Standard Hook, Both Ends
FOOTER STEEL LAYOUT
NTS
Notes:
1. Install Concrete Footer to anchor Riser Structure.
2. Concrete must have ultimate compressive strength
of 4000 psi.
3. Forms (wood or metal) shall be used on sides and
top of cradle throughout length.
co
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ro �~
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Sheet
C5

2x
Ripi
ROCK LINED CHANNEL (EMERGENCY SPILLWAY
Top of Bank
Channel Dimensions
Top of Dam
Weir
Outlet Channel
Outlet
Protection
Centerline Station
0+00-0+10
0+10-0+92
4+00-4+14
Channel Area (sq ft)
17.0
10.5
9.5
Channel Width (W, ft)
19.0
10.0
11.5
Channel Max Depth (D, ft)
1.0
1.5
1.0
Channel Bottom Width (b, ft)
15.0
4.0
7.5
Side Slope (X:1)
2
2
2
Channel Slope (ft/ft)
0.03
0.08
0.08
Max Discharge (cfs)
57.3
62.1
49.0
Required Discharge (cfs)
48.0
48.0
48.0
Velocity (ft/s)
3.1
5.5
5.2
Shear Stress (lb/sgft)
1.7
6.5
5.0
Riprap D50 (in)
18-24
18-24
18-24
PROFILE VIEW
NTS
LL
cc
Notes:
1.
Excavate the Rock -Lined Channel down to the
foundation of the Geotextile Liner +0.2', according
to the Auxiliary Spillway Profile (Sheet 5).
�
mph
2.
Remove all stumps, roots, loose rock and other
w N
DU
debris from the channel perimeter.
O
O
U
3. Install NCDOT Type 2 Geotextile (US205NW or
equivalent) and secure in place along the sides and
bottom prior to adding Riprap with heavy duty
I
W
�'
staples or rebar.
--- - - -III- -
= -III_III-III-III-''
- -1��1 4.
Trench the upper and lower extent of the channel
X I
D I
Geotextile Liner a minimum of 12". Where overlap is
0
j ��TI
b j I
necessary, overlap the downstream edge a
minimum 12" with the upstream edge that is
.N
ro
�,
Riprap Channel Lining I
5.
trenched minimum 12".°
Install riprap in outlet channel, taking care not to rip
O C/) CO o
ca
2 x D50
or tear the Geotextile Liner.
o I;' .o r
- I
III=III=III=III=III=III=III=III=III=III=III=III=III=III
6.
Riprap shall be well -graded and extend to a
z
o
minimum depth of 2 x the D50 of the rock diameter.
.c
o o
Geotextile Liner Existing ground or
7.
Key the toe of the Rock -lined channel minimum to a
CIO a�
bedrock
depth of 2 x Riprap layer thickness or down to
0 co
bedrock, which ever is shallower.
SECTION VIEW
NTS
Sheet
C6

O
ROCK SILL (STREAM)
ROCK STEP (STREAM
Bankfull Bank Toe—\
W
' W W
�/ I •Y
W W
W O
i Riffle
)otextile Liner
(see Note 3)
\I i W
1/ 1 W W
Extend Sill J/
Bank Toe (6min.)
Bankfull Width
Plan View
N. T. S.
fu
IW -A
Sill Rock Apex Step Rock
Flow �� Streambed Flow Step
- - ---
­2—� Height
\
ae-------------
GC� -'-----------
Pool Riff/e Riffle __-________
Scour Rocks
Geotextile Liner ..... Pool
Geotextile Liner Bankfull Elevation (see Note 3)
Footer Rock --------------------------------- -
(see Note 3) (see Note 8) Splash Rock
1/2 Bankfull Footer Rock
_CAr�tinn d
----------------
�' �J Section C
N. T. S.
J
N.T.S.
Entire rock Sill
below proposed
Sill extends into
Bank Toe streambed
Section B elevation (Note 4)
N. T. S.
Step Rocks keyed
in at inner berm
Rock Sill and Step Notes:
1. Rock Step and Footer boulders shall be min.
3.0' dia. long axis, min. 2.0' dia. intermediate
axis, and min. 1.0' dia. height.
2. Rock Sill boulders shall be min. 2.0' dia.
3. Geotextile Liner shall be medium weight
non -woven polypropylene (Weight 7oz/sq yd;
Tensile Strength 180 Ibs). Place liner on the
upstream side of both footer rock and sill
rock/log and key in at the bottom. Geotextile
Liner shall be installed if backfill is
fine-grained, as approved by the Project
Engineer. Trim excess or visible fabric.
4. Rock Sill boulders are placed just below the
channel bottom, ensuring thalweg elevation
above the center rock.
5. Rock Step boulders are placed above the
Bankfull channel bottom, dropping the water
surface = Step Height. Step Height is the total
structure drop between the Rock Step and
next head of facet.
6. For Rock Steps, the proposed thalweg is at
the top of the center Step rock.
7. Rock Step boulders are keyed in at inner
berm elevation or higher.
8. Extend Footer rocks below the upstream
scour pool depth, as approved by the Project
Engineer.
9. For Rock Sills at the head of riffle, construct
the riffle starting at the Rock Sill and extend
the riffle length downstream. Ensure a
pavement layer of substrate covers the Rock
Sill. See Constructed Riffle Detail.
Rock Sill and Rock Step Structure Table
Centerline
Thalweg
Bankfull
Step
Structure
Station
EL (ft)
(ft)
Height
(ft)
Rock Sill
3+41
4062.6
4063.5
N/A
Rock Step
3+59
4061.85
4062.75
0.5
Rock Sill
3+81
4061.35
1 4062.25
N/A
Structures will be staked out by construction oversight staff
prior to construction
Bankfull Elevation_
Section D
N. T. S.
Step Rocks protrude
\_above proposed
streambed elevation
(Note 5-6)
N Y
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� ¢ 2
O O U
Sheet
C7

Bank Toe
Bankfull-",,,,,
I 0
r
r � s
1
Step Rock42
1
POOL
ST
STEP 2�77
�
Footer Rocks
POOL
Splash Rocks
1
STEP
i / L► I I
Bankfull
(BKF) Width
PLAN VIEW
N.T.S.
Notes:
1. The Step Pool Channel shall be placed in the
location shown on the Site Plan and Riser Spillway
Profile.
2. Step Header, Footer and Sill Rocks shall be min. 3'
dia. long axis, min., 3.0' dia. intermediate axis, and
min. 1.5height.
3. Splash Rocks in the pool shall be 6-9" median
diameter stone. A larger Splash Rock shall be
placed in front of the structure below the
maximum pool depth to protect against scour.
4. Geotextile Liner shall be NCDOT Type 2 (US205NW
or similar).
STEP -POOL CHANNEL (STREAM
le Liner
nd sill 6' min
bank toe
Armor entire pool
bottom with cobble,
extend above water
surface
FLOW
-- I�36" 12"
-- l
" 1 ` Splash Rocks Step Height
18 min
POOL
24" min
Geotextile Liner) I�
Step Rock Footer Rock
Footer
Splash
5. Extend Footer Rocks and Splash Rocks a min. 12"
below scour depth or to bedrock, whichever is
shallower. (The scour depth is assumed to be the
max. pool depth associated with the structure).
6. All Rocks must be touching and fit snug against
each other to ensure a tighter seal.
7. Step Height is the Total Structure Drop of the water
surface. The water surface drop across the Step
Rocks is measured along the stream profile. See
Section A and Structure Table.
8. The proposed thalweg is at the top of the Step
Rocks, in the center of the channel.
9. Step Structures will be keyed in at inner berm or
higher, but not above bankfull.
PROFILE VIEW (A)
N.T.S.
Bankfull
(BKF) Width �
\-Step Rock
Streambed
SECTION VIEW (B)
N.T.S.
Step -Pool Elevation Table
Step
Centerline
Station
Thalweg
(Step) EL
(ft)
Bankfull
EL (ft)
Step
Height (ft)
2+72
4066.2
4067.1
0.5
2+87
4065.7
4066.6
1.1
3+05
4064.6
4065.5
1.0
3+23
4063.6
4064.5
1.0
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SILT FENCE
6" Max. 6' Spacing without fence
Wire Fence min. Max. 8' Spacing with fence
(if applicable) Steel 6"
Geotextile Fabric Post min.
Backfill and Wire/Plastic
compact soil 24" Ties
° 24" a
Fey 8" Existing Y
Existing Q min. Ground 00
Ground — — — — E
81, I I -III-III -III-I I I I -I I p
CD
mini' 24" Bo-1 of
min. min. 24" min.
Trench Geotextile
Steel Post Fabric
PROFILE VIEW SECTION VIEW
NTS NTS
Notes:
1. Silt fence shall meet the requirements of the NC Erosion and
Sediment Control Planning and Design Manual (2013) Std
and Spec 6.62.
2. Do not install silt fence across areas of concentrated flow,
including streams, ditches, or waterways.
3. Silt fence is limited to fill heights of 10 ft or less, and shall not
exceed slope length corresponding to drainage area size
and slope (Table 6.62a).
4. Steel posts shall be 5' min. length, with 1.25 lb/linear ft steel.
Wooden stakes are not allowed.
5. Geotextile fabric shall comply with specifications in Table
6.62b. If Wire Fence reinforcement is needed, wire shall be
14 gauge min. with max. 6" mesh spacing and extend to
bottom of trench.
6. Wire or Plastic ties shall have 50 lb tensile strength min.
7. When two separate sections of geotextile fabric adjoin
each other, they shall overlap by 6" and be double folded.
8. Geotextile fabric shall be fastened with plastic or wire ties
securely to the posts at the top, vertical midpoint and
bottom of geotextile fabric.
9. The distance between the toe of the fill to the silt fence
shall be a minimum of 5'.
SLOPE MATTING
Use key trench on top edge.
min. overlap
-I
Jp
a
Flow Bottom Edge
g s
9sn�q
Space wood
Note: Rotate stakes 20° towards
stakes every 36" in PLAN VIEW direction of flow to prevent uplift.
diamond shape NTS
pattern.
Fill and compact
6° min. trench with topsoil
` Erosion Control Matting
min.
SECTION VIEW
NTS
Extend matting below
normal flow elevation
Notes:
1. Streambank Matting shall be applied to slopes 3:1 or greater, including
all streambanks and terrace slopes.
2. Streambank Matting shall be 700 gram coir fiber matting (20.3 oz./sq.
yd.). Rolls shall be 6' min. width.
3. Seed and mulch the ground surface before installing matting (use native
Riparian Seed mix plus a temporary cover crop).
4. Alternate fastening devices require Project Engineer's approval before
use.
5. Extend matting 18" min. past the top of bank or top of slope. Upstream
fabric overlaps downstream fabric by 6 in.
6. For streambanks, extend matting below normal flow elevation to
promote saturation in order to weigh the matting down and encourage
a biofilm seal with the underlying soil.
7. For streambanks, do not trench or stake the bottom of the matting to
avoid disturbance and instability along the toe of slope.
8. Tuck matting behind and under toe protection measures such as
revetments and rock.
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C9

PERMANENT AND TEMPORARY SEEDING
Permanent Seed Mix - Disturbed upslope areas outside of floodplain
riparian areas and streambanks
Minimum Care Lawn Total Lbs. Per Ac
Commercial or Residential 200-250
Kentucky 31 or Turf -Type Tall Fescue 90-100%
Improved Perennial Ryegrass 0-10%
Kentucky Bluegrass 0-10%
Rioarian Permanent Seed Mix — Disturbed floodDlain rioarian
areas and streambanks
NC Mountains Riparian Mix 20 lbs. per acre 2
(Ernst Conservation Seeds ERNMX-304 or similar)
Topsoil 4 inches, free from weed seeds
Fertilizer As recommended by soil test 3
Lime As recommended by soil test
Mulch 2 tons per acre (slopes < 3:1) hay,
free from weed seeds 4
Temporary Seed Mix - All areas where Permanent and Riparian
Permanent Seed Mixes are applied
Total Lbs. Per Acre
Sept 1 -Feb 15 5'
Winter wheat 100
April 15 - Sept 1
Browntop or German millet 100
Feb 15 - April 15
o mix of above species 100 6'
*Annual ryegrass shall not be applied to any areas due to
allelopathic properties with native species.
**Species may be substituted based on local availability, as 7
approved by the Project Engineer.
Mulch: 2 tons per acre (slopes < 3:1) hay or
straw, free from weed seeds
STREAMBANK LIVESTAKING
1. Following construction, all streambank areas shall be seeded with
Permanent Riparian Seeding (see Detail). Erosion Control Matting (see
Detail) shall be installed.
2. Plant livestakes in two rows with 5' spacing between rows along both
left and right streambanks of disturbed reach. Plant livestakes from
bank toe up to top of bank.
3. Livestake species include:
Corpus amomum, Physocarpus opulifolius, Salix serecia,
Sambucus canadensis.
Any substitutions must be approved by Project Engineer.
Notes:
Permanent and Temporary Seeding shall meet
the requirements of the North Carolina Erosion
and Sediment Control Planning and Design
Manual Handbook (2013) Practice Standards and
Specifications 6.11 -Permanent Seeding and 6.12
Temporary Seeding. Seed mix may be altered to
match existing land -use requirements (example
pasture needs, as suggested by the landowner).
Changes to seed mixes must be approved by the
Project Engineer.
Soil tests must be performed prior to construction
activities to determine appropriate fertilizer and
lime rates at the time of construction, in
coordination with the Project Engineer.
Permanent Seeding must be applied to all
disturbed areas within 15 working days after
reaching final grade.
Topsoil shall be applied uniformly over existing soil
to all Temporary and Permanent Seeding areas to
a depth of 4 inches. Topsoil shall be free of weed
seed, rock, and debris to the extent possible.
Apply all seed uniformly with a broadcast seeder,
drill, culti-packer seeder, or hydroseeder on a firm,
friable seedbed to a depth of a to 2 inch
according to seed rates specified above or by
the seed distributor.
Apply mulch following seeding, fertilizer, and lime
application, ensure mulch is properly tacked
down to avoid wind dispersal. For slopes >/= 3:1,
use Streambank Matting (see Detail) instead of
mulch.
The Contractor is responsible for establishing
permanent groundcover (>80% coverage)
following these details and specifications within
one year of project completion to the extent that
no erosion is occurring due to lack of permanent
groundcover, as approved by the Project
Engineer.
TEMPORARY CONSTRUCTION
A �
10'
10' min
L
Paved
Road)
ENTRANCE/EXIT
0' min.
0
Clean washed stone 2"-4" dia.,
8" depth underlain with
Geotextile Fabric
Temporary Drainage Pipe,
as needed
PLAN VIEW
NTS
Existing
— 50' min _ Ground
Paved 20% slope
Road
Clean washed stone
3" min. �� 2"-4" dia., 8" depth
Non -woven Geotextile Fabric shall
be placed under entire width/length
of stone
Temporary Drainage Pipe,
as needed
SECTION VIEW
NTS
Notes:
1. Temporary Construction Entrance specifications are
described in North Carolina Erosion and Sediment
Control Planning and Design Manual (2013) Std and
Spec 6.06.
2. Excavate 3" minimum undercut prior to placement
of stone along Entrance length.
3. Replenish stone when surface rock becomes
compressed < 8", stone becomes covered with fine
sediment, or sediment is visible on the paved road.
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C10

PUMP AROUND DETAIL
0 Pump
Hose
Sandbag Dam
Weir
"In -stream" work
location
Non -Permeable Material
Verify Hose Diameter and Pump
Size Adequate to Drain
Sand Bag Temp Dam
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Notes:
M
1. Pump around method is designed for flows of 5 cfs or less using
a maximum pump size with a 6" diameter hose.
2. Clear area of debris for temporary dam installation.
C)
.o
3. Layout hose and pump along route adequate to allow for
o
,N
in -stream work.
4. Provide splash pad at outlet of hose to spread and slow
U
Cn
C_
CO
velocity of flow before reentering live stream flow.
5. Install Sandbags perpendicular to flow of water.
208 z
6. Allow for overflow weir --4' min width and --1.5' depth.
-6min
7. Overlay dam structure with non -permeable plastic or similar
°
z>
material.
CO
a
8. Begin pumping process, with regular monitoring to ensure
co
hose diameter is adequate to carry flow and check to ensure
o
filter at hose inlet does not clog and restrict flow.
"In
CIO)
0
9. If -stream" work extends beyond one day, open weir section
W
of sand bags to allow flow through work area overnight.
Sheet
C11