20231675 Ver 1_More Info Received_20240125

Unnamed Tributary of Three Top Creek
TNC Reach
400
Rognstad Reach
236
Restoration (ft)
Enhancement (ft)
125
640
Sta bi I i zati on (ft)
320
254
J-Hook Vanes
4
1
Boulder Revetment (ft)
310
165
Rootwa d Revetment (ft)
100
65
Toewood Revetment (ft)
35
0
Streambank Grading and
Sta bi I i zati on (ft
1050
1088
Livesta king (ft)
1698
2266
Streambank Stabilization
TNC Reach and Rognstad Reach
Todd, Ashe County NC
SHEETINDEX
COVER
1
OVERALL SITE PLAN
2-3
PLAN AND PROFILE 1-6
4-16
TYPICAL CROSS SECTIONS
17
MORPHOLOGICAL TABLES
18
CONSTRUCTION DETAILS
19-20
EROSION CONTROL DETAILS
21-24
GENERAL NOTES:
1. STREAM ASSESSMENT DATA (LONGITUDINAL PROFILE,
CROSS -SECTIONS, ETC.) PRESENTED HEREIN COLLECTED BY BFED
AND CARTER LAND AND WATER DESIGN.
2. CONTOUR DATA PRESENTED IN THIS DOCUMENT IS TAKEN FROM
NCDOT 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. TREES APPROVED TO BE REMOVED DURING CONSTRUCTION WILL
BE FLAGGED BY THE PROJECT ENGINEER AS AN EFFORT TO
PRESERVE THE EXISTING RIPARIAN BUFFER.
5. ALL TREE REMOVAL MUST BE COMPLETED BYAPRIL 1, UNLESS
INSTRUCTED OTHERWISE BY USFWS.
6. NO IN -STREAM WORK SHALL BE COMPLETED BETWEEN OCTOBER 15
AND APRIL 15 FOR TROUT.
EROSION AND SEDIMENT CONTROL NOTES:
1. PRIOR TO INITIATING SITE WORK, INSTALL CONSTRUCTION
ENTRANCES AND SILT FENCE, AND ESTABLISH STOCKPILE AREAS.
(SEE SHEET 21)
2. ONCE SITE CONSTRUCTION WITHIN AN AREA HAS CEASED ALL
DISTURBED AREAS WILL BE IMMEDIATELY SEEDED (TEMPORARY &
RIPARIAN PERMANENT SEED), MATTED AND STABILIZED (SEE SHEET
22).
3. LIVE STAKES AND BIODEGRADABLE MATTING STAKES WILL BE USED
TO SECURE THE MATTING.
4. BROADCAST SEEDING RATES WILL BE AS SPECIFIED ON SHEET 22.
5. NATIVE SHRUB AND TREE SPECIES WILL BE PLANTED THROUGHOUT
THE PROJECT AREA WITHIN A CONSERVATION EASEMENT. THE
RIPARIAN PLANTING PLAN WILL BE PROVIDED BY OTHERS.
6. 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.
7. NO CONSTRUCTION ACTIVITIES WILL OCCUR OUTSIDE
CONSTRUCTION LIMITS NOR IN ANY WETLAND AREAS AS SHOWN ON
THE SITE PLANS. ALL IN -STREAM WORK MUST BE COMPLETED IN
DRY CONDITIONS (SEE SHEET 23).
3TC TOPO Map
(36.36483,-81.58157)
USGS The Nations M'ep: National Boundaries Dataset, 3DEP Elevation
Program, Geographic Names Information System, National Hydrography
Dataset, National Land Cover Database, National Sr-Dotaland
National Transportation Dataset: USGS Global Ecosystems: U.S. Census
Bureau TIGER/Line data; USES Road Data: Natural Earth Data', U.S.
Department of State Humanitarian information Unit and NOAA National
Centers for Environmental Information, U S. Coastal Relief Model. Data
refreshetl June, 2022_
N "
0 1,000 2,000 4,000
Feet
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1124

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The Nature Conservancy
0
3700903,sso,a LEGEND
�j �' POWERLINE o• �;
ROADS/TRAILS PROPERTY LINES
g
m
LONGITUDINAL
EXISTING TOP OF BANK PROFILE
STABILIZATION POND
_ r
RESTORATION BERM
ENHANCEMENT WETLAND
I / •------
S4 STq 2 EXISTING
2' EXISTING CONTOURS STRUCTURES o
EXISTING TREES 10' EXISTING CONTOURS
/ ROAD
nhan emen (12 )• • • • • • • PROPOSED DESIGN m m a v
X$5 ,STA• 5+04 0 o =
/ XS7_ STA ¢+68 • . _ _ _ • • • . _ _ _ • • / / J-HOOK �� PROPOSED TOP OF
' ' _ . . . . . . . . BANK
r
T�G� XS8 STA 7+OS �\ �------------- -' - - --
/ ROOTWAD / PROPOSED
/ 1 REVETMENT / ✓ CENTERLINE O
• ... . ....... . .......... �� ••oF Es s/O,ySILT FENCING
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- / : Q� ql•. amm°oco REVETMENT
/ Q SEAL / LIMITS OF N co
° XS9 STA 742 — 046452 — REVEMTOEWOOND / ~ DISTURBANCE
" • " - " - " - " - " . " . " - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - O ••. : • o°o°o°o°o CONSTRUCTION V -0
• F • : °D°O°O°O° ENTRANCE/EXIco 0
• . • . • . . . . . . . . . . . . . . . . . . . . . I ��i�j/��`�A;N�i�NE�;.P���\��\ BANKFULL BENCHING Ci) a
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.XSJO STA 8�59 /1/III IDI I IIIC\\\\\ CHANNEL DEPOSITION STOCKPILE Z
of TNC ch
l J tart of Rognsta ' each
.365-5,_-81.5810-
XS11 TA 9onsfr\ ory \ ...... .
. od
Northing
Easting
Elevation (ft)
CP1
962138.4826
1241008.572
3424.337
CP2
962238.2525
1240517.609
3404.39
CP3
961640.4467
1240318.333
3382.12
CP4
CP5
CP6
CP7
961601.8359
1239913.953
3382.93
961500.9609
1239794.351
3375.08
961295.5689
1239568.104
3373.98
961132.5519
1239347.083
3358.94
*Control points marked with nails and floggin
0 75 150
Feet
Sheet
2124

LEGEND
Pfa!' POWERLINE 37009031t18134 a%
000%o*00 ROADS/TRAILS/ PROPERTY LINES ( xs°
Enhancement 94' 61yo xs . _
LONGITUDINAL / x 0.2p ox..
EXISTING TOP OF BANK / V PROFILE
i of TNC ch
STABILIZATION POND Sta izatio (80') l �� tart of Rognsta_ each _ _ _ _ _ _ _ _ _ _ _ _ _
00 .36535,,—81.5810, ,
RESTORATION BERM
0 WETLAND / ' / x sO /
ENHANCEMENT /' .� ox4 \ \Co/tr\
EXISTING / / o °x?oxo11 STA 9+- 'Ot' \
2' EXISTING CONTOURS STRUCTURES ad 0p \A mess\ \
37009031Rognst18103
10' EXISTING CONTOURS EXISTING TREES xs8 O \/st�9 Ro
ROAD
ancem (280'
PROPOSED DESIGN
Fj
J-HOOK
ROOTWAD
REVETMENT
(� Q
BOULDER
REVETMENT
TOEWOOD
REVEMENT
BANKFULL BENCHING
CHANNEL DEPOSITION
/ Scott /
3700903118074009
Enhancement ) °
a°
0
o XS19-STA 20+12
PROPOSED TOP OF / / / j / °° /. . . . . . . . . Hughes Paul
BANK / j ° 3700903118145
0
/ PROPOSED xsri sTA 11+S6 "
CENTERLINE x / °'°
/ o
SILT FENCING oo� • . • .......... /
Ax
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LIMITS OF CAPS /
DISTURBANCE xs1 TA 12+94
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3700903118074010
XS16 STA 16+04/ / / e \
men 164'/ /
xs
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Rognstad
3700903118162
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.......... ............
........................
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.............
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.......................
.........................
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................................
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Northing
Easting
Elevation (ft)
CP1
962138.4826
1241008.572
3424.337
CP2
962238.2525
1240517.609
3404.39
CP3
961640.4467
1240318.333
3382.12
CP4
961601.8359
1239913.953
3382.93
CP5
961500.9609
1239794.351
3375.08
CP6
961295.5689
1239568.104
3373.98
CP7
961132.5519
1239347.083
3358.94
*Control points marked with nails and flagging
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3124

I The Nature Conservancy
3700903155014
34C
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--------------
TNC Reach Profile A
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4124

The Nature Conservancy
3700903155014
Install Boulder Revetm ft}--
Excavate a cess deposition
i
Re —Align channel a ayvwn,,_
from landslide. — —
Install Boulder Revetment
(80 ft) along bank toe. °
".r/
Removed
during
01
truction
trees 12 M ° ° a° - = - - - - - - - - - ° - -Remove estimated 80 tre s 3-12" diameter)
l' f °�eo - - - Xfor access within Gonstr cti n Limits, Sta
,XS6 5+7 .°x2p 4+50-7+00) _ -
x xo _ °�°o _ _ _ _ _ _ _ °xoo S5 STA_ 5+04-
I XS7 STA 6+68
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x
�$ XS STA 7+05
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- - - - - - - - ..... ._-_-_- -_-_-
°Excavate excess - - - - - . - -
,deoositi©n
34C
33S
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336
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33E
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CONDITION
PROPOSED
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PROPOSED
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Sheet
5124

0 xy°
Install Rootwad (25'p*,qnd ew od °
Revetment (35 ft), protec exi ting co 3 ro �
/ + , �' /oe o trees to the extent possib :,a: &1
Remove undercut ° / Re —Align channel away fr m erm _
trees (12") ° ° fep o - . . . . . . ° . . - Remove estimated 80 tre s 3-12" diameter) EE o
°+e° . - for access within Constr cti n Limits, Sta c
°x24+50-7+00) 0 p.10
-
°- xS6 SSA .5+71 . oo °:00 _ _ _ °*00 S5 STA- 5+04- W
I -XS7 STA 6+68
c
�$ XS_8PoSTA_ 7+05 - _ _ _ _ _ _ _ _ _ _ co
Excavate excess point 'X -�� - - - - ( - - - - - -
bar deposition. Excavate xcess
Create bankfull bench '' deposition ------- - --- --
e----------- -- --- - ------ c
/ x . . . . . . . . . . . . . c
w
............. .
°°
/40
-la
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Harvest 12" poplar tree to ""�+a _ . . . . . . . . . _ _ - -
/ °° / / allow access along berm - - - -
Rognstad xa° � - Install Boulder Revetment _ v N
3700903118134 / °x _ (125 ft) along bank toe to - - -
protect berm J
.0y _ . . /
. XS 0 STA 8+59
. . Profect 12" poplar on berm - - . . -
Livestake planting only 0 50 100
(80 ft) No ° Harvest 12" maple . . . Feet
A P otec ree on . . . . . . . - - - -
$ streambank - -
� Add 12" min fill over existing - - - - - - - - - -
m
N m
O
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33�
33�
335
rri
33E
c
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33F
33f
33E
33F
TNC Reach Profile C
4
2
8
4
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X
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1x�0 A (bx�0
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EXISTING
CONDITION
PROPOSED
CONDITION
PROPOSED
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6124

/� � Rognstad
\ / 3700903118134
Livestake planting only
(80 ft)I ---_
0 50 100
Feet
/ Protect existing mature
Remove fallen hickory tree —
Remove fallen tree debris
Rognstad
3700903118103 XS�
Hand —cut two trees with exposed roots
Grade streambank (2:1 slope, 80 ft), /
Grade bankfull bench
Hand —cut poplar just /
above exposed rootwad,
do not remove rootwad i
/ o
y
n,
/ J°+°°
41
yo /
o -
ee /'�,�r-/-
�� °° / allow access along berm
i
Install Boulder Revetment
(125 ft) along bank_ toe to
°x
00 protect berm'
/ .Ox,
. . . 0*20 . XSJ 0 STA 8+59 . . .
. . . Protect 12" poplar on berm
"*/�
XNo o Harvest 12" maple
P to . Fee -on.
/ l \ str amb Add 12" min fill over existing
\ culvert before crossing
Use Mud Mats to cross wet
a area (see Detail) -
xs° \
VO
Ox2p \ \Str4 \
XS1 STA 9+ \ \ion \ \ . . . - . .
\\—Existing Small tobin at
top of bank
10 Livestake planting only,.
(90 ft)
`
2o
x/ / - Excavate Bench (100 ft)
Blend into upstream and Add stone to Construction
k5 ° downstream floodplain contours Access Road as needed
for stability.
CP4
J _ - . _ _ _ _ _ _ _ _ _ Hughes Paul
3700903118145
/ - *;o - XS1 -STA 1 t+S6
Rognstad Reach Profile A
0 9xrp 0x�� 9xlk� x�� x�v X1� �x�� �x�v 1xA� 0 x�� x�v X1� x�� 0
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EXISTING
CONDITION
PROPOSED
CONDITION
PROPOSED
BANKFULL
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Sheet
7124

/� Rem poplar tree for access and grading
Livestake planting only/ - _ _-`-`.`.`.`.` .`.`.`.`.`.`-`-`-`.`, o
/ (74 ft) �//� � / rz
/ N
'Hand —cut trees just above rootwads (3) CP5 - -
at top of bank. �/ XS13 TA 12+94 0
Grade streambank (2:1 slope) - - - - - - - - - - - o
. . . . . . . . . . . . . . . . . . . . . A .
P
ICo
nstall J—Hook Rock Vane . . . . . . . . . . . . .
for bank protection and N z
grade control / / *° a)
a�
x
Excavate scour pool � � - 0)
down to bedrock / x�o \ . . . . . . . - . - . . . . . . . . W
to dissipate energy
Excavate berm (30 ft) composed-
/// / of channel substrate to
Excavate excess deposition �'j improve floodplain connectivity . . . . . ` ` ` ` . . . .
/ in near —bank region, use material . . . . . . . . . . . . . . . . . . . / -
xwo X r9
to backfill left bank structures
,Install Boulder Revetment (90 ft) ���\ — — ` ` ' ` ` ' ' ' ' ¢
//for bank protection up to o / - - - - - - - --
inner berm elevation 'XS14 STA �4+99
\
e C/C
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/ !.® XS15S,T-A15+4
Ross 9/• S ��
_ — — — J Ma Main Qerm nd existing top of• bank • \ EkiS
3700903118074010 �/ / catior/alo left .bank.to protect'-flooapl
ater, res rces ' .n \ �lhg Rp
/ w' q
XS16 STA 16+04 d
332
337
337
332
,rri 336
a
336
336
336
336
335
nstad Reach Profile B
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EXISTING
CONDITION
PROPOSED
CONDITION
PROPOSED
BANKFULL
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1
Sheet
8124

/ Protect xisting Sycamore
if no further root exposure
336
336
336
335,
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ro
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335
334,
Scott
3700903118074009
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3700903118074010 r
/�CP6 0 / ocatiorYalo IJeff .b.cnk.ta protect..floodpl 'n
water res rces ' ' o
XS16 STA 16+04 / / . . . . . . . . . . . . . . . . . . . . . . C/)
..............................
EE
/ Grade Eroding Baryk (2:1�SI110 0
' Remove tree wKh expq�sed roots ' '
Install Bo�W&' Revetment (75 W
17 A 171 / /Co
Rognstad
Q) 3700903118162
. . . . . . . . . . . . . . .
/
••W
.. . •. •. •. •. •. •. •. •. •. •. •. •. •.•
1CS18 STA 19+19 . .
i......................
/ Remove Sycamore and Locust (10")
for access
. ........................
Install Boulder Revetme
XSl9-SjA 20+12 Grade Eroding Bank :1.:Slope):.:.:.:.:.:.:.:.:.:.:.:
..................................
Rognstad Reach Profile C
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EXISTING
CONDITION
PROPOSED
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PROPOSED
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Sheet
9124

m
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Station
XS 3 Sta 2+26
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Station
EXISTING
PROPOSED
CONDITION
BANKFULL
PROPOSED
LOW WATER
CONDITION
SURFACE
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10124

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PROPOSED LOW WATER
CONDITION SURFACE
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Typical Cross Section with Bankfull Bench
Riffle
Meander
Pool
Scour Pool
Bankfull Area (A-bkf, sq ft)
45.3
69.2
71.3
Bankfull Width (W-bkf, ff)
25.0
27.0
25.0
Bankfull Mean Depth (ft)
1.8
2.6
2.8
Bankfull Max Depth (D-bkf, ft)
2.2
4.4
4.4
Bankfull W/D (Stream Type)
13.8
10.5
8.8
Inner Berm Width (ff)
20.6
22.6
20.6
Inner Berm Max Depth (ff)
1.1
3.3
3.3
Approx. Wetted Width (ff)
18.6
19.6
18.6
Approx. Wetted Max Depth (ff)
0.6
2.8
2.8
Channel Bottom Width (W-boffom, ff)
16.2
2.8
7.4
341
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UT Three Top Creek - TNC Reach
UT Three Top Creek- Rognstad Reach
Stream Assessment Parameters Existing Condition Proposed Condition
Stream Assessment Parameters Existing Condition Proposed Condition
Station 0+00-9+84 0+00 - 9+01
Station 9+84 - 21+27 9+01- 20+44
Drainage Area (sq mi) 3.0 3.0
Drainage Area (sq mi) 3.0 3.0
Stream Type F3b/C3b B3/C3b
Stream Type F3b/G3 B3/C3b
Bankfull Area (sq ft) Avg: 47.5/ Range: 43.9-56.7 Avg: 45.3/ Range: 43.8-46.9
Bankfull Area (sq ft) Avg: 48.5 / Range: 42.6-57.5 Avg: 46.6 / Range: 43.0-57.5
Bankfull Width (ft) Avg: 30.2 / Range: 22.5-38.9 Avg: 25.0/ Range: 25.0-25.4
Bankfull Width (ft) Avg: 31.8/ Range: 23.2-41.4 Avg: 26.8/ Range: 25.0-37.7
Bankfull Depth (ft) Avg: 1.6/Range: 1.4-2.0 Avg: 1.8/ Range: 1.7-1.9
Bankfull Depth (ft) Avg: 1.5/Range: 1.3-2.0 Avg: 1.7/Range: 1.5-1.8
Bankfull Max Depth Avg: 2.3/ Range: 2.1-2.5 Avg: 2.3/ Range: 2.2-2.5
Bankfull Max Depth Avg: 2.3 Range: 2.1-2.7 Avg: 2.3 Range: 2.2-2.7
Estimated Bankfull Velocity(ft/sec) Avg: 5.6/ Range: 5.2-6.5 Avg: 6.3/ Range: 5.8-6.7
Estimated Bankfull Discharge (cuft/sec Avg: 264.0/ Range: 231.0-304.0 Avg: 286.0/ Range: 253.8-302.4
Estimated Bankfull Discharge (cuft/sec Avg: 246.8/Range: 237.1-255.6 Avg: 302.4/ Range: 302.4-302.4
Bankfull Width /Depth Ratio Avg: 19.2 /Range: 11.1-26.7 Avg: 13.8/ Range: 13.3-14.7
Floodprone Width Avg: 65.8/Range: 28.2-163.1 Avg: 99.0/ Range: 34.5-291.6
Entrenchment Ratio Avg: 2.1 /Range: 1.1-5.0 Avg: 3.9 /Range: 1.4-11.7
Bank Height Ratio Avg: 2.1 / Range: 1.2-3.7 Avg: 1.5 / Range: 1.0-2.2
Bank Height Ratio Avg: 2.2 /Range: 1.8-2.6 Avg: 1.5 / Range: 1.0-1.9
Sinuosity 1.1 1.2
Water Surface Slope (ft/ft) 0.0240 0.0265
Riffle Length (ft) Avg: 190.2/Range: 106.3-253.1 Avg: 100.7/ Range: 36.0-204.3
Riffle Length Ratio Avg: 6.4/ Range: 3.4-8.1 Avg: 4.1/ Range: 1.4-8.1
Riffle Slope (ft/ft) Avg: 0.0230/ Range: 0.0190-0.0300 Avg: 0.0365/ Range: 0.0200-0.0580
Riffle Slope (ft/ft) Avg: 0.0340/ Range: 0.0190-0.0810 Avg: 0.0385/ Range: 0.0250-0.0640
Riffle Slope Ratio Avg: 1.0/ Range: 0.8-1.3 Avg: 1.4/ Range: 0.8-2.4
Pool Area (sq ft) Avg: 48.9/ Range: 46.2-51.7 Avg: 71.3/ Range: 71.3-71.3
Pool Bkf Width (ft) Avg: 25.7/ Range: 22.4-29.1 Avg: 25.0/ Range: 25.0-25.0
Pool Bkf Depth (ft) Avg: 2.2/ Range: 1.8-2.7 Avg: 2.9
Pool Max Depth (ft) Avg: 3.5/ Range: 3.3-3.6 Avg: 4.4/ Range: 4.4-4.4
Pool Length (ft) Avg: 30.1/ Range: 20.6-56.2 Avg: 43.8/ Range: 32.0-40.0
Pool Length Ratio Avg: 1.0/ Range: 0.7-1.8 Avg: 1.8/ Range: 1.3-1.6
Pool to Pool Spacing (ft) Avg: 147.5 / Range: 31.9-297.5 Avg: 165.4/ Range: 80.0-210.0
P-P Spacing Ratio Avg: 4.7/ Range: 1.0-9.5 Avg: 6.6/ Range: 3.2-8.4
P-P Spacing Ratio Avg: 4.6/Range: 1.0-9.6 Avg: 6.3/ Range: 2.0-10.8
D50 (mm) 64.0 64.0
D84 (mm) 180.0 180.0
Estimated Bankfull Velocity (ft/sec) Avg: 5.2/ Range: 5.0-5.5 Avg: 6.7/ Range: 6.7-6.7
Bankfull Width/ Depth Ratio Avg: 20.8/Range: 11.4-32.3 Avg: 15.4/ Range: 13.6-24.7
Floodprone Width Avg: 41.7/ Range: 28.3-66.2 Avg: 57.8/ Range: 37.6-93.5
Entrenchment Ratio Avg: 1.5/Range: 1.2-2.5 Avg: 2.7/Range: 1.4-5.0
Sinuosity 1.1 1.1
Water Surface Slope (ft/ft) 0.0245 0.0275
Riffle Length (ft) Avg: 132.5/Range: 17.3-255.9 Avg: 80.4/ Range: 9.6-255.9
Riffle Length Ratio Avg: 4.2 / Range: 0.5-8.1 Avg: 3.1 / Range: 0.3-9.0
Riffle Slope Ratio Avg: 1.4/ Range: 0.8-3.1 Avg: 1.4/ Range: 1.0-2.5
Pool Area (sq ft) Avg: 56.2/ Range: 43.1-94.8 Avg: 73.4/ Range: 43.1-98.6
Pool Bkf Width (ft) Avg: 24.9 / Range: 22.4-31.6 Avg: 25.8 / Range: 23.0-30.9
Pool Bkf Depth (ft) Avg: 2.3 /Range: 1.8-3.4 Avg: 2.5
Pool Max Depth (ft) Avg: 3.8/ Range: 3.0-5.4 Avg: 4.4/ Range: 3.0-5.4
Pool Length (ft) Avg: 39.3 / Range: 20.6-61.0 Avg: 47.0 / Range: 24.3-57.7
Pool Length Ratio Avg: 1.3/ Range: 0.7-1.9 Avg: 1.8/ Range: 0.9-2.0
Pool to Pool Spacing (ft) Avg: 144.8/ Range: 31.9-309.4 Avg: 164.0/ Range: 57.0-309.4
D50 (mm) 64.0 64.0
D84 (mm) 180.0 180.0
UT Three Top Creek- Rognstad Reach
Stream Assessment Parameters Existing Condition Proposed Condition
Stream Assessment Parameters Existing Condition Proposed Condition
Station 0+00-9+84 0+00 - 9+01
Station 9+84 - 21+27 9+01- 20+44
Drainage Area (sq mi) 3.0 3.0
Drainage Area (sq mi) 3.0 3.0
Stream Type F3b/C3b B3/C3b
Stream Type F3b/G3 B3/C3b
Bankfull Area (sq ft) Avg: 47.5/ Range: 43.9-56.7 Avg: 45.3/ Range: 43.8-46.9
Bankfull Area (sq ft) Avg: 48.5 / Range: 42.6-57.5 Avg: 46.6 / Range: 43.0-57.5
Bankfull Width (ft) Avg: 30.2 / Range: 22.5-38.9 Avg: 25.0/ Range: 25.0-25.4
Bankfull Width (ft) Avg: 31.8/ Range: 23.2-41.4 Avg: 26.8/ Range: 25.0-37.7
Bankfull Depth (ft) Avg: 1.6/Range: 1.4-2.0 Avg: 1.8/ Range: 1.7-1.9
Bankfull Depth (ft) Avg: 1.5/Range: 1.3-2.0 Avg: 1.7/Range: 1.5-1.8
Bankfull Max Depth Avg: 2.3/ Range: 2.1-2.5 Avg: 2.3/ Range: 2.2-2.5
Bankfull Max Depth Avg: 2.3 Range: 2.1-2.7 Avg: 2.3 Range: 2.2-2.7
Estimated Bankfull Velocity(ft/sec) Avg: 5.6/ Range: 5.2-6.5 Avg: 6.3/ Range: 5.8-6.7
Estimated Bankfull Discharge (cuft/sec Avg: 264.0/ Range: 231.0-304.0 Avg: 286.0/ Range: 253.8-302.4
Estimated Bankfull Discharge (cuft/sec Avg: 246.8/Range: 237.1-255.6 Avg: 302.4/ Range: 302.4-302.4
Bankfull Width /Depth Ratio Avg: 19.2 /Range: 11.1-26.7 Avg: 13.8/ Range: 13.3-14.7
Floodprone Width Avg: 65.8/Range: 28.2-163.1 Avg: 99.0/ Range: 34.5-291.6
Entrenchment Ratio Avg: 2.1 /Range: 1.1-5.0 Avg: 3.9 /Range: 1.4-11.7
Bank Height Ratio Avg: 2.1 / Range: 1.2-3.7 Avg: 1.5 / Range: 1.0-2.2
Bank Height Ratio Avg: 2.2 /Range: 1.8-2.6 Avg: 1.5 / Range: 1.0-1.9
Sinuosity 1.1 1.2
Water Surface Slope (ft/ft) 0.0240 0.0265
Riffle Length (ft) Avg: 190.2/Range: 106.3-253.1 Avg: 100.7/ Range: 36.0-204.3
Riffle Length Ratio Avg: 6.4/ Range: 3.4-8.1 Avg: 4.1/ Range: 1.4-8.1
Riffle Slope (ft/ft) Avg: 0.0230/ Range: 0.0190-0.0300 Avg: 0.0365/ Range: 0.0200-0.0580
Riffle Slope (ft/ft) Avg: 0.0340/ Range: 0.0190-0.0810 Avg: 0.0385/ Range: 0.0250-0.0640
Riffle Slope Ratio Avg: 1.0/ Range: 0.8-1.3 Avg: 1.4/ Range: 0.8-2.4
Pool Area (sq ft) Avg: 48.9/ Range: 46.2-51.7 Avg: 71.3/ Range: 71.3-71.3
Pool Bkf Width (ft) Avg: 25.7/ Range: 22.4-29.1 Avg: 25.0/ Range: 25.0-25.0
Pool Bkf Depth (ft) Avg: 2.2/ Range: 1.8-2.7 Avg: 2.9
Pool Max Depth (ft) Avg: 3.5/ Range: 3.3-3.6 Avg: 4.4/ Range: 4.4-4.4
Pool Length (ft) Avg: 30.1/ Range: 20.6-56.2 Avg: 43.8/ Range: 32.0-40.0
Pool Length Ratio Avg: 1.0/ Range: 0.7-1.8 Avg: 1.8/ Range: 1.3-1.6
Pool to Pool Spacing (ft) Avg: 147.5 / Range: 31.9-297.5 Avg: 165.4/ Range: 80.0-210.0
P-P Spacing Ratio Avg: 4.7/ Range: 1.0-9.5 Avg: 6.6/ Range: 3.2-8.4
P-P Spacing Ratio Avg: 4.6/Range: 1.0-9.6 Avg: 6.3/ Range: 2.0-10.8
D50 (mm) 64.0 64.0
D84 (mm) 180.0 180.0
Estimated Bankfull Velocity (ft/sec) Avg: 5.2/ Range: 5.0-5.5 Avg: 6.7/ Range: 6.7-6.7
Bankfull Width/ Depth Ratio Avg: 20.8/Range: 11.4-32.3 Avg: 15.4/ Range: 13.6-24.7
Floodprone Width Avg: 41.7/ Range: 28.3-66.2 Avg: 57.8/ Range: 37.6-93.5
Entrenchment Ratio Avg: 1.5/Range: 1.2-2.5 Avg: 2.7/Range: 1.4-5.0
Sinuosity 1.1 1.1
Water Surface Slope (ft/ft) 0.0245 0.0275
Riffle Length (ft) Avg: 132.5/Range: 17.3-255.9 Avg: 80.4/ Range: 9.6-255.9
Riffle Length Ratio Avg: 4.2 / Range: 0.5-8.1 Avg: 3.1 / Range: 0.3-9.0
Riffle Slope Ratio Avg: 1.4/ Range: 0.8-3.1 Avg: 1.4/ Range: 1.0-2.5
Pool Area (sq ft) Avg: 56.2/ Range: 43.1-94.8 Avg: 73.4/ Range: 43.1-98.6
Pool Bkf Width (ft) Avg: 24.9 / Range: 22.4-31.6 Avg: 25.8 / Range: 23.0-30.9
Pool Bkf Depth (ft) Avg: 2.3 /Range: 1.8-3.4 Avg: 2.5
Pool Max Depth (ft) Avg: 3.8/ Range: 3.0-5.4 Avg: 4.4/ Range: 3.0-5.4
Pool Length (ft) Avg: 39.3 / Range: 20.6-61.0 Avg: 47.0 / Range: 24.3-57.7
Pool Length Ratio Avg: 1.3/ Range: 0.7-1.9 Avg: 1.8/ Range: 0.9-2.0
Pool to Pool Spacing (ft) Avg: 144.8/ Range: 31.9-309.4 Avg: 164.0/ Range: 57.0-309.4
D50 (mm) 64.0 64.0
D84 (mm) 180.0 180.0

SPLASH ROCK
APEX HEADER
STEP ROCK 1 structure Drop
FLOW -yam
FOOTER ROCK
SECTION A (APEX OF HOOK)
N.T.S.
J-HOOK STEP ROCK VANE
EDGE OF)
SLOPE TOP TO f-AT NORMAL
RIFFLE
W W
S APEX ROC
SECTIONC (HOOK CUT-OFF SILL) SILL) t1` (see Note
N.T.S. +
HEADER ROCK y W r
FOOTER ROCK © W
SPLASH ROCK
TOP OF BANK
W (E
W
%j W -
W
Yi,W �Y
AD
.(
y (�
APEX ELEVATION,
Structure Table)
�w y
t ARM LENGTH (see Structure Table)
7• _ , fW -STREAM LENGTH (see Structure Table)
BACKFILL <
EXISTING �- (see Note 2-3) -
STREAMBED GEOTEXTILE LINER W % +FO®TE
PROPOSED (see Note 4-5) ROCK CUTOFF w +ROE 1
STREAMBED SILL 12' mirrl + 1 / t j
SECTION B (VANE ARM)
N.T.S. If //
I. POO N
Bankfull Max Depth
ARM BANKFULL TIE-IN
A- Height (see Note 9) + +j
ARM APEX .r.
-r - ---"- ---- .- f GLIDE
-Top of BanklBankfull ,y j XCAVATE
Fl , 4%' =r, . +SC UR POOL
i
Bank Toe
HEADER
W
CKFILL WITH
LLUVIAL
GRAVEL/COBBLE MIX
(lee Note 2-3)
® W
@EOTEXTILE LINER
W �Y
r ARM BANKFULL TIE-IN
� ELEVATION, (see Note 9,
,1 / Structure Table)
ROCK CUTOFF SILL 12' min.
V[ W W
EXISTING STREAMBED W "
Bankfull *kithPR
FOOTER O
POSED STREAMBED .W W
ARM PROFILE VIEW W
N.T.S. PLAN VIEW\'/ W
N.T.S.
J-Hook Rock Structure Table
J-Hook
Station
Apex
Thalweg
EL (ft)
Arm
Apex EL
(ft)
Apex
Bankfull
EL (ft)
Arm
Bankfull
Tie -In
EL (ft)
Arm 3/4
Bankfull
Tie -In EL
(ft)
Total
Structure
Drop (ft)
1
4+22 - 4+50
3395.10
3395.10
3397.30
3396.70
3396.20
0.60
2
5+02 - 5+28
3392.90
3392.90
3395.10
3394.50
3394.00
0.60
3
5+86 - 6+13
3390.20
3390.20
3392.40
3391.80
3391.30
0.60
4
6+87 - 7+13
3387.30
3387.30
3389.50
3388.90
3388.40
0.60
5
15+04 - 15+30
3366.10
3366.20
3368.30
3367.80
3367.30
0.50
Structures are keyed in at 3/4 bankfull elevation, 0.5' below bankfull/top of bank
Structures will be staked out by construction oversight staff prior to construction
Notes:
1. Header, Footer, and Sill Rocks shall be min. 3' dia. long axis, min. 2'
dia. intermediate axis, and min. 2' dia. height.
2. Vane Arm Header and Footer Rocks shall be backfilled with alluvial
material composed of a gravel -cobble mix if suitable size and
consistency is available. Suitable Backfill shall have a min. median
diameter of approximately 2", and shall not exceed 9". The material
shall drain quickly, and support weight without shifting or sinking.
Larger diameter rocks can be used at the apex of the arm wedge
for scour protection, installed below the Arm Apex Elevation. Do not
use sod or soil to Backfill behind the vane arm. Topsoil along the
vane arm shall be no more than 1-2" depth if seeding for temporary
erosion control and shall not extend above the elevation of the
header rocks.
3. Backfill behind the vane arm flush with the header rock elevation
until meeting the Streambank contour.
4. For finer sediment substrates, outside gravel shall be brought in for
backfill or Geotextile Liner shall be installed (see #3 below). Footer
Rocks shall be supported with a layer of stone to prevent sinking or
ROCKS
Structure Dimension Table
Parameter
1/3 Bankfull Width
8.3
Vane Arm Angle (deg)
18.0
Stream Length (ft)
25.6
Vane Arm Length (ft)
26.9
Vane Slope (%)
0.041
Vane Arm Height (ft)
1.1
Bankfull Max Depth (ft)
2.2
3/4 Bankfull Max Depth (ft)
1.7
Structure Grade Drop (ft)
0.6
Notes: Structures keyed in at 3/4 bankfull max depth, or0.5'
below bankfull elevation
shifting, as approved by the Project Engineer.
5. Geotextile Liner shall be medium weight non -woven polypropylene
(Weight 7oz/sq yd; Tensile Strength 180 Ibs). Place liner behind the
arm (upstream side), draped from top of rock structure to bottom of
footer rock and extend a minimum of half the trench bottom width.
Trim excess or visible fabric.
6. At the structure apex, extend Footer Rock below scour depth or to
bedrock, whichever is shallower. (The scour depth is assumed to be
the max pool depth associated with the structure).
7. Step Height is the Total Structure Drop of the water surface.
Maximum water surface (structure) drop across the Apex Rock is 0.6'
measured along the stream thalweg. See Section A and Structure
Table.
8. There are no gaps between Apex Rocks when installed on bedrock,
in small streams or in high bedload streams such as UT Three Top
Creek. Thalwea elevation shall be at the toD of ADex Header Rocks.
9. Structures will be keyed in at 3/4 bankfull max depth.
10. After vane arms are installed, stabilize all disturbed streambank with
Riparian Seeding, Streambank Matting, and Livestakes (see Details).
N
TOEWOOD REVETMENT
Streambank t,
(see
Existing Gr(
Normal Flow Proposed Grou
Elevation Anchor Rock
\ Rootwad-\
Riffle or
Footer
SECTION A
N.T.S.
Restore disturbed
areas with Riparian
Seeding (see Detail)
Wooden Stake
-Woody Debris
np�
Backfill with suitable
alluvial material
(see Note 7)
Anchor Rock
Edge of Water Rootwad
at Normal Flow
Footer Log Woody Debris Toe of
Bank
AL
\' Top of
1 Bank
t (Bankfull)
Backfill with suitable
alluvial material
(see Note 7)
A
PLAN VIEW
N.T.S.
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Notes:
perpendicular behind rootballs.
1. Toewood Revetments consist of large woody debris
6.
Rootwads shall be angled at 2-3% slope downward
(logs, branches, shrubs) and rootwads installed at
back into the bank in order to maintain saturation.
co
various angles along the toe of bank slope in order
7.
Backfill Toewood Revetment with gravel alluvial rock
to narrow the low flow channel along riffles/runs.
material, if suitable size and consistency is available.
t11
Toewood Revetments improve flow, prevent
Suitable backfill shall drain quickly and support
y
mid -channel bars, and encourage deposition on the
weight without shifting. Add backfill as Toewood is
Y
newly created bench.
layered in. For fine sediment substrates, support
+-.
to
2. Extend the width of the Toewood into the channel in
Footer Logs with a layer of stone to prevent sinking
order to bring the bank toe inward, repairing the
or shifting, as approved by the Project Engineer.
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z
eroded section. Blend the ends of the Toewood
8.
Place Rock Sills (min. 2' dia.) along the upstream and
v
Revetment in with the bank toe line at the upstream
downstream edges of the Toewood Revetment.
a1 0
and downstream bank toe. Extend the depth of the
9.
Extend Rock Sill laterally 12' into the bank from the
y I'
Toewood a min. 2' below the proposed substrate
front Toewood elevation back to the inner berm
elevation, or down to bedrock, which ever is
elevation within the bank. Extend Rock Sill vertically
0
U
shallower. Extend the height of the Toewood up to
2' min. below the proposed substrate elevation.
lZ
Ip
the inner berm elevation to create a bench for
10.
Any Rocks that must be stacked to create the Sill
U
deposition.
shall be offset 6" towards Toewood for stability.
3. Place Toewood at various angles, but not directly
11.
Anchor Rocks (min. 2' dia.) shall be placed on top of
parallel to flow to avoid scouring. Layer Toewood
Toewood to effectively weigh the mass down and
with larger material and rootwads on the bottom
prevent floating until saturation is achieved.
and smaller branches on top. Compact layers as
12.
After Toewood Revetment installation, backfill
they are installed.
Streambank with clean soil fill material and compact
4. Rootwads shall consist of 8-10" dia. hardwood trees
at the proposed bank angle.
with 15' trunk and 3min. root ball dia. Trunks shall be
13.
Stabilize streambanks with Riparian Seeding, Erosion
Sheet
relatively straight and free of breaks.
Control Matting, and Livestaking (see Details).
5. Install Rootwads at 6' spacing, directed upstream
into flow with no more than a 15' departure angle
19/24
from the bank, and on top of Footer Logs laid

BOULDER REVETMENT
RESTORE DISTURBED AREA WITH
RIPARIAN SEEDING (see Detail)
STREAMBANK MATTING
(see Detail)
EXISTING GROUND BANKFULL
ELEVATION
PROPOSED GROUND WOODEN STAKE
HEADER ROCK,
STREAMBED gA KFILL WITH C SUITABLE
FOOTER ROCK ALLUVIAL MATERIAL
GEOTEXTILE LINER (see Note 7)
(if needed,
\see Note 3) SECTION A
N.T.S.
TOP OF
Fcpw A BANK
�� (BANKFULL)
EDGE OF WATER
AT NORMAL FLOW
\ HEADER ROCK
ROCK SILL FOOTER ROCK
TOE OF BANK
SLOPE
A
PLAN VIEW GEOTEXTILE LINER BACKFILL WITH SUITABLE
N.T.S. slee Note 3) (seeUN to 7 ATERIAL
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' dia.
long axis, min. 2.5' dia. intermediate axis and min.
2' 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
normal flow water surface and have an even
grade along the length of the Revetment.
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 to extend up to normal flow
elevation or if additional protection is needed for
exposed tree roots or other bank feature. Do not
exceed the inner berm 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. After Boulder Revetment has been installed,
backfill streambank with clean soil fill material and
compact at the proposed bank angle.
9. Stabilize streambank with Riparian Seeding,
Streambank Matting, and Livestaking (see Details).
ROOTWAD REVETMENT
RESTORE DISTURBED
AREAS WITH RIPARIAN
SEEDING (see detail)
STREAMBANK MATTING
(see Detail)
NORMAL FLOW
EXISTING GROUND
ELEVATION
PROPOSED GROUND
ANCHOR ROCK
(see Note 8)
\
Pr)r)TWArh nA
STREAMBED SCO
POOL
FOOTER
FCOw �
EDGE OF WATER
AT NORMAL FLOW
- 4�1
Notes:
1. Rootwad Revetments are placed along pool facets
experiencing high shear stress along the bank toe
where scour protection, flow deflection, and
habitat are desired. Place Rootwad Revetments at
the length and location shown on the Site Plans to
provide toe protection.
2. Rootwads shall consist of a 12"-18" dia. hardwood
tree with 15'-20' trunk and 4' min. root ball dia. Trunks
shall be relatively straight and free of breaks.
3. Rootwads shall be installed directed upstream into
flow with no more than a 151 departure angle from
the bank.
4. Space Rootwads so that root balls overlap 6" min. to
create an integrated revetment.
5. Rootwads shall be angled at min. 2-3% slope
downward back into the bank in order to maintain
saturation.
6. Footer Rocks shall be min. 2.0' intermediate axis dia
and placed at a depth sufficient to prevent scour
and to allow for greater than half of the root ball to
extend below the normal flow elevation, in order to
maintain saturation. Scour depth is estimated as
the proposed pool depth, unless otherwise stated.
7. Bracing Rocks shall be 12-18" dia. and placed near
the base of the root ball with no gaps. Rocks shall
BANKFULL
ELEVATION
WOODEN STAKE
RACING ROCK
ETWEEN ROOTWADS
K BACKFILL WITH SUITABLE
Section A ALLUVIAL MATERIAL
(see Note 9)
N.T.S.
TOP OF BANK
�(Bankfull)
/ ANCHOR ROCK (see Note 8)
BRACING ROCK
FOOTER ROCK
TOE OF BANK SLOPE
BACKFILL (see Note 9)
Plan View
N.T.S.
be placed between Rootwad trunks and at either
end of Rootwad Revetment to prevent Rootwads
from shifting.
8. Anchor Rocks shall be 12-18" dia. and placed on
top of Rootwad trunks near the base of the trunk,
offset back into the bank to achieve streambank
slope (see Note 11).
9. Footer Rocks and Bracing Rocks shall be backfilled
with gravel alluvial material, if suitable size and
consistency is available. Suitable backfill shall have
a min. 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.
10. Excavate scour pool out in front of Rootwads to the
proposed pool depth (see Longitudinal Profile)
11. After Rootwad Revetment has been installed,
backfill streambank with clean soil fill material and
compact at the proposed bank angle. Backfill shall
start at top of Anchor Rock and extend upwards at
3:1 slope.
12. Stabilize streambank with Riparian Seeding,
Streambank Matting, and Livestaking (see Details).
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TEMPORARY CONSTRUCTION ENTRANCE/EXIT
V
0' min.
Paved
Road
V
r
Clean washed stone 2"-4" dia.,
8" depth underlain with Geotextile Fabric
Temporary Drainage Pipe,
as needed
Plan View
N.T.S.
Existing
—50' min Ground
< p/ slo e i"Z
Paved Road
Clean washed stone 2"-4" dia.,
J 1 8" depth
Non -woven Geotextile Fabric shall be
placed under entire width/length of
Temporary Drainage Pipe, stone
as needed 3" min. undercut prior to
Section View placement of stone
N. T. S.
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. Replenish stone when surface rock becomes compressed
< 8", stone becomes covered with fine sediment, or
sediment is visible on the paved road.
Steel
Post
Wire/Plastic
Ties
9
—J
Bottom of
Trench
Wire Fence
(if applicable)
Geotextile Fabric
Backfill and
compact soil
F,aw
Existing r
Ground 8" j
min.
4 11
min.
Steel
Section View
N.T.S.
Max. 6' Spacing without fence
Max. 8' Spacing with fence
Fabric
Plan View
N.T.S.
SILT FENCE
NI
24"
Existing CO
Ground 0
24" c-1
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'.
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211241

11 PUMP
SANDBAG DAM
NON -PERMEABLE MA\--,
VERIFY HOSE DIAMETER
AND PUMP SIZE
ADEQUATE TO DRAIN
SAND BAG TEMP DAM
PUMP AROUND DETAIL
HOSE
"IN -STREAM" WORK
— LOCATION -
Notes and Construction Sequence
1. Pump around shall be used at flows that can be diverted
using standard 6" pump (5 cfs). During higher flows, use
Temporary Diversion (see Detail). If excessive channel
modification is required for Pump Around, use Temporary
Diversion (see Detail).
2. Clear area for temporary dam of debris.
3. Layout hose and pump along route adequate to allow for
proper installation of culvert.
4. Provide splash pad at outlet of hose to spread and slow
velocity of flow before reentering live stream flow.
5. Install Sandbags or Rip Rap (NCDOT Class B) perpendicular
to flow of water.
6. Allow for overflow weir -4' min width and -1.5 min depth.
7. Overlay dam structure with non -permeable plastic or
similar material.
8. Begin pumping process, with regular monitoring to ensure
hose diameter is adequate to carry flow and check to
ensure filter at hose inlet does not clog and restrict flow.
9. If "In -stream" work extends beyond one day, open weir
section of sand bags to allow flow through work area
overnight.
TEMPORARY DIVERSION BERM
EDGE OF WATER AT
NORMAL FLOW
TOP OF BANK
(BANKFULL)� _
RIP -RAP I
LEVEL SPREADER W �W
FABRIC ON STREAM
SIDEIDE OF OF BAG OVERLAPPING TOP W I'
/ AND BOTTOM
EXCAVATION W
SITE IW .
A
r
. j.
BULK BAG W
PLAN VIEW
N.T.S.
Notes:
1. Install Temporary Diversion Berms around in -stream excavation
areas to divert flow and reduce sedimentation in areas were
flow exceeds 5cfs or channel is too wide for pump around
scenario.
2. Diversion can be carried out with Bulk Bags (see Drawing) or
Alluvial Cobble/Gravel Material, as determined by Project
Engineer.
3. Ensure Bulk Bags or Alluvial Material are sealed using Geotextile
Fabric as necessary to prevent surface flow into excavation site.
4. If groundwater enters the excavation site, pump groundwater
out to allow for dry work conditions. Discharge pumped water
downstream > 50ft from stream into well vegetated filtration
areas. Ensure discharged water is not turbid when re-entering
stream.
Bulk Bag Diversion
5. When moving Bulk Bags, lift bags vertically using a heavy duty
strap or chain pulled through the four corner straps only. Ensure
Bags remain upright, do not use Bulk Bags that are damaged,
punctured, or leaking soil.
6. Fill Bulk Bags with gravel and small cobble only, no fine
sediments or sand are allowed in the stream.
Alluvial Cobble/Gravel Diversion
7. After construction activities, remove Alluvial Material and restore
streambed to design elevation.
BULK BAG:
L=3.0ft H=3.33ft W=3.0ft
Minimum Capacity = 1 ton
Minimum Size = 30 cubic feet or greater
0
I
FLOW
H: Short Axis (Height)
L: Long Axis (Length)
W: Intermediate Axis (Diameter)
A
,—)
TRENCH GEOTEXTILE FABRIC INTO
STREAMBED AND BACKFILL WITH
ALLUVIAL MATERIAL.
SECTION VIEW A
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231241

NU 1 L:
PLANTING WIDTH WILL VARY BASED ON LANDOWNER COMPLIANCE AND
PROJECT SPECIFICATIONS.
rWIN vitvv
SYMBOL DESCRIPTION
NATIVE SOD MATTING AND/OR EROSION CONTROL FABRIC ARE TO BE
PLACED ON NEAR BANK AND DISTURBED AREAS WHEN AVAILABLE.
1. SEED IMMEDIATELY WITH TEMPORARY RYEGRASS.
2. FOLLOWING CONSTRUCTION, AREA TO BE SEEDED WITH A
PERMANENT GRASS/HERB MIXTURE. MATTING AND FABRIC ARE TO
BE STAKED DOWN WITH LARGE STAPLES AND/OR NATIVE/WOODY
STAKES.
3. PLACE LIVESTAKES IN TWO ROWS WITH 5' SPACING BETWEEN ROWS.
LIVESTAKE SPECIES INCLUDE:
Cornus amomum, Physocarpus opulifolius, Salix serecia, Sombucus
canadensis.
ANY SUBSTITUTIONS MUST BE APPROVED BY PROJECT ENGINEER.
TYPICAL CHANNEL RE -VEGETATION PLAN VIEW DETAIL
DESCRIPTION
NATIVE TREE AND SHRUB (BAREROOT OR 1-3 GALLON
2ONTAINERS) SPECIES TO BE PLANTED
AT A DENSITY
SUFFICIENTTO PROVIDE 400 TREES/ACRE AT MATURITY
FLOODPLAIN SPECIES INCLUDE BUT
ARE NOT LIMITED TO:
Genus Species
Acer rubrum
Common Name
Maple, Red
Betulo olleghoniensis
Yellow Birch
Cephalanthus occidentalis
Buttonbush
Corpus amomum
Dogwood, Silky
Hamamelis Arginiono
Witch Hazel
Undera benzoin
Spicebush
Uriodendron tulipifera
Poplar, Yellow
Oxydendrum orboreum
Sourwood
Physocorpus sp.
Ninebark
Platanus occidentalis
Sycamore
Prunus serotino
Cherry, Black
Quercus rubra
Oak, Northern Red
Quercus shumardii
Oak, Shumord
Sambucus nigra canadensis
Elderberry, Common
Solix nigra
Willow, Block
Tilia americans
Basswood
ANY SUBSTITUTIONS MUST BE APPROVED BY PROJECT
NGINEER.
'DO NOT PLANT BETULA NIGRA OR JUGULANDS NIGRA.
SOD -MATTING OR COCONUT
MATTINGAPPLIED TO NEARBANK
AREAS OF DISTURBANCE
EROSION CONTROL MATTING
12"
4"
6„ IIIIIIII — 6„
4"
6"
AB
C T
t��=111=1I II
CRITICAL POINTS
A. Overlaps and Seams IIII NOTE:
B. Projected Water Line • *IN LOOSE SOIL CONDITIONS,
C. Channel Bottom/Side THE USE OF STAPLE OR STAKE
Slope Vertices ` LENGTHS GREATER THAN 6" (15
CM) MAY BE NECESSARY TO
A ` ' III PROPERLY SECURE THE
�B �C III—� _ —III — BLANKETS.
—ICI=ICI =III —II
�
SLOPE INSTALLATION INSTRUCTIONS:
1. PREPARE SOIL BEFORE INSTALLING BLANKETS, INCLUDING ANY NECESSARY APPLICATION OF LIME, FERTILIZER, AND SEED.
2. BEGIN AT THE TOP OF THE SLOPE BY ANCHORING THE BLANKET IN A 6" (15 CM) DEEP X 6" (15 CM) WIDE TRENCH WITH APPROXIMATELY 12"
(30CM) OF BLANKET EXTENDED BEYOND THE UP -SLOPE PORTION OF THE TRENCH. ANCHOR THE BLANKET WITH A ROW OF STAPLES/STAKES
APPROXIMATELY 12" (30 CM) APART IN THE BOTTOM OF THE TRENCH. BACKFILL AND COMPACT THE TRENCH AFTER STAPLING. APPLY SEED TO
COMPACTED SOIL AND FOLD REMAINING 12" (30 CM) PORTION OF BLANKET BACK OVER SEED AND COMPACTED SOIL. SECURE BLANKET OVER
COMPACTED SOIL WITH A ROW OF STAPLES/STAKES SPACED APPROXIMATELY 12" (30 CM) APART ACROSS THE WIDTH OF THE BLANKET.
3. ROLL THE BLANKETS IN DIRECTION OF WATER FLOW. BLANKETS WILL UNROLL WITH APPROPRIATE SIDE AGAINST THE SOIL SURFACE. ALL
BLANKETS MUST BE SECURELY FASTENED TO SOIL SURFACE BY PLACING STAPLES/STAKES IN APPROPRIATE LOCATIONS AS SHOWN IN THE STAPLE
PATTERN GUIDE. WHEN USING THE DOT SYSTEM, STAPLES/STAKES SHOULD BE PLACED THROUGH EACH OF THE COLORED DOTS CORRESPONDING
TO THE APPROPRIATE STAPLE PATTERN.
4. THE EDGES OF PARALLEL BLANKETS MUST BE STAPLED WITH APPROXIMATELY 2" - 5" (5 CM - 12.5 CM) OVERLAP DEPENDING ON BLANKET TYPE. 5.
CONSECUTIVE BLANKETS SPLICED DOWN THE SLOPE MUST BE PLACED END OVER END (SHINGLE STYLE) WITH AN APPROXIMATE 3" (7.5 CM)
OVERLAP. STAPLE THROUGH OVERLAPPED AREA, APPROXIMATELY 12" (30 CM) APART ACROSS ENTIRE BLANKET WIDTH.
5. PLACE CONSECUTIVE BLANKETS END -OVER -END (SHINGLE STYLE) WITH A 4"-6" OVERLAP. USE A DOUBLE ROW OF STAPLES STAGGERED 4" APART AND
4" ON CENTER TO SECURE BLANKETS.
6 FULL LENGTH EDGE OF BLANKETS AT TOP OF SIDE SLOPES MUST BE ANCHORED WITH A ROW OF STAPLES/STAKES APPROXIMATELY 12"(30CM)
APART IN A 6"(15CM) DEEP X 6"(15CM) WIDE TRENCH. BACKFILL AND COMPACT THE TRENCH AFTER STAPLING.
7. ADJACENT BLANKETS MUST BE OVERLAPPED APPROXIMATELY 2"-5" (5-12.5CM) (DEPENDING ON BLANKETS TYPE) AND STAPLED.
TOP OF TERRACE
COMBINATION OF
CONTAINER OR BARE -ROOT
NATIVE TREES &/OR SHRUBS
(SEE RIPARIAN PLANTING
� PLAN FOR SPECIES)
WATER
Lai GN—UNIN]3UILei \I
LIVESTAKES
PERMANENT RIPARIAN SEED MIX:
APPLY AT 20 LBS PER ACRE OF DISTURBANCE (per specifications of
seed supplier):
ERNST CONSERVATION SEED MIX ERNMX-304 (NC MOUNTAINS
RIPARIAN MIX).
SPECIES "NOT PREFERRED" IN THIS MIX PER USFWS:
Switchgrass, Virginia wild rye, Blue vervain, Solidago odora
ALLOWABLE SUBSTITUTIONS IN THIS MIX PER USFWS:
River Oats (Chasmanthium latifolium), Solidago nemoralis
ADDITIONAL SPECIES LIST CAN BE PROVIDED BY THE PROJECT
ENGINEER
TEMPORARY SEED MIX AND SPECIFICATIONS:
Common Name Scientific Name Rate per Acre Optimal
Planting Dates
Rye grain
Secale cereale
30 Ibs Jan 1- May 1
Common oats
Avena sativ
70 Ibs
German millet
Setaria italica
15 Ibs May 1- Aug 1
Common oats
Avena sativ
70 Ibs
Rye grain
Secale cereale
30 Ibs Aug 1- Dec 31
Winter Wheat
Triticum aestivum
30 Ibs
Seedbed Preparation:
Disturbed soils within riparian areas will be amended to provide an
optimum environment for seed germination and seedling growth.
Surface soils will be loose enough for water infiltration and root
penetration. Lime will be added to the soil to ensure a pH level between
5.5 - 7. Fertilizer (18-46-0) will be added to nutrient deficient areas. All
riparian areas will be raked to loosen compacted soil prior to seeding.
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221241

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MUD MATS60
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1. Mud mats shall be used within the Construction Access Path to cross
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wetland areas for accessing the stream and staging areas while limiting
a
disturbance to the existing terrain.
o
2. Mud mats are commonly available for purchase or rental, dimensions
may vary.
o CL
3. Mud mats can be stacked or place in a variety of ways to get equipment
o �°
and materials to the work site with minimal disturbance.
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4. Some minor grading may be required to prepare surface for the use of
mats (See Overall Site Plan for Construction Access Path route).
�-
5. Limit site clearing to the area required for the access route, do not enter
wetland areas when installing.
6. After work is completed, re -grade the site to a natural appearance, seed
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and mulch, and plantings of appropriate wetland vegetation when
required.
�24124