20240305 Ver 1_Vanderpool Non-Notifying NWP 27_Reduced_20240220

Providing Sound Environmental Solutions
10565 Highway 421 South
Trade, TN 37691
ph/fax: [phone]
[e-mail]
February 14, 2024
Mrs. Amanda Fuemmeler
US Army Corps of Engineers
151 Patton Avenue; Room 208
Asheville, NC 28801-5006
RE: Vanderpool WNCSI — Vanderpool Creek Restoration
Vilas, Watauga County, NC
Mrs. Fuemmeler,
Enclosed please find the referenced project notification with the following attachments:
1) Agent Authorization Forms
2) Site Maps
3) Construction/Site Plans
4) Site Photosheets
5) NRCS documentation - MOA/CPA-52
6) Wetland Determination
BFEC is submitting this package as a non -notifying NW 27 with the NRCS acting as the lead
federal agency. Documentation of this being a NRCS project is included in Attachment 7
(MCA).
This project proposes the bank stabilization approximately 3825 ± linear feet (LF) of
Vanderpool Creek, 990 ± LF of Unnamed Tributary 2 (UT 2), and 100 ± LF of Unnamed
Tributary 1 (UT 1). The project site is located along Vanderpool Rd. And Charlie Thompson Rd.
(36.261693°,-81.755712°), just 5.5 miles northwest of the Town of Boone in Watauga County.
This project encompasses approximately 140.15 acres across six parcels (PIN: 1982857928000,
1982669177000,1982658298000,1982647449000,1982669412000,and 1982846474000)
owned by Vanderpool Farms, LLC and one parcel (PIN: 1982764134000) owned by Ryan and
Carrie Miller. The proposed design includes bank stabilization using natural channel structures
(rock sills, crossvanes, toewood, rootwad revetments) and Priority 1 restoration in some areas
along Vanderpool Creek. These structures will allow for bank stabilization and erosion control
within the project reach. Brushy Fork Environmental Consulting, Inc. will be the authorized
agent for this permit application. There will be approximately 4,915 ± LF of stream impacts and
no wetland impacts. If you have any questions give me a call at 423.727.4476.
Sincerely,
Adam Williams
CC: Andrea Leslie - NCWRC

AGENT ATJTIIORIZXFION FORM FOR WNCSI STREAM PROJECTS
PROPERTY LEGAL DESCRIPTION:
LOT NO. N/A PLAN NO. N/A PARCEL ID: 1982857928000,
1982669177000,1982658298000,1982647449000,1982846474000,1982669412000
STREET ADDRESS: 394 and 476 Vanderpool Rd., Vilas, NC 28692 (36.261693°.
-81.755712°),Property Owner:
Vanderpool Farms, LLC lvI(_ar.orie Hrozencik)__
Property Owners Street Address (if different than above):
885 Vanderpool Rd., Vilas 8692
The property owners above have entered into a Memorandum of Understanding with Resource
Institute, Inc. that authorizes the activities proposed on the subject property (see attached). As an
authorized representative of Resource Institute, I do hereby authorize
Adam Williams____ , of Brushy Fork Environmental Consulting,
Inc. _ (Contractor/Agent)
(Consulting Firm)
to act on my behalf and take all actions necessary for the processing, issuance and acceptance of
this permit or certification and any and all standard and special conditions attached.
We hereby certify the above information submitted in this application is true and accurate to the
best of our knowledge.
'k.sP nU( , 1 ► r
Authorized
Date` 1 p/ I3 /.� o a 3
enr, C 4 Mc� clC�.2/l
11 v

AGENT AUTHORIZATION FORM FOR WNCSI STREAM PROJECTS
PROPERTY LEGAL DESCRIPTION:
LOT NO. NIA PLAN NO. —_N.La PARCEL ID: 1982764134000
STREET ADDRESS. 338 Vanderpool Fed., Was, NC 28692
Property Owner:
Ryan A. and Carrie A. Miller
Property Owners Street Address (if different than above);
The property owners above have entered into a Memorandum of Understanding with Resource
Institute, Inc. that authorizes the activities proposed on the subject property (see attached). As
an authorized representative of Resource institute, I do hereby authorize
Adam Williams of Brushy Fork Environmental Consulting, Inc.
(contractor/Agent) (Consulting Firm)
to act on my behalf and take all actions necessary for the processing, issuance and acceptance
of this permit or certification and any and all standard and special conditions attached.
We hereby certify the above information submitted in this application is true and accurate to
the,best of r knowledge.
i � I
Authorized Signature:
Date:

J411111firIVA&I.s� '.f T ,r
i V. _� )
Vanderpool Farms r •/
Parcel Ma : {
1'1, • End of Reach:
r 1"' '� 36.26490,-81.75900
Miller, an Arthur and Carrie Annette
by PIN:1982764134000
Vanderpool Farms,
PIN: 1982669412000 r f
ti i '1 Vanderpool Farms, L C M
. 4- PIN:1982857928000
J 'r r
'`!1 Vanderpool Farms, LLG End of Reach:
PIN: 1982669177000 UT1 - 36.2631 °,-81.75520
41
Start of Reach:
_ s L 36.2631
End of Reach:
36.2617°-81.7584°
,
t '.� 'br e •. _
Vanderpool rarms, LLC �� 1.' 'Y
PIN:1982658298000 - '� � '
Vanderpool Farms,
P� PIN:198285------0
41
UT2 •.;. ��ii, .
Start of Reach:
36.2601 °,-81.75840
+ �' Vanderpool Farms, LLC •
Vanderpool Farms, LLC
1982846474000
PIN:1982647449000 � y''
a
Watauga County, NC o Start of Reach:
36.25850,-81.75000 .,
LbL
Legend
En
Miller Parcel N �0
Streams 0 300 600 900 1,200
Feet W E ,•
Vanderpool Parcels �, v
°a8ahinS �
s
i is not to be construed as surveyed data. All boundaries are approximate GIs data taken from public data sources. BFEC 2024.

Vanderpool FarmsOr Rd-
. �' - f 421, Aw. 3%Rt
Topographic Map is
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Map is not to be construed as surveyed data. All boundaries are approximate GIS data taken from public data sources. BFEC 2024.

Legend T
Soil Unit PuE 1\I
- CdE - PuF
ChF - SkC�t�
- CkD - SnB _
- CkE W o snD 0 175 350 700 1,050 1,400 E � °_° � SnD Feet �
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Map is not to be construed as surveyed data. All boundaries are approximate GIS data taken from public data sources. BFEC 2024.

WESTERN NORTH CAROLINA STREAM INITIATIVE
s,
Legend M
s,reams 3�0 am900 Feet W $
ParoeJ n f'
VANDERPOOL CREEK STABILIZATION
SHEET INDEX
COVER
1
OVERALL SITE PLAN
2-6
VANDERPOOL CREEK PLAN AND PROFILE A-K
7-17
UNNAMED TRIBUTARY 1 PLAN AND PROFILE L
18
UNNAMED TRIBUTARY 2 PLAN AND PROFILE M-O
19-21
VANDERPOOL CREEK CROSS -SECTIONS 1-40
22-35
UNNAMED TRIBUTARY CROSS -SECTIONS 1-2
36
UNNAMED TRIBUTARY CROSS -SECTIONS 1-9
37-39
TYPICAL CROSS SECTIONS
40-42
MORPHOLOGICAL TABLES
43-45
CONSTRUCTION DETAILS
Cl-C17
EROSION & SEDIMENT CONTROL DETAILS
C18-23
GENERAL NOTES:
1. STREAM ASSESSMENT DATA (LONGITUDINAL PROFILE,
CROSS -SECTIONS, ETC.) PRESENTED HEREIN COLLECTED BY
BFECIBFED.
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. PRIOR TO CONSTRUCTION, BFEC WILL FLAG TREES APPROVED TO
BE REMOVED DURING CONSTRUCTION AS AN EFFORT TO
PRESERVE THE EXISTING RIPARIAN BUFFER.
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 C18).
2. LIVE STAKES AND BIODEGRADABLE MATTING STAKES WILL BE
USED TO SECURE THE MATTING.
3. BROADCAST SEEDING RATES WILL BE AS SPECIFIED ON SHEET
C18.
4. NATIVE SHRUB AND TREE SPECIES WILL BE PLANTED
THROUGHOUT THE PROJECT AREA ATA RATE OF 350+
STEMS/ACRE, SECURING NEAR BANKAREASAND PROVIDING
FUTURE SHADING OF CHANNEL (SEE CHANNEL REVEGETATION
DETAIL SHEET C18).
5. 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.
6. NO CONSTRUCTION ACTIVITIES WILL OCCUR OUTSIDE THE
CONSTRUCTION LIMITS AS SHOWN ON THE SITE PLAN.
Vanderpool Farms
Topographic Map
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5
�64� CS
TO THE BEST OF MY KNOWLEDGE, JUDGMENT,
No AND BELIEF THESE PLANS MEET APPLICABLE
RESOU RC_. E NRCS STANDARDS AND LOCAL AND STATE
REGULATIONS.
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Sheet
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THE LOCATIONS OF EXSTINGLAN DOES NOT PURPORT UNDERGROUND UTILITIES, PIPES'T VALVES; ETC. TO SHOW ALL EISTING UTILIES; LINES;PESAS SHOWN OARE IN AND M
0 250 500 APPROXIMATE WAY ONLY AND HAVE NOT BEEN INDEPENDENTLY VERIFIED BY THE OWNER OR THE
Feet ENGINEER. THE CONTRACTOR SHALL DETERMINE THE EXACT LOCATION OF ALL EXISTING UTILITIES, LINES, rS
PIPES, ETC. BEFORE COMMENCING WORK, AND AGREES TO BE FULLY RESPONSIBLE FOR ANY AND ALL
DAMAGES WHICH MIGHT RESULT FROM THE CONTRACTOR'S FAILURE TO EXACTLY LOCATE AND PRESERVE
ANY AND ALL UNDERGROUND UTILITIES, PIPES AND VALVES. THE CONTRACTOR SHALL NOTIFY THE e Qi
ENGINEER OF ANY CONFLICTS WITH EXISTING AND PROPOSED FACILITIES TO DETERMINE IF AN ITEM WILL _ c
NEED TO BE RELOCATED.
1 sra �n
THE ENGINEER HAS MADE NO EXAMINATION TO DETERMINE WHETHER ANY HAZARDOUS OR TOXIC MATERIALS _o s6sfO4x _ o
ARE PRESENT OR CONTAINED IN, UNDER, OR ON THE SUBJECT PROPERTY OR ITS WATERS, OR IF ANY t O
HAZARDOUS OR TOXIC MATERIALS HAVE CONTAMINATED THIS OR OTHER PROPERTIES OR ITS WATERS IN P sa o
ANY WAY WHATSOEVER. NO SUB —SURFACE EXAMINATION OF ANY TYPE HAS BEEN MADE BY THE Sos` 6 0
ENGINEER, AND ACCORDINGLY, NO OPINION IS EXPRESSED OR INFERRED ON ALL SUCH MATTERS. z LQ
FURTHER, NO OPINION IS RENDERED AS TO ANY VIOLATION OF ANY ENVIRONMENTAL LAWS OR
REGULATIONS, EITHER FEDERAL, STATE, OR LOCAL RELATED TO THE INFORMATION SHOWN ON THIS PLAN _
AND THE ENGINEER IS IN NO WAY LIABLE FOR ANY VIOLATION OF SUCH ENVIRONMENTAL LAWS SHOULD s ° Mks .ks
60% PROGRESS DRAWINGS SUCH EXIST. °siosxsoQx `sto2x''sio CO
DO NOT USE FOR CONSTRUCTION BASE MAP LIDAR DATA COLLECTED BY BFED. FOR DESIGN PURPOSES, PREFERENCE WAS GIVEN TO ACTUAL
LAND —SURVEYED DATA WHEN CONTOUR DISCREPANCIES WERE OBSERVED.
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s°
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.J TOEWOOD TREE TO BE
REVETMENT � REMOVED

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-EE TO
REMOVEEDE
6

0 30 60 Feet Excavate scour
pool upstream
rock step
v�
N Remove berm, grade
XA-bankfull bench, 2:1 slo
o floodplain terra /
7*1
2940
2938
2936
2934
2932
m
m 2930
Q
0 2928
2926
2924
2922
2920
2918
\x� x1_
Ox �x�x
Station
Extend 4" PVC to X
re -aligned scoAtoe
set invert at baRemove underc
sycamo
7Remove
Remove trees infloodplain
Remove uprooted
trees on floodplainamage,
undercut trees
Upper Reach Vanderpool Centerline
Preserve barrfc trees, add
alluvial ma erial along toe
A
00
EXISTING
CONDITION
PROPOSED
CONDITION
PROPOSED
BANKFULL
W
Sheet
7

0 30 60
Feet
IS I
Fill cut through
channel during
benching
.
Remove dead trees
4
r r
Remove tree debris
crossing channel
Fx
00
2922
2920
2918
2916
,T 2914
(D
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2908
2906
2904
2902
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Upper Reach Vanderpool Centerline
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no wood revet
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CONDITION
PROPOSED
BANKFULL
N
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z¢ Yg
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O O U
Sheet
8

0 30 60
Feet
(,J
C%
�
Q
00
°
N
Q
00
o+o
Remove tree
debris in channel
V
+
o i
eof— 4 i
N
W
Re lign channel away
o
fr m steep slope
FA
0 1 0
s 1 Exi g St
Y, r
Rem r
i n /
0
Remove trees to
realign channel
Upper Reach Vanderpool Centerline
2908
2906
2904
2902
,T 2900
m
Q 2898
O
:3 2896
2894
2892
2890
2888
1X1bx15 XL� Xh0 XA 0'10A xL� xh� x1� xl5
1x0 1 1 ,� 1 �x0 0 0 0 ,xagx0
Station
10100
Existing Spoil
elevation, re
CQ
o��o
�
C/)
3 ro v
Ncoo
�
+
E
0
1
�r
0
w
W
10
0
S
0
EXISTING
CONDITION
PROPOSED
CONDITION
PROPOSED
BANKFULL
N
� m al OU
N
O O U
Sheet
9

N
0 30 60
FeetC)
y k
4
1 k
Oo
2896
2894
2892
2890
,T 2888
Q 2886
O
:3 2884
2882
2880
2878
2876
'aa
•
•
dW
f Y� �I� �.•. T �y
41
R `� ,/1�'/�•• �.rY,•%fin A may% � ,',�//_ y � �'
•
FA
1
■■■■■■
■■■■■
■■■■■
■■■■■
MIN
IME
■■
ice■■■■i■
i■■■i■
i■iNA■
■
IML
INN
-x- O xl� x5� x'A'D ° O xlS x 6 x15 O xl� x5� x1 3 O
x� xO �� �� �\ �^ xO �ti �ti �'� �ti x0 �3 �3 �3 x0
xO
Station
Shallow channel
bedrock
EXISTING
CONDITION
PROPOSED
CONDITION
PROPOSED
BANKFULL
N
� m al OU
z¢ Yg
U
N
O O U
a�
a�
U
o
'u ro
N -Q
Fro
M 9 o
U Uz
O
CL
�N
CL
Sheet
10

0 30 60
Feet 0
Remove debris at
top of bank, Grade
Remove undercut to terrace 2:1 slope
cn
—+ cn
+
00
16+00
14,00
SDJ.
Bedrock lined
channel
k00
15+00
Transition to
narrow
stream
Bedrock lined channel
Remove tree in channel
r
AA
cn
Q
Cn
00
CA
M
Remove undercut
trees
I
Rewro�undercut
trees, grade to terrace
2:1 slope
Upper Reach Vanderpool Centerline
NO
cn
Q
+ Remove
00
N o undercut tree
To
Bedrock lined ch
no bankfull bench
to narrow valley
2882
2880
2878
2876
-
2874
,T
(D
Q 2872
0
2870
L
2868
+
ca
2866
iu
iu
iu
2864
°
2862
J
J
Y
J
x�5 x5° x15x15yx� x1`'6"��" O 5
x00 �� �� �� x0 �� �� �� ` x0 �b �b �b x
\� 4�0 N1x1 x�0
�5 �y �b 9 �1 �1
Station
77-'
s+oo �q .n1. Via.
EXISTING
CONDITION
PROPOSED
CONDITION
PROPOSED
BANKFULL
0
N
z¢ Yg
N
O O U
Sheet
11

0 30 60
Feet 10
Remove excess
substrate from riffle
1 is+00
Remove metal girders
along top of bank, harvest
undercut trees on left bank
N
O Remove debris
�4- along top of bank
Q
0
. 1
sr.t�r"Id
Kemove
undercut trees
2870
2868
2866
2864
,T 2862
Q 2860
O
:3 2858
2856
2854
2852
2850
Remove debris along top
of bank and relocate
farm equipment
N
N
T +
20+00
1
oxo 1—�WL�t WA-=961
Replace existing log
Protect tree step with J-Hook
with Boulder
Revetment Route drainage upstream
of J-Hook vane
Upper Reach Vanderpool Centerline
■
������A■■�■�A��■ram
��
�
�����■■�■�F�,-■��F
vMM
M`7
XIP NA.
X �� �� X �18,
15 xO� I\gXXa 9x� �gXc�O
1q 5ti�e
Station
X3' 0 h
NgX1 x�0 tiOX� o tiOX� 1 x�0
5ti
Do not disturb utility
guide wire
' ,?x00
21 k00
EXISTING
CONDITION
PROPOSED
CONDITION
PROPOSED
BANKFULL
N
� m al OU
N
O O U
Sheet
121

0 30 60
Feet
23+00
N o
pp----
00
MWM►oNn
from top ol • • N•
•
Preserve large
sycamore with
Jer Revetment
ove u d rcut
+—o
Pres�ive large
poplar tree
Install Bou7of
Revetment i7
n fro
gabion baskets
Upper Reach Vanderpool Centerline
f F F F F F
F F
F F F F F
F F F F
F F F F
/FF
Jr�F F F F F F F F F FF F FsfackeFd F F \
F F F Ro F F F F F F F F F f� yldleit F F F F\ k ro
N
F F F F F F F cm f oan
F F F F F F F F F F F Q
ng
Rp rfio� FdgmF F FF= F F F F EE OT
:\ F F F Fs ucturFe F o
nsplant F F Ro F F F F �-
al trees w
i Z
C/)
Relocate p—o—n-d
intake 4" PVC
(EL: 2844.7)
2856
2854
2852
2850
,T 2848
Q 2846
O
2844
2842
+
+
+
+
+
+
N
Co
N
15
N
N
N
2840VY
O
N
M
N
N
N
N
N
2838
°
J
J
J
J
J
J
2836
3Ed
d=
d=
d=
d=
d=
O �X Xti'
X5� X1' �X96O
x�' x5� X1' x�6 p
XyS x3� X5�
X1' O �x°�
,
xo �ti ��
�. 1. �xo
�� �� h ���`�xo
6 �ti3 �3
�3 ��(O �� �� x1
�5ti
�5ti
�5ti
�5ti
�5ti
Station
EXISTING
CONDITION
PROPOSED
CONDITION
PROPOSED
BANKFULL
N
0
� m al OU
z¢ Yg
N
O O U
Sheet
131

0 30 60
Feet
_
i
0
� ^ti
°x
A .
n
Transplant
ornamental trees
N
Ca
CD
to
W
W
N
°
Cr
-)
N
10
N
°
O
°
0 6" PVC pipe, install
0-
outlet protection from
N
invert to bank to
N
N
°
o
\
0
p
N
° I 1 o I / _r" to
1
° WET
Bedrock linedP,el with steps nsaoutl tection from
.,.. invert to ank toe
Vanderpool Downstream Centerline
2842
2840
2838
,T 2836
m
Q 2834
O
2832
N
2
}
ca
2830
coco
2828
J
J
J
J
Y
2826
1 X�5 hx�� Xtiyx�6 X5�yx6� x14�x9�
XL� X��6x6ti X�5
Xti�x�'' X`P X�5
�x1 L� �x� a' L�ati L�a� Lati bx�
tib Rba� tib ,xQ
�
�x�
ti� ti9 3� 3�
3ti
33
Station
-Za���
rubble,
er Revetment,
CU
'=
CA)
o0
r
w
Z
71
�
co
6" PVC (2) from pond,
outlet protection
a,
�install
to bank toe
w
31 }00
EXISTING
CONDITION
PROPOSED
CONDITION
PROPOSED
BANKFULL
Sheet
141

0 30 60 Shorten 6" PVC, install
Feet outlet protection to
V) bank toe
Remove pine tre itr-'
ercut roots
3
Bedrock step i i i i
and channel
i
15" RCP, install
outlet protection
to bank toe
IIIIIIIIIIIIIIIIIIIIIIIIII�
N
Q
-till
x
&
b
�R��
o
Remove existing
v
boulder/concrete
along left bank
r
o
c
Shorten 4" PVC invert to
realigned left streambank,
Cn
_ add outlet protection to cn
z
W
x� 1 bank toe Q
Z
Remove undercut N
trees
a�
c
Vanderpool Downstream Centerline
2834
2832
2830
,T 2828
m
Q 2826
2824
N
W
N
n%
2822
t
t
O
+
2820
O
O
O
Y
O
2818
O
X�5 X5o X15 O X�5 X5o X15 xl e O
X�5 X5o X15 O xO
�QxO �Q tiQ �� �ti�Ox0
10 3� 3� xO 1 h x�
�53
�53
Station
EXISTING
CONDITION
PROPOSED
CONDITION
PROPOSED
BANKFULL
Sheet
15

���1 Feet
��*20. 1 MM
'
oxp
Backfill existin4kchannel to bankfull i It
elevation, hary t existing substrate ��,
for oposed chan
2826
2824
2822
2820
rn
2818
Q
0 2816
2814
2812
2810
2808
Remove undercut trees
Realign channel away from
road, harvest substrate and
backfill original channel
Bankfull bench to to exceed 16- total
width across left and right banks
\Install 36" CMP
Culvert Outlet
Protection
Inst 4 CMP culy
outlet prote n an
ru an en
in nd new stream
Vanderpool Downstream Centerline
■1►.��lii7_iiiiiiiii
�■1■1�9\1�r1i■■■■■■ii
■�■�■■
���.li_
iiiiii
■I■I■■
�������
iiiiii
�MIMIMI
MIMIMEM■e■■■IMIMUM`MIM.M■■■
1x�O 1X1� xOO tiX�� tiX�o tiX1� xOO 3X� 3X�o �x1 b OO
� 3 �� 3 3 3 �� 3 3 6� ��x 3 3 ���• ��x
�53 �53
Station
35+00
EXISTING
CONDITION
1-5-�PROPOSED
CONDITION
PROPOSED
BANKFULL
w

0 30 60
Feet ID
0
'00
X
V)
W
00
V)
Q
Backfill existing bedrock lined
Cn
+ channel to bankfull elevation
harvest existing substrate
e available
_00,-801 got
�801— —801
�i 39A,00
N
N �
W O
Q
Q 0:)
N
+ o-
o
W o
Protect trees
during grading
Grade channel using
Reach 2a geometry
at bridge 1
X 1
10 801 \�1
W 1 l� D $0L-8QI8�
II bench not to exceed 16'
cross left and right banks o _
o �
Install Culvert Outlet
Protection a�—ClvtP
O --
Vanderpool Downstream Centerline
2816
2814
2812
2810
m 2808
Q
0 2806
2804
N
+
M
M
M
+
co
M
2802
+
ca
O
N
N
N
O
N
2800
O)
O)
O)
O)
O)
2798
=
O
O
O
O
O
O
xti' X5° X1 hX9�O
xti' 5° X15 O X xti' X5° X % '
X O ff
O
��x0
35 35 �bx0
3b 3b 3b �1 31 31 31 x0 3�x�
�53
�53
Station
38+00
42+12
1
7
EXISTING
CONDITION
PROPOSED
CONDITION
PROPOSED
BANKFULL
w

I\ \
ocate pond\
in ke 4" PVC
(EL. 844.7')
Ok2�
S�
MA
Spa Ornamental -11111
*S tree transplant
v�
Remove existing
dam structure ^ti
0
Install Single Rock
Step Pool Channel
,IIgsee detail C 15)
Unnamed Tributary I Centerline
2850
2848 —
2846
,T 2844
m
Q 2842
0• N �
2840 °
0 0 0
2838 Q Q Q
2836 °
J J J
O O O
2834
� 3
OxOO� a Xti OX�� OX�S�� x�X1�OxQ(b
+5
Station
0
M
O
ry
°
o°
°
C EXISTING
CONDITION
PROPOSED
CONDITION
PROPOSED
BANKFULL
W

TO
InstallRock Sill . •
-•• • at •
•
\•-••n Priority• -
fl- •
2868
2866
2864
2862
rn
2860
Q
o' 2858
2856
2854
2852
2850
Backfill existing channel to
bankfull elevation, harvest
existing -substrate for new
\ I
grade minimum total 1
bankfull bench width
Unnamed Tributary 2 Centerline
■■■■■■■■■■■■■
■■ill■
':
i�■■■■■■■■■■
Ali.�■III��I■■I®■!�I■■!I■■1■■�■I��i!�I.R�I`A���_
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Xb"°X5° °X1ID xoo
Xti' X5° , X1' X9�00
qq
Station
`LX�h R,X�° `LX1h xQ0 �Xr�S x�0
3 1
N
0
0
EXISTING
CONDITION
PROPOSED
CONDITION
PROPOSED
BANKFULL
W
N
0
� m al OU
N
O O U
Sheet
19

0 30 60
Feet
Q
2858
2856
2854
2852
rn
2850
Q
0 2848
2846
2844
2842
2840
c
X
N
cxn r�
emove to pip nd
re-alig an
�'17 0.
�,—
0
G e mu a 12'
Tie Priority 1 channel / a II b ch widt
+
back into exiting /
stream elevation
o
6" PVC pipes, stabiliz
outlet channe ut
Unnamed Tributary 2 Centerline
■■■■■■■■■■■■■
I.M.1�
MEMMIN�■■■■■■■■■■
I■1■MMI\_
n
■■■■■■■■■
�■1■■I�Irllrir
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■■■■■■■■
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xO� X00� y�xR'� hx5� `'�xlhxlh xO�
Je ye b 6� 1
Station
EXISTING
CONDITION
PROPOSED
CONDITION
PROPOSED
BANKFULL
w
R
N
� m al OU
z¢ Yg
U
N
O O U
N
'coCli
ro
Fro
cu M
� ro
N O o .ro
iz
z�
C
c
c�
c
CL
Sheet
201

©11
0 60
_�-Feet
•
Narrow total bankfull
Install Rock Sill a
0X
b0
a G'
� ��
J
Unnamed Tributary 2 Centerline
2850
2848
2846
2844
m 2842
Q
0 2840
2838
2836
2834
2832
x6O 1 x 1X�� 1X�o 1X1� x�O x OX�� OX�o 0X1� x�O qX �9Xry0 Q x"�
Station
EXISTING
CONDITION
PROPOSED
CONDITION
PROPOSED
BANKFULL
w

Vanderpool XS 1 Sta 0+51
c/) o
294
N
3 ro v
N coo �
O
294
r
O
m
m
c
w
Q
0
c
293
0
c/)
N
N
C
293
C
�Ll
0
�0 ell
ox 3, ox 0 ox 5, ox b°
ox 0
°XO
°Xb
EXISTING
Station
� CONDITION
Vanderpool XS 2 Sta 1 +04
294
PROPOSED
CONDITION
m
294
PROPOSED
BANKFULL
Q
'o
293
WATER
N
SURFACE
¢
o g
W
N
O
O
U
293
0°
°x�o
ell ex, e0 ex, °xbo ell) ell 0,
0"
0"
N
Station
U
Vanderpool XS 3 Sta 2+41
293
Q ,N
N � ro ro
°
C� o
c=
293
c") ° o
n U cj Z
U �
292
0
U
292
Sheet
o do bo
o, e3, e e5, o
o
Station
22

Vanderpool XS 4 Sta 2+87 0
293 O N
c') 3 ro v
0
293
m w
Q �
292
.O
N
N
C
C
W
292
ellox�o ell ex, e ex, ebb ello ell, e", OXq� EXISTING
b
Station CONDITION
Vanderpool XS 5 Sta 3+93
293 PROPOSED
CONDITION
292
,T PROPOSED
LL
BANKFULL
Q
'o
292
WATER
SURFACE W ¢ g
N
O O U
291
ello\� oll 03, o0 05, obo Station
U
Vanderpool XS 6 Sta 4+31 'o 0
293 'N
cu
N � ro ro
o
z
292
c
� � CC,, Z ro
O
U
O ) j
292
0
U
291
eo do 3, 0 5o bo to to qo ,o Sheet
el)Ox Ox Ox eOx eOx Ox Ox 0 \ �X,��
Station 23

Vanderpool XS 7 Sta 4+73
elloxbo ell oxbo oxbo oxbo oxbo &110 ell, e(") 1Xoo \x�o 1X��
Station
Vanderpool XS 8
00
oxbo ell oxbo oxbo oxbo oxbo oxlo
0"
Station
Vanderpool XS 9 Sta 5+72
el) 0\,o odo 03, 00 05, obo 010 eAb
Station
EXISTING
CONDITION
PROPOSED
CONDITION
PROPOSED
BANKFULL
1-57�WATER
SURFACE
N
�
N
O
m al
z¢
O
OU
Yg
U
U
N
U
'o
o
N
�
ro ro
U
_
Z
U o
O
co,
o
z�
U
cn
�
co
co
O
i
U
Sheet
24

Vanderpool XS 10 Sta 6+08
c o
292
c') 3 ro v
N coo �
O
291
C
O
w
Q
�
o
291
c)
N
N
C
C
290
W
ell °x°° e0 ex, e61)
EXISTING
>b
Station
CONDITION
Vanderpool XS 1 1 Sta 6+59
292
PROPOSED
CONDITION
291
m
PROPOSED
BANKFULL
Q
'o
291
WATER
SURFACE
o
¢
g
W
N
O
O
U
290
x
ell
ex, e ex, e elf ell oxQ°
01
x
�
o�
.101)
a�
Station
U
Vanderpool XS 12 Sta 7+73
°o
o
2915
N
c ro
N c�
291
m
�
c
290
co
co
0
U
290
Sheet
&\o do 30 �0 5o bo �o to qo
°x
°x °x °x °x °x °x °x OxgO
Station
25

Vanderpool XS 13 Sta 8+87
c/) _ o
291
c') 3 ro v
N coo �
O
C
O
290
m
(
Q
c
L-u
c)
290
N
N
C
289
C
W
°
x�0 0 ll 0 x30 0 0 0 x, 0 61) 0 xl0 ell,
0
EXISTING
Station
CONDITION
Vanderpool XS 14 Sta 10+90
290
PROPOSED
CONDITION
290
m
PROPOSED
BANKFULL
Q
'o
289
WATER
SURFACE
¢
g
W
N
O
O
U
289
0 ll ell 0xell')
o 0 0 0 0 0 0
ell
Station
Vanderpool XS 15 Sta 11 +91
°o
o
290
,N
M ro
Lo 0) c�
289
C� U U z
m
O ro
co zrg
Q
a�
o �
ocu
289
(n
co
co
0
U
2885
Sheet
�0 yo 30 �0 50 b0 �0 �0 q0 �0 o
°°
e e e e e e e e e °° �x �xti
Station
2 6

Vanderpool XS 16 Sta 12+65
OX
Station
Vanderpool XS 17 Sta 13+88
m
m
Q
\0 ry0
ell 0x e 0x e e OX��
Station
Vanderpool XS 18 Sta 15+85
ell ono oll 03, o0 05, obo 010 ell
Station
EXISTING
CONDITION
PROPOSED
CONDITION
PROPOSED
BANKFULL
1-57�WATER
SURFACE
N
�
N
O
m al
z¢
O
OU
Yg
U
U
Qi
Qi
U
O
Q
N
o
'u
•N
ro
pp
cp
U
c
v z
co
�
O
°
�
z>
c
N
CIO
N
co
co
O
U
Sheet
271

Vanderpool XS 19 Sta 16+82
o
288
N
O
c') 3 ro v
ca ~
Ncoo �
o
_\
O
287
O
\
W
Q
�
�
�
O
287
� �
N
O
W
286
ell
EXISTING
Station
CONDITION
Vanderpool XS 20 Sta 18+43
287
PROPOSED
CONDITION
m
287
PROPOSED
BANKFULL
Q
'o
286
WATER
SURFACE
¢
g
W
N
O
O
U
286
ell ex, e
N
Station
U
Vanderpool XS 21 Sta 19+40
°o o
Q 'u ro
287
N
c ro
Q) c�
U U o
z
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Vanderpool XS 23 Sta 21 + 18 EXISTING
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286
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286
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m
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28s
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ca
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SURFACE W ¢ g
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Vanderpool XS 30 Sta 25+62 °o 0
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Station
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X Vanderpool to 2 +2 p S 2 9S 5 6
285
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Station CONDITION
Vanderpool XS 32 Sta 26+62
284 PROPOSED
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284 PROPOSED
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Station
Vanderpool XS 35 Sta 31 +42
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Station
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Vanderpool XS 37 Sta 34+90
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�
Vanderpool XS 38 Sta 35+92
282
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281
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SURFACE
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m
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cc
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Station
PROPOSED
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286 PROPOSED
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286 PROPOSED
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Station 39

m
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Reach I a Vanderpool Typical Riffle
ell ex, e0 o b5
Station
Reach I a Vanderpool Typical Scour Pool
ox�o ell e0
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Station
Reach I b Vanderpool Typical Riffle
W-bkfl
2.5
1 ' 4
ell o 0 oll 03° 030
Station
Reach I b Vanderpool Typical Scour Pool
W-bkfl
2.5
�
D
A-bkfI
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1
bkfl
ell °x�o ell ox�o °X3
Station
Reach la Typical Cross Section Table
Riffle
Scour Pool
Bankfull Area (A-bkf, sq ft)
17.5
22.0
Bankfull Width (W-bkf, ft)
17.0
17.0
Bankfull Mean Depth (ft)
1.0
1.3
Bankfull Max Depth (D-bkf, ft)
1.5
2.3
Bankfull W/D (Stream Type)
16.5 (Cb)
13.1
Inner Berm Width (ft)
12.5
12.5
Inner Berm Max Depth (ff)
0.75
1.60
Approx. Wetted Width (ff)
9.8
9.8
Approx. Wetted Max Depth (ft)
0.3
1.1
Channel Bottom Width (W-bottom, ff)
9.8
1.0
Reach 1 b Typical Cross Section Table
Riffle
Scour Pool
Bankfull Area (A-bkf, sq ft)
17.9
21.3
Bankfull Width (W-bkf, ft)
15.0
15.0
Bankfull Mean Depth (ft)
1.2
1.4
Bankfull Max Depth (D-bkf, ft)
1.8
2.6
Bankfull W/D (Stream Type)
12.6 (Cb/Eb)
10.6
Inner Berm Width (ff)
10.4
10.4
Inner Berm Max Depth (ft)
0.9
1.7
Approx. Wetted Width (ft)
7.4
7.4
Approx. Wetted Max Depth (ff)
0.3
1.1
Channel Bottom Width (W-boffom, ft)
7.4
0.8
PROPOSED
CONDITION
� PROPOSED
BANKFULL
PROPOSED
LOW FLOW
INNER -BERM
CHANNEL

Reach 2a Vanderpool Typical Riffle
293
Cn
O
m
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W-bkfl
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2 5
A-bkfl
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293
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Reach 2a Vanderpool Typical Scour Pool
c
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W-bkfl
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A-bkfl
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293
292
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Reach 2b Vanderpool Typical Riffle
z ¢
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m
m
W-bkfl
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3
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A-bkfl
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293
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Station
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293
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m
W-bkfl
V
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s ID-bkfl
PROPOSED
PROPOSED
~
A-bkfl
CONDITION
BANKFULL
a
293
PROPOSED
LOW FLOW
Sheet
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INNER -BERM
CHANNEL
oxtio ox3o ox�o
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oXoo
oX�Q
41
Station
Reach 2a Typical Cross Section Table
Riffle
Scour Pool
Bankfull Area (A-bkf, sq ft)
26.3
30.7
Bankfull Width (W-bkf, ft)
18.0
18.0
Bankfull Mean Depth (ft)
1.50
1.7
Bankfull Max Depth (D-bkf, ft)
2.2
3.0
Bankfull W/D (Stream Type)
12.3 (Cb/Eb)
10.6
Inner Berm Width (ft)
12.4
12.4
Inner Berm Max Depth (ft)
1.10
1.90
Approx. Welted Width (ft)
9.7
9.7
Approx. Welted Max Depth (ft)
0.6
1.4
Channel Bottom Width (W-bottom, ft)
8.4
1.8
Reach 2b Typical Cross Section Table
Riffle
Scour Pool
Bankfull Area (A-bkf, sq ft)
26.6
33.1
Bankfull Width (W-bkf, ft)
21.0
21.0
Bankfull Mean Depth (ft)
1.26
1.6
Bankfull Max Depth (D-bkf,

P
P
o°
e
2
2
Unnamed Tributary I Typical Riffle
•
Unnamed Tributary I Typical Scour Pool
C!
Unnamed Tributary 2 Typical Riffle
Unnamed Tributary 2 Typical Scour Pool
4 W-bkfl N
2.5 D-bkfl
1 �3
1
UT 1 Typical Cross Section
Riffle
Scour Pool
Bankfull Area (A-bkf, sq ft)
11.1
13.0
Bankfull Width (W-bkf, ft)
13.0
13.0
Bankfull Mean Depth (ft)
0.85
1.0
Bankfull Max Depth (D-bkf, ff)
1.3
1.8
Bankfull W/D (Stream Type)
15.3
13.0
Inner Berm Width (ft)
9.1
9.1
Inner Berm Max Depth (ft)
0.65
1.15
Approx. Wetted Width (ft)
7.0
7.0
Approx. Wetted Max Depth (ft)
0.3
0.8
UT 2 Typical Cross Section
Riffle
Scour Pool
Bankfull Area (A-bkf, sq ff)
5.1
7.4
Bankfull Width (W-bkf, ff)
9.0
9.0
Bankfull Mean Depth (ff)
0.6
0.8
Bankfull Max Depth (D-bkf, ft)
0.8
1.4
Bankfull W/D (Stream Type)
15.9
11.0
Inner Berm Width (ff)
7.0
7.0
Inner Berm Max Depth (ft)
0.4
1.0
Approx. Welted Width (ft)
6.0
6.0
Approx. Wetted Max Depth (ft)
0.2
0.8
PROPOSED
CONDITION
PROPOSED
BANKFULL
PROPOSED
LOW FLOW
INNER -BERM
CHANNEL

�z co0)
l)
0
c
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w
Vanderpool Creek 1a
Z
cn
a�
a�
c
c
w
.,r
N
m m O U
z¢ Yg
U
N
O O
Pool Area (sq ft) Avg: 20.0/ Range: 17.4-22.8 Avg: 22.0/ Range: 22.0-22.0 U
c� 06
� o
U ro
Pool to Pool Spacing (ft) Avg: 33.0/ Range: 5.7-82.3 Avg: 31.3 / Range: 10.0-64.0
ro
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ro
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roU
c
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0
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0
Sheet
43
Station 0+00 - 15+88 0+00 - 15+40
Drainage Area (sq mi) 0.9 0.9
Stream Type G4 / 64 C4b
Estimated Bankfull Velocity (ft/sec) Avg: 6.1/ Range: 4.6-7.3 Avg: 6.1/ Range: 5.9-6.5
Estimated Bankfull Discharge (tuft/sec) Avg: 105.8/ Range: 77.6-129.8 Avg: 107.0/ Range: 103.8-114.0
Bankfull Width /Depth Ratio Avg: 24.1 / Range: 10.5-40.5 Avg: 16.6 / Range: 16.5-17.4
Floodprone Width Avg: 37.7/ Range: 17.0-59.5 Avg: 48.4/ Range: 39.0-59.8
Bank Height Ratio Avg: 1.8/ Range: 1.2-3.2 Avg: 1.0/ Range: 1.0-1.0
Step Height (ft) Avg: 0.7/ Range: 0.2-1.5 Avg: 0.7/ Range: 0.3-1.3
Step Length (ft) Avg: 6.1 / Range: 1.7-16.2 Avg: 5.0/ Range: 2.3-8.5
Pool Bkf Width (ft) Avg: 21.5 / Range: 17.2-35.2 Avg: 17.0/ Range: 17.0-17.0
Pool Bkf Depth (ft) Avg: 1.0/ Range: 0.6-1.2 Avg: 1.3/ Range: 1.3-1.3
P-P Spacing Ratio Avg: 1.6/ Range: 0.3-4.9 Avg: 2.0/ Range: 0.6-3.8
Inner Berm Depth (ft) Avg: 0.4/ Range: 0.3-0.5 Avg: 0.6
Vanderpool Creek 1b
Stream Assessment Parameters Existing Condition Proposed Condition
Stream Assessment Parameters Existing Condition Proposed Condition
Station 15+88 - 27+40 15+40 - 24+71
Drainage Area (sq mi) 0.9 0.9
Stream Type G4 / B4 C4b / E4b
Bankfull Area (sq ft) Avg: 17.6/ Range: 16.2-19.9 Avg: 17.4/ Range: 16.7-17.6
Bankfull Area (sq ft) Avg: 17.4/ Range: 17.0-17.8 Avg: 18.0/ Range: 17.9-18.5
Bankfull Width (ft) Avg: 20.4/ Range: 13.0-26.1 Avg: 17.0
Bankfull Width (ft) Avg: 14.0/ Range: 12.9-15.9 Avg: 15.0/ Range: 15.0-15.3
Bankfull Depth (ft) Avg: 0.9/ Range: 0.6-1.2 Avg: 1.0
Bankfull Depth (ft) Avg: 1.2/Range: 1.1-1.4 Avg: 1.2/ Range: 1.2-1.2
Bankfull Max Depth Avg: 1.4/Range: 1.1-1.7 Avg: 1.5
Bankfull Max Depth Avg: 1.9/ Range: 1.6-2.1 Avg: 1.8/ Range: 1.8-1.8
Estimated Bankfull Velocity (ft/sec) Avg: 6.0/ Range: 5.8-6.4 Avg: 8.0/ Range: 7.7-8.4
Estimated Bankfull Discharge (tuft/sec) Avg: 109.2/ Range: 104.7-114.1 Avg: 144.2/ Range: 138.0-150.4
Bankfull Width /Depth Ratio Avg: 11.3/ Range: 9.4-14.2 Avg: 12.6/ Range: 12.6-12.7
Floodprone Width Avg: 22.6/ Range: 14.429.2 Avg: 32.9/ Range: 20.7-37.2
Entrenchment Ratio Avg: 1.9/ Range: 1.3-3.5 Avg: 2.8/ Range: 2.3-3.5
Entrenchment Ratio Avg: 1.6/ Range: 1.2-2.1 Avg: 2.2/Range: 1.4-2.5
Bank Height Ratio Avg: 2.4/ Range: 1.5-3.7 Avg: 1.0/ Range: 1.0-1.0
Sinuosity 1.2 1.1
Sinuosity 1.2 1.1
Water Surface Slope (ft/ft) 0.0380 0.0433
Water Surface Slope (ft/ft) 0.0335 0.0350
Riffle Length (ft) Avg: 27.7/ Range: 7.9-67.8 Avg: 28.1/ Range: 14.9-46.0
Riffle Length (ft) Avg: 17.6/ Range: 6.1-39.6 Avg: 22.3/ Range: 14.0-38.0
Riffle Length Ratio Avg: 1.4/ Range: 0.3-4.3 Avg: 1.7/ Range: 1.0-2.7
Riffle Length Ratio Avg: 1.3/ Range: 0.4-2.9 Avg: 1.5/ Range: 0.9-2.5
Riffle Slope (ft/ft) Avg: 0.0407/ Range: 0.0200-0.0620 Avg: 0.0507/ Range: 0.0320-0.0650
Riffle Slope (ft/ft) Avg: 0.0330/ Range: 0.0150-0.0490 Avg: 0.0420/ Range: 0.0270-0.0620
Riffle Slope Ratio Avg: 1.1/ Range: 0.6-1.8 Avg: 1.2/ Range: 0.7-1.5
Riffle Slope Ratio Avg: 1.0/ Range: 0.4-1.5 Avg: 1.3/ Range: 0.8-1.9
Step Height (ft) Avg: 0.7/ Range: 0.2-4.0 Avg: 0.65 / Range: 0.3-1.0
Step Length (ft) Avg: 7.1 / Range: 1.4-13.7 Avg: 5.0/ Range: 5.0-9.3
Pool Area (sq ft) Avg: 20.7 / Range: 17.6-22.8 Avg: 21.3 / Range: 21.3-21.3
Pool Bkf Width (ft) Avg: 16.9/ Range: 14.7-19.3 Avg: 15.0/ Range: 15.0-15.0
Pool Bkf Depth (ft) Avg: 1.3/ Range: 0.9-1.5 Avg: 1.4/ Range: 1.4-1.4
Pool Max Depth (ft) Avg: 1.8/ Range: 1.3-2.3 Avg: 2.3/ Range: 2.3-2.3
Pool Max Depth (ft) Avg: 2.1/ Range: 1.8-2.5 Avg: 2.6/ Range: 2.6-2.6
Pool Length (ft) Avg: 11.1/ Range: 2.3-21.1 Avg: 15.4/ Range: 6.0-28.4
Pool Length (ft) Avg: 12.0/ Range: 2.8-39.1 Avg: 15.8/ Range: 8.2-24.8
Pool Length Ratio Avg: 0.6/ Range: 0.1-1.1 Avg: 0.9/ Range: 0.4-1.5
Pool Length Ratio Avg: 0.9/ Range: 0.2-2.9 Avg: 1.1/ Range: 0.5-1.6
Pool to Pool Spacing (ft) Avg: 25.6/ Range: 9.8-51.9 Avg: 31.0/ Range: 16.0-70.0
P-P Spacing Ratio Avg: 1.9/ Range: 0.7-3.8 Avg: 2.1/Range: 1.1-4.7
Inner Berm Area (sq ft) Avg: 5.8/ Range: 4.9-6.5 Avg: 13.0
Inner Berm Area (sq ft) Avg: 7.2/ Range: 5.8-9.0 Avg: 12.8
Inner Berm Width (ft) Avg: 14.8 / Range: 11.0-18.5 Avg: 12.5
Inner Berm Width (ft) Avg: 9.8/ Range: 7.6-12.2 Avg: 10.4
Inner Berm Depth (ft) Avg: 0.8/ Range: 0.6-0.8 Avg: 0.6
Inner Berm Max Depth (ft) Avg: 0.7/ Range: 0.6-0.9 Avg: 0.75
Inner Berm Max Depth (ft) Avg: 1.0/ Range: 0.8-1.1 Avg: 0.9
D50 (mm) Avg: 18.0 Avg: 18.0
D50 (mm) Avg: 18.0 Avg: 18.0
D84 (mm) Avg: 75.0 Avg: 75.0
D84 (mm) Avg: 75.0 Avg: 75.0
Vanderpool Creek 1b
Stream Assessment Parameters Existing Condition Proposed Condition
Stream Assessment Parameters Existing Condition Proposed Condition
Station 15+88 - 27+40 15+40 - 24+71
Drainage Area (sq mi) 0.9 0.9
Stream Type G4 / B4 C4b / E4b
Bankfull Area (sq ft) Avg: 17.6/ Range: 16.2-19.9 Avg: 17.4/ Range: 16.7-17.6
Bankfull Area (sq ft) Avg: 17.4/ Range: 17.0-17.8 Avg: 18.0/ Range: 17.9-18.5
Bankfull Width (ft) Avg: 20.4/ Range: 13.0-26.1 Avg: 17.0
Bankfull Width (ft) Avg: 14.0/ Range: 12.9-15.9 Avg: 15.0/ Range: 15.0-15.3
Bankfull Depth (ft) Avg: 0.9/ Range: 0.6-1.2 Avg: 1.0
Bankfull Depth (ft) Avg: 1.2/Range: 1.1-1.4 Avg: 1.2/ Range: 1.2-1.2
Bankfull Max Depth Avg: 1.4/Range: 1.1-1.7 Avg: 1.5
Bankfull Max Depth Avg: 1.9/ Range: 1.6-2.1 Avg: 1.8/ Range: 1.8-1.8
Estimated Bankfull Velocity (ft/sec) Avg: 6.0/ Range: 5.8-6.4 Avg: 8.0/ Range: 7.7-8.4
Estimated Bankfull Discharge (tuft/sec) Avg: 109.2/ Range: 104.7-114.1 Avg: 144.2/ Range: 138.0-150.4
Bankfull Width /Depth Ratio Avg: 11.3/ Range: 9.4-14.2 Avg: 12.6/ Range: 12.6-12.7
Floodprone Width Avg: 22.6/ Range: 14.429.2 Avg: 32.9/ Range: 20.7-37.2
Entrenchment Ratio Avg: 1.9/ Range: 1.3-3.5 Avg: 2.8/ Range: 2.3-3.5
Entrenchment Ratio Avg: 1.6/ Range: 1.2-2.1 Avg: 2.2/Range: 1.4-2.5
Bank Height Ratio Avg: 2.4/ Range: 1.5-3.7 Avg: 1.0/ Range: 1.0-1.0
Sinuosity 1.2 1.1
Sinuosity 1.2 1.1
Water Surface Slope (ft/ft) 0.0380 0.0433
Water Surface Slope (ft/ft) 0.0335 0.0350
Riffle Length (ft) Avg: 27.7/ Range: 7.9-67.8 Avg: 28.1/ Range: 14.9-46.0
Riffle Length (ft) Avg: 17.6/ Range: 6.1-39.6 Avg: 22.3/ Range: 14.0-38.0
Riffle Length Ratio Avg: 1.4/ Range: 0.3-4.3 Avg: 1.7/ Range: 1.0-2.7
Riffle Length Ratio Avg: 1.3/ Range: 0.4-2.9 Avg: 1.5/ Range: 0.9-2.5
Riffle Slope (ft/ft) Avg: 0.0407/ Range: 0.0200-0.0620 Avg: 0.0507/ Range: 0.0320-0.0650
Riffle Slope (ft/ft) Avg: 0.0330/ Range: 0.0150-0.0490 Avg: 0.0420/ Range: 0.0270-0.0620
Riffle Slope Ratio Avg: 1.1/ Range: 0.6-1.8 Avg: 1.2/ Range: 0.7-1.5
Riffle Slope Ratio Avg: 1.0/ Range: 0.4-1.5 Avg: 1.3/ Range: 0.8-1.9
Step Height (ft) Avg: 0.7/ Range: 0.2-4.0 Avg: 0.65 / Range: 0.3-1.0
Step Length (ft) Avg: 7.1 / Range: 1.4-13.7 Avg: 5.0/ Range: 5.0-9.3
Pool Area (sq ft) Avg: 20.7 / Range: 17.6-22.8 Avg: 21.3 / Range: 21.3-21.3
Pool Bkf Width (ft) Avg: 16.9/ Range: 14.7-19.3 Avg: 15.0/ Range: 15.0-15.0
Pool Bkf Depth (ft) Avg: 1.3/ Range: 0.9-1.5 Avg: 1.4/ Range: 1.4-1.4
Pool Max Depth (ft) Avg: 1.8/ Range: 1.3-2.3 Avg: 2.3/ Range: 2.3-2.3
Pool Max Depth (ft) Avg: 2.1/ Range: 1.8-2.5 Avg: 2.6/ Range: 2.6-2.6
Pool Length (ft) Avg: 11.1/ Range: 2.3-21.1 Avg: 15.4/ Range: 6.0-28.4
Pool Length (ft) Avg: 12.0/ Range: 2.8-39.1 Avg: 15.8/ Range: 8.2-24.8
Pool Length Ratio Avg: 0.6/ Range: 0.1-1.1 Avg: 0.9/ Range: 0.4-1.5
Pool Length Ratio Avg: 0.9/ Range: 0.2-2.9 Avg: 1.1/ Range: 0.5-1.6
Pool to Pool Spacing (ft) Avg: 25.6/ Range: 9.8-51.9 Avg: 31.0/ Range: 16.0-70.0
P-P Spacing Ratio Avg: 1.9/ Range: 0.7-3.8 Avg: 2.1/Range: 1.1-4.7
Inner Berm Area (sq ft) Avg: 5.8/ Range: 4.9-6.5 Avg: 13.0
Inner Berm Area (sq ft) Avg: 7.2/ Range: 5.8-9.0 Avg: 12.8
Inner Berm Width (ft) Avg: 14.8 / Range: 11.0-18.5 Avg: 12.5
Inner Berm Width (ft) Avg: 9.8/ Range: 7.6-12.2 Avg: 10.4
Inner Berm Depth (ft) Avg: 0.8/ Range: 0.6-0.8 Avg: 0.6
Inner Berm Max Depth (ft) Avg: 0.7/ Range: 0.6-0.9 Avg: 0.75
Inner Berm Max Depth (ft) Avg: 1.0/ Range: 0.8-1.1 Avg: 0.9
D50 (mm) Avg: 18.0 Avg: 18.0
D50 (mm) Avg: 18.0 Avg: 18.0
D84 (mm) Avg: 75.0 Avg: 75.0
D84 (mm) Avg: 75.0 Avg: 75.0

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Vanderpool Creek 2a
Vanderpool Creek 2b
Stream Assessment Parameters Existing Condition Proposed Condition
Stream Assessment Parameters Existing Condition Proposed Condition
Station 27+40 - 32+76 24+71- 29+84
Station 32+76- 42+12 29+84 - 38+42
Drainage Area (sq mi) 1.32 1.32
Drainage Area (sq mi) 1.6 1.6
Stream Type E4b Cob /E4b
Stream Type Cob Cob
Bankfull Area (sq ft) Avg: 27.1 /Range: 25.4-29.1 Avg: 26.3
Bankfull Area (sq ft) Avg: 30.7 Range: 29.6-31.7 Avg: 26.6
Bankfull Width (ft) Avg: 16.1 / Range: 15.6-16.7 Avg: 18.0
Bankfull Width (ft) Avg: 24.2 Range: 22.8-25.6 Avg: 21.0
Bankfull Depth (ft) Avg: 1.7/ Range: 1.5-1.8 Avg: 1.5
Bankfull Max Depth Avg: 2.7/ Range: 2.5-2.9 Avg: 2.2
Estimated Bankfull Velocity (ft/sec) Avg: 8.4 / Range: 7.8-8.8 Avg: 6.3
Estimated Bankfull Discharge (cuft/sec) Avg: 228.4/ Range: 198.1-255.7 Avg: 164.7
Bankfull Width /Depth Ratio Avg: 9.6 / Range: 9.0-11.0 Avg: 12.3
Floodprone Width Avg: 63.2/ Range: 42.6-84.9 Avg: 40.2/ Range: 35.0-42.9
Entrenchment Ratio Avg: 3.9/ Range: 2.7-5.3 Avg: 2.3/ Range: 1.9-2.4
Entrenchment Ratio Avg: 2.5
Bank Height Ratio Avg: 1.2 / Range: 1.0-1.4 Avg: 1.0
Sinuosity 1.2 1.1
Water Surface Slope (ft/ft) 0.0260 0.0280
Riffle Length (ft) Avg: 17.5 / Range: 13.9-22.9 Avg: 22.7 /Range: 17.0-36.4
Riffle Length Ratio Avg: 1.1/ Range: 0.9-1.4 Avg: 1.3/ Range: 0.9-2.0
Riffle Slope (ft/ft) Avg: 0.0200/ Range: 0.0150-0.0240 Avg: 0.0310/ Range: 0.0110-0.0500
Riffle Slope Ratio Avg: 0.8/ Range: 0.6-0.9 Avg: 1.1/ Range: 0.4-1.8
Step Height (ft) Avg: 0.7/ Range: 0.3-1.5 Avg: 0.6/ Range: 0.2-1.1
Step Length (ft) Avg: 9.7/ Range: 1.6-23.0 Avg: 5.0/ Range: 1.8-9.3
Pool Area (sq ft) Avg: 30.5 / Range: 25.2-35.6 Avg: 31.3 / Range: 30.7-33.1
Pool Area (sq ft) Avg: 29.4/ Range: 28.1-30.4 Avg: 32.4/ Range: 31.8-33.1
Pool Bkf Width (ft) Avg: 14.3/ Range: 11.9-17.3 Avg: 18.8/Range: 18.0-21.0
Pool Bkf Depth (ft) Avg: 2.2 / Range: 1.8-2.6 Avg: 1.7 / Range: 1.6-1.7
Pool Max Depth (ft) Avg: 3.2 / Range: 2.9-3.4 Avg: 2.9 / Range: 2.6-3.0
Pool Length (ft) Avg: 16.8 / Range: 4.6-35.0 Avg: 19.5 /Range: 13.5-28.4
Pool Length (ft) Avg: 16.1 Range: 5.1-46.0 Avg: 19.6 / Range: 6.6-42.5
Pool Length Ratio Avg: 1.0/ Range: 0.3-2.2 Avg: 1.1/ Range: 0.8-1.6
Pool Length Ratio Avg: 0.7/ Range: 0.2-1.9 Avg: 0.9/ Range: 0.3-2.0
Pool to Pool Spacing (ft) Avg: 25.5 / Range: 10.5-43.5 Avg: 34.4 /Range: 17.5-57.3
P-P Spacing Ratio Avg: 1.6 / Range: 0.7-2.7 Avg: 1.9 / Range: 1.0-3.2
Inner Berm Area (sq ft) Avg: 5.6 / Range: 4.9-6.1 Avg: 19.2
Inner Berm Area (sq ft) Avg: 5.6 Range: 4.9-6.1 Avg
Inner Berm Width (ft) Avg: 11.8 / Range: 7.6-18.1 Avg: 12.4
Inner Berm Width (ft) Avg: 11.8 / Range: 7.6-18.1 Avg: 15.6
Inner Berm Depth (ft) Avg: 0.5 / Range: 0.3-0.8 Avg: 0.9
Inner Berm Max Depth (ft) Avg: 0.7 / Range: 0.6-1.1 Avg: 1.1
D50 (mm) Avg: 22.0 Avg: 22.0
D84 (mm) Avg: 88.0 Avg: 88.0
Bankfull Depth (ft) Avg: 1.3 / Range: 1.2-1.3 Avg: 1.3
Bankfull Max Depth Avg: 2.3 / Range: 2.2-2.5 Avg: 1.8
Estimated Bankfull Velocity (ft/sec) Avg: 7.1 / Range: 7.0-7.2 Avg: 5.6
Estimated Bankfull Discharge (cuft/sec) Avg: 216.4/ Range: 212.5-220.3 Avg: 149.E
Bankfull Width /Depth Ratio Avg: 19.1 /Range: 17.5-20.7 Avg: 16.6
Floodprone Width Avg: 59.6/ Range: 56.9-62.2 Avg: 53.0
/ Range: 2.2-2.7 Avg: 2.5
Bank Height Ratio Avg: 2.0 / Range: 1.6-2.4 Avg: 1.0
Sinuosity 1.2 1.1
Water Surface Slope (ft/ft) 0.0260 0.0270
Riffle Length (ft) Avg: 27.1 / Range: 9.3-80.3 Avg: 21.1 /Range: 12.1-33.0
Riffle Length Ratio Avg: 1.1/ Range: 0.4-3.3 Avg: 1.0/ Range: 0.6-1.6
Riffle Slope (ft/ft) Avg: 0.0210/ Range: 0.0120-0.0300 Avg: 0.0320/ Range: 0.0180-0.0410
Riffle Slope Ratio Avg: 0.8/ Range: 0.5-1.2 Avg: 1.2/ Range: 0.7-1.5
Pool Bkf Width (ft) Avg: 20.1/ Range: 17.6-21.5 Avg: 21.0/ Range: 21.0-21.0
Pool Bkf Depth (ft) Avg: 1.4/ Range: 1.3-1.5 Avg: 1.5/ Range: 1.5-1.6
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Pool Max Depth (ft) Avg: 2.6/ Range: 2.2-3.0 Avg: 2.4/ Range: 2.3-2.6
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Pool to Pool Spacing (ft) Avg: 32.5 / Range: 9.5-86.4 Avg: 34.2 /Range: 18.0-77.0
P-P Spacing Ratio Avg: 1.3 / Range: 0.4-3.6 Avg: 1.6 / Range: 0.9-3.7
/ : 20.2
Inner Berm Depth (ft) Avg: 0.5 / Range: 0.3-0.8 Avg: 0.65
Inner Berm Max Depth (ft) Avg: 0.7 / Range: 0.6-1.1 Avg: 0.9
D50 (mm) Avg: 18.0 Avg: 18.0
D84 (mm) Avg: 75.0 Avg: 75.0
Vanderpool Creek 2b
Stream Assessment Parameters Existing Condition Proposed Condition
Stream Assessment Parameters Existing Condition Proposed Condition
Station 27+40 - 32+76 24+71- 29+84
Station 32+76- 42+12 29+84 - 38+42
Drainage Area (sq mi) 1.32 1.32
Drainage Area (sq mi) 1.6 1.6
Stream Type E4b Cob /E4b
Stream Type Cob Cob
Bankfull Area (sq ft) Avg: 27.1 /Range: 25.4-29.1 Avg: 26.3
Bankfull Area (sq ft) Avg: 30.7 Range: 29.6-31.7 Avg: 26.6
Bankfull Width (ft) Avg: 16.1 / Range: 15.6-16.7 Avg: 18.0
Bankfull Width (ft) Avg: 24.2 Range: 22.8-25.6 Avg: 21.0
Bankfull Depth (ft) Avg: 1.7/ Range: 1.5-1.8 Avg: 1.5
Bankfull Max Depth Avg: 2.7/ Range: 2.5-2.9 Avg: 2.2
Estimated Bankfull Velocity (ft/sec) Avg: 8.4 / Range: 7.8-8.8 Avg: 6.3
Estimated Bankfull Discharge (cuft/sec) Avg: 228.4/ Range: 198.1-255.7 Avg: 164.7
Bankfull Width /Depth Ratio Avg: 9.6 / Range: 9.0-11.0 Avg: 12.3
Floodprone Width Avg: 63.2/ Range: 42.6-84.9 Avg: 40.2/ Range: 35.0-42.9
Entrenchment Ratio Avg: 3.9/ Range: 2.7-5.3 Avg: 2.3/ Range: 1.9-2.4
Entrenchment Ratio Avg: 2.5
Bank Height Ratio Avg: 1.2 / Range: 1.0-1.4 Avg: 1.0
Sinuosity 1.2 1.1
Water Surface Slope (ft/ft) 0.0260 0.0280
Riffle Length (ft) Avg: 17.5 / Range: 13.9-22.9 Avg: 22.7 /Range: 17.0-36.4
Riffle Length Ratio Avg: 1.1/ Range: 0.9-1.4 Avg: 1.3/ Range: 0.9-2.0
Riffle Slope (ft/ft) Avg: 0.0200/ Range: 0.0150-0.0240 Avg: 0.0310/ Range: 0.0110-0.0500
Riffle Slope Ratio Avg: 0.8/ Range: 0.6-0.9 Avg: 1.1/ Range: 0.4-1.8
Step Height (ft) Avg: 0.7/ Range: 0.3-1.5 Avg: 0.6/ Range: 0.2-1.1
Step Length (ft) Avg: 9.7/ Range: 1.6-23.0 Avg: 5.0/ Range: 1.8-9.3
Pool Area (sq ft) Avg: 30.5 / Range: 25.2-35.6 Avg: 31.3 / Range: 30.7-33.1
Pool Area (sq ft) Avg: 29.4/ Range: 28.1-30.4 Avg: 32.4/ Range: 31.8-33.1
Pool Bkf Width (ft) Avg: 14.3/ Range: 11.9-17.3 Avg: 18.8/Range: 18.0-21.0
Pool Bkf Depth (ft) Avg: 2.2 / Range: 1.8-2.6 Avg: 1.7 / Range: 1.6-1.7
Pool Max Depth (ft) Avg: 3.2 / Range: 2.9-3.4 Avg: 2.9 / Range: 2.6-3.0
Pool Length (ft) Avg: 16.8 / Range: 4.6-35.0 Avg: 19.5 /Range: 13.5-28.4
Pool Length (ft) Avg: 16.1 Range: 5.1-46.0 Avg: 19.6 / Range: 6.6-42.5
Pool Length Ratio Avg: 1.0/ Range: 0.3-2.2 Avg: 1.1/ Range: 0.8-1.6
Pool Length Ratio Avg: 0.7/ Range: 0.2-1.9 Avg: 0.9/ Range: 0.3-2.0
Pool to Pool Spacing (ft) Avg: 25.5 / Range: 10.5-43.5 Avg: 34.4 /Range: 17.5-57.3
P-P Spacing Ratio Avg: 1.6 / Range: 0.7-2.7 Avg: 1.9 / Range: 1.0-3.2
Inner Berm Area (sq ft) Avg: 5.6 / Range: 4.9-6.1 Avg: 19.2
Inner Berm Area (sq ft) Avg: 5.6 Range: 4.9-6.1 Avg
Inner Berm Width (ft) Avg: 11.8 / Range: 7.6-18.1 Avg: 12.4
Inner Berm Width (ft) Avg: 11.8 / Range: 7.6-18.1 Avg: 15.6
Inner Berm Depth (ft) Avg: 0.5 / Range: 0.3-0.8 Avg: 0.9
Inner Berm Max Depth (ft) Avg: 0.7 / Range: 0.6-1.1 Avg: 1.1
D50 (mm) Avg: 22.0 Avg: 22.0
D84 (mm) Avg: 88.0 Avg: 88.0
Bankfull Depth (ft) Avg: 1.3 / Range: 1.2-1.3 Avg: 1.3
Bankfull Max Depth Avg: 2.3 / Range: 2.2-2.5 Avg: 1.8
Estimated Bankfull Velocity (ft/sec) Avg: 7.1 / Range: 7.0-7.2 Avg: 5.6
Estimated Bankfull Discharge (cuft/sec) Avg: 216.4/ Range: 212.5-220.3 Avg: 149.E
Bankfull Width /Depth Ratio Avg: 19.1 /Range: 17.5-20.7 Avg: 16.6
Floodprone Width Avg: 59.6/ Range: 56.9-62.2 Avg: 53.0
/ Range: 2.2-2.7 Avg: 2.5
Bank Height Ratio Avg: 2.0 / Range: 1.6-2.4 Avg: 1.0
Sinuosity 1.2 1.1
Water Surface Slope (ft/ft) 0.0260 0.0270
Riffle Length (ft) Avg: 27.1 / Range: 9.3-80.3 Avg: 21.1 /Range: 12.1-33.0
Riffle Length Ratio Avg: 1.1/ Range: 0.4-3.3 Avg: 1.0/ Range: 0.6-1.6
Riffle Slope (ft/ft) Avg: 0.0210/ Range: 0.0120-0.0300 Avg: 0.0320/ Range: 0.0180-0.0410
Riffle Slope Ratio Avg: 0.8/ Range: 0.5-1.2 Avg: 1.2/ Range: 0.7-1.5
Pool Bkf Width (ft) Avg: 20.1/ Range: 17.6-21.5 Avg: 21.0/ Range: 21.0-21.0
Pool Bkf Depth (ft) Avg: 1.4/ Range: 1.3-1.5 Avg: 1.5/ Range: 1.5-1.6
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Pool Max Depth (ft) Avg: 2.6/ Range: 2.2-3.0 Avg: 2.4/ Range: 2.3-2.6
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Pool to Pool Spacing (ft) Avg: 32.5 / Range: 9.5-86.4 Avg: 34.2 /Range: 18.0-77.0
P-P Spacing Ratio Avg: 1.3 / Range: 0.4-3.6 Avg: 1.6 / Range: 0.9-3.7
/ : 20.2
Inner Berm Depth (ft) Avg: 0.5 / Range: 0.3-0.8 Avg: 0.65
Inner Berm Max Depth (ft) Avg: 0.7 / Range: 0.6-1.1 Avg: 0.9
D50 (mm) Avg: 18.0 Avg: 18.0
D84 (mm) Avg: 75.0 Avg: 75.0

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Vanderpool Creek
Unnamed Tributary 2 to Vanderpool Creek
Stream Assessment Parameters Existing Condition Proposed Condition
Stream Assessment Parameters Existing Condition Proposed Condition
Station 0+00 - 0+98.7 0+00 - 0+98.7
Station 0+00 - 9+85 0+00 - 9+57
Drainage Area (sq mi) 0.41 0.41
Drainage Area (sq mi) 0.12 0.12
Stream Type Cob Cob
Stream Type C4b/E4b Cob
Bankfull Area (sq ft) Avg: 11.0 /Range 11.0 - 11.1 Avg: 11.0
Bankfull Area (sq ft) Avg: 5.1 Range: 4.9-5.2 Avg: 5.1
Bankfull Width (ft) Avg: 13.3 /Range: 11.1-15.0 Avg: 13.0
Bankfull Width (ft) Avg: 10.0/ Range: 6.6-17.0 Avg: 9.0
Bankfull Depth (ft) Avg: 0.85/ Range: 0.7-1.0 Avg: 0.85
Bankfull Depth (ft) Avg: 0.6/ Range: 0.3-0.8 Avg: 0.6
Bankfull Max Depth Avg: 1.9/ Range: 1.8-2.0 Avg: 1.3
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Bankfull Max Depth Avg: 1.1/ Range: 0.7-1.6 Avg: 0.8
Estimated Bankfull Velocity (ft/sec) Avg: 3.8/ Range: 2.5-4.7 Avg: 3.8/ Range: 3.7-3.9
Estimated Bankfull Discharge (cuft/sec Avg: 17.4/ Range: 13.0-24.2 Avg: 19.5/ Range: 19.0-20.0
Bankfull Width /Depth Ratio Avg: 21.11 Range: 8.3-56.0 Avg: 15.9
Floodprone Width Avg: 29.9/Range: 12.1-53.5 Avg: 34.0/ Range: 25.0-61.4
Entrenchment Ratio Avg: 3.3/ Range: 1.5-6.2 Avg: 3.8/ Range: 2.7-6.8
Bank Height Ratio Avg: 1.3 / Range: 1.0-2.0 Avg: 1.0
Sinuosity 1.2 1.1
Water Surface Slope (ft/ft) 0.0290 0.0295
Riffle Length (ft) Avg: 13.1/ Range: 5.9-26.0 Avg: 13.7/ Range: 12.0-22.0
Riffle Length Ratio Avg: 1.4/ Range: 0.5-3.6 Avg: 1.5/ Range: 1.3-2.4
Riffle Slope (ft/ft) Avg: 0.0285 / Range: 0.0052-0.0600 Avg: 0.0320/ Range: 0.0100-0.0500
Riffle Slope Ratio Avg: 1.0/ Range: 0.2-2.1 Avg: 1.1/ Range: 0.3-1.6
Step Height (ft) Avg: 0.5/ Range: 0.2-1.4 Avg: 0.4/ Range: 0.2-0.8
Step Length (ft) Avg: 4.3 / Range: 0.9-16.2 Avg: 4.0
Pool Area (sq ft) Avg: 6.0/ Range: 5.5-6.4 Avg: 7.3/ Range: 7.2-7.4
Pool Bkf Width (ft) Avg: 9.9 / Range: 6.8-13.5 Avg: 9.0
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Pool Bkf Depth (ft) Avg: 0.6/ Range: 0.5-0.8 Avg: 0.8
Pool Max Depth (ft) Avg: 1.5/ Range: 0.9-1.7 Avg: 1.4
Pool Length (ft) Avg: 7.6/ Range: 2.1-18.8 Avg: 9.8/ Range: 9.0-12.0
Pool Length Ratio Avg: 0.8/ Range: 0.2-2.3 Avg: 1.1/ Range: 1.0-1.3
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Pool to Pool Spacing (ft) Avg: 18.1/ Range: 5.8-37.0 Avg: 23.4/ Range: 13.0-36.0
P-P Spacing Ratio Avg: 2.0/ Range: 0.5-4.1 Avg: 2.6/Range: 1.4-4.0
Inner Berm Area (sq ft) Avg: 1.2 /Range: 1.1-1.2 Avg: 1.9
Inner Berm Width (ft) Avg: 4.9/ Range: 2.5-6.9 Avg: 7.0
Inner Berm Depth (ft) Avg: 0.3 / Range: 0.2-0.5 Avg: 0.3
Inner Berm Max Depth (ft) Avg: 0.6 / Range: 0.4-0.9 Avg: 0.4
Unnamed Tributary 2 to Vanderpool Creek
Stream Assessment Parameters Existing Condition Proposed Condition
Stream Assessment Parameters Existing Condition Proposed Condition
Station 0+00 - 0+98.7 0+00 - 0+98.7
Station 0+00 - 9+85 0+00 - 9+57
Drainage Area (sq mi) 0.41 0.41
Drainage Area (sq mi) 0.12 0.12
Stream Type Cob Cob
Stream Type C4b/E4b Cob
Bankfull Area (sq ft) Avg: 11.0 /Range 11.0 - 11.1 Avg: 11.0
Bankfull Area (sq ft) Avg: 5.1 Range: 4.9-5.2 Avg: 5.1
Bankfull Width (ft) Avg: 13.3 /Range: 11.1-15.0 Avg: 13.0
Bankfull Width (ft) Avg: 10.0/ Range: 6.6-17.0 Avg: 9.0
Bankfull Depth (ft) Avg: 0.85/ Range: 0.7-1.0 Avg: 0.85
Bankfull Depth (ft) Avg: 0.6/ Range: 0.3-0.8 Avg: 0.6
Bankfull Max Depth Avg: 1.9/ Range: 1.8-2.0 Avg: 1.3
/
Bankfull Max Depth Avg: 1.1/ Range: 0.7-1.6 Avg: 0.8
Estimated Bankfull Velocity (ft/sec) Avg: 3.8/ Range: 2.5-4.7 Avg: 3.8/ Range: 3.7-3.9
Estimated Bankfull Discharge (cuft/sec Avg: 17.4/ Range: 13.0-24.2 Avg: 19.5/ Range: 19.0-20.0
Bankfull Width /Depth Ratio Avg: 21.11 Range: 8.3-56.0 Avg: 15.9
Floodprone Width Avg: 29.9/Range: 12.1-53.5 Avg: 34.0/ Range: 25.0-61.4
Entrenchment Ratio Avg: 3.3/ Range: 1.5-6.2 Avg: 3.8/ Range: 2.7-6.8
Bank Height Ratio Avg: 1.3 / Range: 1.0-2.0 Avg: 1.0
Sinuosity 1.2 1.1
Water Surface Slope (ft/ft) 0.0290 0.0295
Riffle Length (ft) Avg: 13.1/ Range: 5.9-26.0 Avg: 13.7/ Range: 12.0-22.0
Riffle Length Ratio Avg: 1.4/ Range: 0.5-3.6 Avg: 1.5/ Range: 1.3-2.4
Riffle Slope (ft/ft) Avg: 0.0285 / Range: 0.0052-0.0600 Avg: 0.0320/ Range: 0.0100-0.0500
Riffle Slope Ratio Avg: 1.0/ Range: 0.2-2.1 Avg: 1.1/ Range: 0.3-1.6
Step Height (ft) Avg: 0.5/ Range: 0.2-1.4 Avg: 0.4/ Range: 0.2-0.8
Step Length (ft) Avg: 4.3 / Range: 0.9-16.2 Avg: 4.0
Pool Area (sq ft) Avg: 6.0/ Range: 5.5-6.4 Avg: 7.3/ Range: 7.2-7.4
Pool Bkf Width (ft) Avg: 9.9 / Range: 6.8-13.5 Avg: 9.0
a) IM
Pool Bkf Depth (ft) Avg: 0.6/ Range: 0.5-0.8 Avg: 0.8
Pool Max Depth (ft) Avg: 1.5/ Range: 0.9-1.7 Avg: 1.4
Pool Length (ft) Avg: 7.6/ Range: 2.1-18.8 Avg: 9.8/ Range: 9.0-12.0
Pool Length Ratio Avg: 0.8/ Range: 0.2-2.3 Avg: 1.1/ Range: 1.0-1.3
ro==A
Pool to Pool Spacing (ft) Avg: 18.1/ Range: 5.8-37.0 Avg: 23.4/ Range: 13.0-36.0
P-P Spacing Ratio Avg: 2.0/ Range: 0.5-4.1 Avg: 2.6/Range: 1.4-4.0
Inner Berm Area (sq ft) Avg: 1.2 /Range: 1.1-1.2 Avg: 1.9
Inner Berm Width (ft) Avg: 4.9/ Range: 2.5-6.9 Avg: 7.0
Inner Berm Depth (ft) Avg: 0.3 / Range: 0.2-0.5 Avg: 0.3
Inner Berm Max Depth (ft) Avg: 0.6 / Range: 0.4-0.9 Avg: 0.4

BOULDER REVETMENT
Restore disturbed area
with Riparian Seeding
(see Detail)
Streambank Matting,
(see Detail)
Existing Ground Bankfull
Elevation
Proposed Ground—,/2 Max.
Header Rock
Wooden Stake
Streambed
Backfill with suitable
Footer Rock alluvial material
(see Note 7)
Geotextile Liner
(if needed, see Note 3)
Section A -A View
N. T. S.
Rock Sill, extend
into streambank
(see Note 8)
Edge of Water
at Normal Flow
Plan View
N. T. S.
Top of Bank
(Bankfull)
Header Rock
Footer Rock
Toe of Bank
Slope
Geotextile Liner �Backfill with suitable
(if needed, alluvial material
see Note 3) (see Note 7)
w
N
� m a7 OU
z¢ Yg
N
O O U
Notes:
7. Footer Rocks and Header Rocks shall be backfilled with gravel alluvial
1. Boulder Revetments shall be installed along the base of the design
material, if suitable size and consistency is available. Suitable backfill shall
streambank toe at locations and stream lengths designated in the Site Plans.
have a minimum median diameter of 2" and not exceed 6" dia. It shall drain
.o
2. For Vanderpool Creek and UT1, Footer, Header, and Sill Rock shall be min.
quickly and support weight without shifting or sinking. For fine sediment
N
3.5' dia. long axis, min. 3.0' dia. intermediate axis and min. 2' dia. height. For
substrates, outside gravel may be needed for backfill and Footer Rocks shall
ro
UT2, the min. shall be 2' dia. long axis, min. 1.5' dia. intermediate axis and
be supported with a layer of stone, as approved by the Project Engineer.
�
o
min. 1.0' dia. height.
8. Sill Rocks shall extend into the bank a minimum of 12' for Vanderpool Creek,
3. Geotextile Liner shall be medium weight non -woven polypropylene (Weight
6' for UT1, and 4' for UT2.
7oz/sq yd; Tensile Strength 180 Ibs). Geotextile Liner shall be installed if
9. After Boulder Revetment has been installed, backfill streambank with clean
v
v
z
backfill is fine-grained, as approved b the Project Engineer. Place Liner
g pp Y 1 g
soil fill material and compact at the proposed bank angle.
p p p g
CO
behind all rock layers and key in at the bottom. Trim excess or visible fabric.
10. Stabilize streambank with Riparian Seeding, Streambank Matting, and
c
a�
z�
4. Footer Rocks shall extend below scour depth or to bedrock, whichever is
Livestaking (see Details).
C)
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
Sheet
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
^ J
inner berm elevation.
C
1

Riffle alluvial gravel layer,
Section A - A View
N. T. S.
Notes:
1. Constructed Riffle lengths and slopes are
provided in the Longitudinal Profile. For 4.
Unnamed Tributaries, Head of Riffle and
End of Riffle elevations are listed in Structure
Tables (Log/Rock Sills and Step structures).
2. Constructed Riffles within the proposed 5.
Priority 1 (UT2) and Re -Alignment (VC, UT1)
channels shall be composed of natural
alluvial gravel and cobble materials
harvested from the existing channel 6.
substrate prior to backfilling.
3. For Vanderpool Creek, the median particle
size is coarse gravel (16-32 mm; a - 14 in), as
CONSTRUCTED RIFFLE
Top of Bank
(Bankfull)
oe
�� ......, aded
approved by the Project Engineer. For UT2,
the size is ...
Avoid alluvial materials with excess fine
sediments derived from bank erosion.
Ensure well graded materials from fine
gravel to very coarse gravel.
Excavate streambed minimum 4" below
finished grade and add gravel material.
Line entire active bed to prevent scour
along the bank toe.
Create heterogeneity in Constructed Riffles
by embedding cobbles and woody debris
within the gravel substrate.
0
Plan View
N.T.S.
0
w
Sheet
C2

Apex Step Rock
Riffle
Streambed -I
Footer Rock
0.4- 0.5'
�--Poo/
Splash -
Rock
Section A (At apex)
N. T. S.
Header Rock
Footer Rock
Splash Rock
_ Backfill
— Existing (see Note 2 and 3)
Streambed Geotextile Liner
Proposed (see Note 4 and 5)
Section B (At vane arm)
N. T. S.
Bankfull
Max
Depth
HeightArm
Arm Apex
Footer Rock
Arm Bankfull
Tie -In (see Note 8)
�-----"�----;--W Bankfull
- Bank Toe
Arm Profile View
N. T. S.
CROSS VANE WITHOUT STEP
Edge of Water
at Normal Flow
Top of Bank
(Bankfull) V y
I y y
Apex Rocks I y y
(see Note 8) ✓y
I y
IV �i y
Header Rock W W
Footer Rock W
41 y /
41 11,
Existing Streambed
Proposed Streambed
y I
!
Riffle y y y !
y
l IPooY
41
y y
y ,uyyy
! y y Glide
w w ! y
Arm Apex Elevation,
(See Structure Table)
y y y W 4Backfill with suitable
v alluvial gravel -cobble
�lnix (see Note 2 and 3)
y Geotextile Liner
�(as needed,
© see Note 4 and 5)
� W
Rock Cutoff Sill,
y ! (see Note 10)
y yl .v Arm Bankfull Tie -In Elevation
! (See Structure Table, Note 8)
41 `i y y ! L L
V y y y
W y Flow W W! W 'k Splash Rocks
y !
(as needed)
�Bankfull Width Excavate
Scour Pool
Plan View
See Structure
Tables on Next
choot
Notes:
1. For Vanderpool Creek, Header, Footer, and Sill Rocks
shall be min. 3.5' dia. long axis, min. 3.0' dia.
intermediate axis, and min. 2.0' dia. height. For UT2,
min. 2.0' dia. long axis, min. 1.5' dia. intermediate axis,
and min. 1.0' 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 place sod or soil on top of the Header Rocks
nor use them to backfill behind Vane Arm. Any topsoil
placed along the Vane Arm shall be for temporary
erosion control seeding and shall be no more then
1-2" depth. The topsoil shall 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 note 5). Footer Rocks shall be supported
with a layer of stone to prevent sinking or 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 XX' measured along the
stream thalweg. See Section A and Structure Table.
8. Gaps between Apex Header Rocks will not be
included due to step feature. The thalweg elevation
shall be at the top of Header Rocks.
9. For Vanderpool Creek 1 a and UT2, Structures will be
tied in at bankfull elevation. For Vanderpool Creek 2a,
structures will be tied in at 3/4 bankfull max depth.
10. For Vanderpool Creek, Sill Rocks shall extend min. 12'
into streambank. For UT2, Sill Rocks shall extend min. 6'
into streambank.
11. After vane arms are installed, stabilize all disturbed
streambank with Riparian Seeding, Streambank
Matting, and Livestakes (see Details).
w
N
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N
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Sheet
C3

Apex Step Rock
Riffle
Streambed-1
Footer Rock)
0.3' Step Rock
/ r 0.3'
S
Poo/ tep
\-Splash Rock
Section A (At apex)
N. T. S.
Poo/
Bankfull
Max
Depth
Arm Arm Bankfull
Height Tie -In (see Note 9)
Arm Apex
Flow --- x J ----': ---- = Bankfull
_ � J
Dr
a f J
J
Bank Toe
Footer Rock)
Proposed Streambed
Existing Streambed
Arm Profile View
N. T. S.
CROSS VANE WITH STEP
Header Rock
Footer Rock
Splash Rock
_ Backfill
Existing (see Note 2 and 3)
Streambed Geotextile Liner
Proposed (see Note 4 and 5)
Streambed
Section B (At vane arm)
N. T. S.
Reach la Structure dimension Table
Parameter
1/3 Bankfull Width
5.7
Vane Arm Angle (deg)
19.0
Stream Length (ft)
16.6
Vane Arm Length (ft)
17.5
Vane Slope (%)
0.049
Vane Arm Height (ft)
Bankfull Hoax Depth (ft)
0.85
1.5
Structure Grade Drop (ft)
0.4.0.6
Notes: Key in at bankfull elevation
Edge of Water
at Normal Flow
Top of Bank
(Bankfull)
I W i W
y W
Apex Rock y y
(see Note 8) W Y.3
W
Header Rock
� I
Footer Rock
y y
i
y y r l
Reach la Cross Vane (Step) Elevation Table
Cross-
vane #
Centerline Station
Apex Thalweg
EL (ft)
Arm Apex
EL (ft)
Apex Bankfull
EL (ft)
Arm Bankfull
Tie -In EL (ft)
Total Structure
Drop (ft)
1
3+78-3+94.6
2919.60
2919.65
2921.10
2920.50
0.60
Structures are tied -in at bankfull elevation
Structures will be staked out by construction oversight prior to construction
W i
Riffle y
W �I
Arm Apex Elevation,
(see Structure Table)
W W W jIV'Backfill with suitable
v alluvial gravel -cobble mix
1 X (see Note 2 and 3)
Geotextile Liner
(as needed
� Osee Note 4 and 5)
B
y Rock Cutoff Sill,
.__���12' min.
Pool i 'I -
Arm Bankfull Tie -In
WiW W! Elevation
y W W y y WI (see Note 9, Structure
wW Wi Table)
Glide
y y I W W W W q, Splash Rocks
w u y W W W W W ! (as needed)
Ir I
I I I W Flow W W Excavate
Scour Pool
Bankfull Width
Plan View
N. T. S.
w
Notes:
with a layer of stone to prevent sinking or shifting, as approved by the Project
d
c
�°-CU
ro
1. Header, Footer, and Sill Rocks shall be min. 3.5' dia. long axis, min. 3.0' dia.
Engineer.
intermediate axis, and min. 2.0' dia. height.
5.
Geotextile Liner shall be medium weight non -woven polypropylene (Weight 7oz/sq
C0
2. Vane Arm Header and Footer Rocks shall be backfilled with alluvial material
yd; Tensile Strength 180 Ibs). Place liner behind the arm (upstream side), draped
ro
composed of a gravel -cobble mix if suitable size and consistency is available.
from top of rock structure to bottom of footer rock and extend a minimum of half
o
a
o
Suitable backfill shall have a min. median diameter of approximately 2", and shall
the trench bottom width. Trim excess or visible fabric.
not exceed 9". The material shall drain quickly, and support weight without shifting
6.
At the structure apex, extend Footer Rock below scour depth or to bedrock,
°o
o.ro
or sinking. Larger diameter rocks can be used at the apex of the arm wedge for
whichever is shallower. (The scour depth is assumed to be the max pool depth
scour protection, installed below the Arm Apex Elevation. Do not place sod or soil
associated with the structure).
on top of the Header Rocks nor use them to backfill behind Vane Arm. Any topsoil
7.
Step Height is the Total Structure Drop of the water surface. Maximum water
placed along the Vane Arm shall be for temporary erosion control seeding and
surface (structure) drop across the Apex Rock is 0.3' and internal step rock is 0.3'
shall be no more then 1-2" depth. The topsoil shall shall not extend above the
measured along the stream thalweg. See Section A and Structure Table.
elevation of the Header Rocks.
8.
Gaps between Apex Header Rocks will not be included due to step feature. The
3. Backfill behind the Vane Arm flush with the Header Rock elevation until meeting
thalweg elevation shall be at the top of Header Rocks.
the streambank contour.
9.
Structures will be tied in at bankfull elevation.
Sheet
4. For finer sediment substrates, outside gravel shall be brought in for backfill or
10.
After vane arms are installed, stabilize all disturbed streambank with Riparian
Geotextile Liner shall be installed (see #5 below). Footer Rocks shall be supported
Seeding, Streambank Matting, and Livestakes (see Details).
n i/

Reach 1a Structure Dimension
Table
Reach 2a Structure Dimension Table
Parameter
1/3 Bankfull Width
6.0
Vane Arm Angle (deg)
18.0
Stream Length (ft)
17.4
Vane Arm Length (ft)
19.4
Vane Slope (%)
0.052
Vane Arm Height (ft)
1.0
Bankfull Max Depth (ft)
2.2
3/4 Bankfull
1.65
Structure Grade Drop (ft)
0.4-0.5
Notes: Structures Tied in at 3/4 bankfull max depth, or 0.55 below
bankfull elevation
Reach UT2 Structure Dimension Table
Parameter
1/3 Bankfull Width
3.0
Vane Arm Angle (deg)
20.0
Stream Length (ft)
8.2
Vane Arm Length (ft)
8.8
Vane Slope (%)
0.045
Vane Arm Height (ft)
0.4
Bankfull Max Depth (ft)
0.8
Structure Grade Drop (ft)
0.3-0.4
Notes: Key In Structures at bankfull elevation
Reach la Cross Vane Elevation Table
Cross-
vane #
Centerline Station
Apex Thalweg
EL (ft)
Arm Apex
EL (ft)
Apex Bankfull
EL (ft)
Arm Bankfull
Tie -In EL (ft)
Total Structure
Drop (ft)
2
13+80 - 13+96.6
2879.85
2880.00
2881.35
2880.85
0.50
Structures are tied in at bankfull elevation
Structures will be staked out by construction oversight prior to construction
Reach 2a Cross Vane Elevation Table
Cross-
vane #
Centerline
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)
3
25+35 - 25-52.4
2837.40
2837.55
2839.60
2839.10
2838.55
0.50
Structures are keyed in at 3/4 bankfull
elevation, or 0.55'below bankfull elevation
Structures will be staked out by construction oversight priorto construction
Reach UT2 Cross Vane Elevation Table
Cross -vane #
Centerline
Station
Apex Thalweg
EL (ft)
Arm Apex EL
(ft)
Apex Bankfull
EL (ft)
Arm Bankfull
Tie -In EL (ft)
Total Structure
Drop (ft)
1
0+30-0+38.8
2864.60
2864.70
2865.40
2865.10
0.30
2
1+94 - 2+02.8
2859.90
2860.00
2860.70
2860.40
0.30
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l)
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0
0
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ro
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Sheet
C5
CO

Splash Rock
Apex Header_
Step Rock
Flow
1-0.3-0.5'
Footer Rock)
Section A (at Apex of Hook)
N. T. S.
Header Rock
Footer Rock
Splash Rock - BacWill
(see Note 2-3)
Existing �-
Streambed Geotextile Liner
Proposed (see Note 4-5)
Streambed Section B (At vane arm)
N. T. S.
Slope top to
match point bar
Bankfull Elevation
Bankfull
f
Section C (Hook Cutoff Sill)
N. T. S.
J-HOOK STEP ROCK VANE
Edge of Water
at Normal Flow
Riffle
.Y
W
y
pex Roc�ks
otsee 8:
Jxcavate
Rock CutoffSill (see Note 10)Pool
W
GI "d
Bankfull
Max Depth
Arm Arm Bankfull
Height Tie -In (see Note 9)
Arm Apex
--'"'. . . w -X grope --- — = Top of Bank/Bankfull
fw J
f. .
J
- Bank Toe
Header Rock Existing
Footer Rock Streambed
Proposed
Streambed
Arm Profile View
N. T. S.
Top of Bank
i W W (Bankfull)
' Y J
i Arm Apex Elevation,
�,,-'—(see Structure Table)
d
Backfill with alluvial
�
gravellcobble mix
.,----(see (see Note 2-3)
v 4, Geotextile Liner
�(see Note 4-5)
Arm Bankfull Tie -In
Elevation, (see Note
�9, Structure Table)
'S our Pool
Rock Cutoff Sill
w y W y y J W (See Note 10)
W
.Y .Y
\,Splash
Bonkfull % Rocks
Width
Plan View
See Structure Tables on Next Sheet
Rock or Log Vanes can be used,
depending on presence of bedrock
Notes:
1. For Vanderpool Creek, Header, Footer, and Sill Rocks
shall be min. 3.5' dia. long axis, min. 3.0' dia.
intermediate axis, and min. 2.0' dia. height. For UT2, rocks
shall be min. 2.0' dia. long axis, min. 1.5' dia.
intermediate axis, and min. 1.0' 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
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 0.5' measured along the stream
thalweg. See Section A and Structure Table.
8. There are no gaps between Apex Rocks, thalweg
elevation shall be at the top of Apex Header Rocks.
9. For Vanderpool Creek Reach 1 a and 2b and UT2,
Structures will be tied in at bankfull elevation. For
Vanderpool Creek Reach 1 b and 2a, Structures will be
tied in at 3 bankfull max depth.
10. For Vanderpool Creek, Sill Rocks shall extend min. 12'
into streambank. For UT2, Sill Rocks shall extend min. 6'
into streambank.
11. After vane arms are installed, stabilize all disturbed
streambank with Riparian Seeding, Streambank Matting,
and Livestakes (see Details).
w
Sheet
C6

Splash Rock
Apex Header_
Step Rock
Flow
F0.3-0.5'
Footer Rock
Section A (at Apex of Hook)
N. T. S.
Header Log
Footer Log
Splash Rock
Existing J- — - •• Backfill
Streambed Geotextile
Proposed f Liner
Streambed Section B (At vane arm)
N. T. S.
J r
J-HOOK STEP LOG VANE
Edge of Water
at Normal Flow,
Riffle
ex Rocks
ie Note 8)
Eder
ock-\
Top of Bank
�(Bankfull)
Embed Log
min substrate, 5' min
Arm Apex Elevation,
Top of Anchor Rock
(see Structure Table)
Backfill with alluvial
gravellcobble mix (see Note 3)
Geotextile Liner
-(see Note 3 and 4)
© Anchor Rocks pinning in
logs on front and back
Arm Bankfull Tie -In Elevation
(see Note 9, Structure Table)
" Rock Cutoff Sill
(see Note 10)
Glide �f
i
W W
Oy V• y �/ `Y `Y
W W i ij/t
Slope top to W
match point bar Bankfull
w dth ��
Bankfull Elevation
Plan View
------ 1 l2 Bankfull --- N. T. S.
Section C (Hook Cutoff Sill)
N. T. S.
Bankfull
Max Depth
Rock Cutoff roaot
Sill (see Note 10)
J i i
% y
/y W
!L .Y
J y xcavat
W S our Poc
w y y
Anchor Rock
Arm
Height Arm Bankfull Tie -In
(see Note 8)
Top of Bank/Bankfull
l Bank Toe
Geotextile
7
Header Log Liner
Footer Log
Arm Profile View
See Structure Tables on Next Sheet
Rock or Log Vanes can be used,
depending on presence of bedrock
Notes:
1. Header and Footer Logs shall be min. 12" diameter.
2. For Vanderpool Creek, Header, Footer and Sill Rocks
shall be shall be min. 3.5' dia. long axis, min. 3.0' dia.
intermediate axis, and min. 2.0' dia. height. For UT2,
rocks shall be min. 2.0' dia. long axis, min. 1.5' dia.
intermediate axis, and min. 1.0' dia. height.
3. Vane arm logs 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" dia. 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. For finer sediment substrates, outside
gravel shall be brought in for backfill or Geotextile Liner
shall be installed (see #4 below). Footer Logs shall be
supported with a layer of stone to prevent sinking or
shifting, as approved by the Project Engineer.
4. Geotextile Liner shall be medium weight non -woven
polypropylene (Weight 7oz/sq yd; Tensile Strength 180
Ibs). Place liner behind the logs (upstream side), draped
from top of log structure to bottom of footer log and
extend a minimum of half the trench bottom width.
Fasten liner every 6-12" with common 9d nails and
washers at midpoint along length of log. Trim excess or
visible fabric.
5. Offset Header Log forward into channel 1 /2 dia. or less
over Footer Log to create an undercut habitat, but
maintaining stability of vane arm.
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. The maximum water surface (structure) drop
across the Apex Step Rocks is 0.5' measured along the
stream thalweg. See Section A and Structure Table.
8. There are no gaps between Apex Rocks, the thalweg is
at the top of the Header Rocks.
9. For Vanderpool Creek Reach 1 a, 2b, and UT2, Header
Logs will be tied in at the bankfull elevation and pinned
in by Anchor Rocks. For Vanderpool Creek Reach 1 b
and 2a, Header Locis shall be tied in at 3/4 bankfull max
depth.
10. For Vanderpool Creek, Sill Rocks shall extend min. 12'
into streambank. For UT2, Sill Rocks shall extend min. 6'
into streambank.
11. After vane arms are installed, stabilize all disturbed
streambank with Riparian Seeding, Streambank
Matting, and Livestakes (see Details).
W
N
z¢ Yg
N
O O U
Sheet
C7

��co0)
03
~
cti a
N�o
0
S;
O
W
N
N
S;
S;
W
N
m m
z¢
O U
Yg
N
U
O
O
U
s
.N
ro
N ro
Q C o
ro
C �U
O Q) or
U
U UZ
0 o ro
i Z�
C c
O
U
Sheet
C8
Reach la Structure Dimension Table
Parameter
1/3 Bankfull Width
5.7
Vane Arm Angle (deg)
19.0
Stream Length (ft)
16.6
Vane Arm Length (ft)
17.5
Vane Slope (%)
0.049
Vane Arm Height (ft)
0.85
Bankfull Max Depth (ft)
1.5
Structure Grade Drop (ft)
0.4-0.5
Notes: Structures Tied in at Bankfull elevation
Reach lb Structure Dimension Table
Parameter
1
Reach 2a Structure Dimension Table
Parameter
1/3 Bankfull Width
6.0
Vane Arm Angle (deg)
18.0
Stream Length [ft]
17.4
Vane Arm Length (ft)
19.4
Vane Slope (°,�)
0.952
Vane Arm Height {ft}
1.0
Bankfull Max Depth (ft)
2.2
3/4 Bankfull
1.65
Structure Grade Drop [ft]
0.4-0.5
Notes: Structures Tied in at 3/4 hankfull max depth, ar 0.55 below
Bankfull elevation
Reach 26 Structure Dimension Table
Parameter
1/3 Bankfull Width 7.0
Vane Arm Angle (deg) 18.0
Stream Length (ft) 21.5
Vane Arm Length {ft} 22.6
Vane Slope 0.053
Vane Arm Height (ft) 1.2
Bankfull Max Depth {Ft} 1.8
Structure Grade Drop (ft) 0.4-0.5
Notes: Structures Tie in at Bankfull elevation
Reach la 1-Hook Elevation Table
Reach la 1-Hook Elevation Table
1-Hook #
Centerline Station
Apex Thalweg
EL [Ft]
Ann Apex
EL [ft]
Apex Bankfull Ann Bankfull
EL [ft] Tie-in EL [ft}
Total Structure
Drop [Ft]
1
4+42 - 4+98.6
2917.fl0
2917.19
2918.9D 2918.00
D.SD
2
5+48 - 5+fi4.fi
2911.95
2912.15
2913.45 2913.Q0
Q.45
3
6+36 6+52.6
29D8.70
2908.85
2910.20 2909.70
Q.50
4
8+30-8+4fi.6
29D1.15
2901.30
Z902.65 2902.15
0.50
9
9+34 - 9+9D.6
2897.90
2897.69
2899.OD 2898.50
0.9�
6
7
10+34 - lfJ-50.6
11+72 - 11-88.6
2893.75
2889.30
2894.f10
2889.49
Z895.25 2894.85
2890.80 289D.30
0.40
0.90
8
12+52 - 12-68.6
2887,8Q
2887.90
2889.30 2888.75
Q.55
Structures are tied -in at hankfull elevation
Structures will be staked out by construction oversight prior to construction
Reach lb J-Hook Elevation Table
J-Hook q
Centerline Station
Apex Thalweg
EL [ft}
Arm Apex EL
[ft}
Apex Bankfull
EL [ft}
Arm Bankfull
Tie -In EL {ft}
Arm 3�4
Bankfull ]ce-In
Total Structure
prop (ft)
9
15+85.0- 16+00.4
2870.60
2870.65
� 2872.30
2871.80
2871.35
0.50
10
17+30 - 17+45.4
2866.50
2866.65
� 2868.30
2867.80
2867.35
0.50
11
18+Q6-18+21.4
2864,4Q
2864,55
� 2866.20
2865.7Q
2865.25
O.SD
12
18+84- 18+99.4
2861.80
2861.95
� 2863.60
2863.10
2862.65
0.50
13
19+50 - 1965.4
2859.10
2859.25
2860.90
2860.40
2859.95
0.50
14
20+84 - 20.95.4
2854.80
2854.90
� 2856.60
2856.D5
2855.60
0.55
15
21+22 - 21+37.4
2853.50
2853.65
2855.30
2854.80
2854.35
0.50
16
23+30 23+45.4
2847.00
2847.15
� 2848.80
2848.30
2847.85
0.50
Structures are tied in at 3�4 hankfull max depth, or 0.49' below hankfull elevation
Structures will he staked out by construction oversight prior to construction
Reach Za 1-Hoak Elevation Table
1-Hook 1i
Centerline Station
Apex Thalweg
EL {ft}
Arm Apex
EL {ft}
Apex Bankfull
EL {ft]
Arm Bankfull Arm 3�4 Bankfull
Tie -In EL [Ft} Tie -In EL [ft]
Total Structure
Drop [Ft}
17
27+64 - 27+81.4
2831.10
2831.25
2833.3❑
2832.80 2832.25
❑.50
18
28+D8 - 28+25.4
2829.8
2830.09
2832.00
2831.6D 2831.05
❑.4D
19
28+42 - 2909.4
2828.2
2828.45
2830.40
2830.00 2829.45
0.40
Structures are tied in at 3�4 hankfull max depth, or D.59' below hankfull elevation
Structures will be staked out by construction oversight prior to construction
Reach 2h 1-Hook Elevation Table
1-Hook # Centerline Station
2D 3D+51-30+72.5
Apex Thalweg
EL(ft)
2823.95
Arm Apex EL
ft
[ }
2824.05
Apex Bankfull
EL(ft)
2825.75
Arm Bankfull
Tie- In EL ft
{ ]
2825.25
7otal5tructure
Drop ft
p { ]
D.50
21 31+70 - 31+91.5
2821.5
2821.60
2823.30
2822.8D
0.50
22 32+58-32-795
2818-6
2818.70
2820.40
2819-90
� 0.50
23 33+64 - 33+85.5
2814.E
2814.70
2816.40
2815.40
0.50
24 34+25.34+46.5
2813.4
2813.50
2815.20
2814.7D
� 0.50
25 35+14 - 35+35.5
26 36+52 - 36+73.5
2811.8
28D6.5
2811.9D
2806.7D
2813.6D
2808.30
2813.1D
2807.9D
D.50
D.40
27 37+54 - 37+75.5
2804.8
2804.90
2806.60
2806.10
0.50
Structures are tied -in at Bankfull elevation
Structures will be staked out by construction oversight priorto construction
Reach UT2 Structure Dimension Table
Parameter
1/3 Bankfull Width
3.0
Vane Arm Angle {deg]
20.0
Stream Length (ft)
8.2
Vane Arm Length (ft)
8.8
Vane Slope (%j
0.045
Vane Arm Height (ft)
p.4
Bankfull Max Depth (ft)
D.8
Structure Grade Drop (ft)
0.3-0.4
Notes Tie In Structures at Bankfull elevation
Reach UT2 J-Hook Log/Rock Vane Elevation Table
J-Hook #
Centerline
Station
Apex Thalweg
EL [ft]
Arm Apex
EL [ft]
Apex
Bankfull EL
(ft)
Arm Bankfull
Tie -In EL [ft}
Total
Structure
Drop (ft)
1
❑+58 - D+66.2
2864.aD
2864.10
2864.80
2864.50
0.30
2
❑+87 - l]+95.2
�863.20
2863.30
2864.�0
2863.70
0.30
3
1+40. 1+48.2
Z861.60
2861.70
2862.46
286Z.10
0.30
4
1+65. 1+73.2
Z860.90
2860.90
2861.70
2861.30
0.40
S
2+21 - �29.2
�859.10
2859.20
2859.90
2859.66
0.30
6
2+49. 2+57.2
Z85330
2853.40
2854.16
2853.80
0.30
7
3+04. 3+1Z.2
Z856.80
2856.90
2857.60
2857.30
0.30
8
3+30 - 3+38.2
2856.1D
2856.20
2856.90
2856.60
0.3D
9
3+56. 3+64.2
Z855.50
2855.60
2856.36
2856.00
0.30
10
3+83 - 3+91.2
Z854.70
2854.80
2855.50
2855.20
0.30
11
4+60 - 4+68.2
2852.2D
2852.30
2853.00
2852.70
0.30
12
5+02 - 5+10.2
�851.a0
2851.1}0
2851.80
2851.40
0.40
13
5+30 - 5+38.2
2850.00
2850.00
2850.80
2850.40
0.40
14
5+71 - 5+79.2
2849.6D
2849.70
2850.40
2850.10
0.30
15
5+96 - 6+�4.2
�848.a0
2848.10
2848.80
2848.50
0.30
16
6+37 - 6+45.2
2846.30
2846.30
2847.10
2846.70
0.40
17
5+91 - 6+99.2
2843.7D
2843.70
2844.50
2844.10
0.40
18
7+56 - 7+64.2
�841.a0
2841.10
2841.80
2841.50
0.30
19
7+82 - 7+96.2
Z840.40
2840.50
2841.26
2840.90
0.30
20
8+26 - 8+34.2
2839.4D
2839.50
2840.20
2839.90
0.30
21
9+03 - 9+11.2
�838.10
2838.20
2838.90
2838.66
0.30
Structures are tied -in at Bankfull elevation
Structures will Be staked out by construction oversight prior to construction

O
Edpe of Water
ROCK/LOG SILL
Top of Bank
(Bankfull)
I W
I W W
ieotextile Liner W I y W
(see Note 4) W
W W
iW J
Extend Sill W
�iW V
o Bank Toe (see—
NoteI W
2) I W W
Edge of Water
at Normal Flow
,s
On
!� W Riffle W W I
Bracing Rock IW J W
W W WI
I v V v I
I W W W
Sill Log, min. 12"
diameter iW V W W
W I W W W I
W W W
Bankfull Width =)OC' � Bankfull Width =)OC'
Plan View
N. T. S.
Flow ---L,
Pool
Geotextile Liner
(see Note 4)
Rock
Rocks
Footer Rock
(see Note 6)
SPr_tinn A
IV. I.J.
Flow---?_,
G\ \de
Pool
Geotextile Liner
(see Note 4)
Sill Log
Scour Rocks
RJR —le
_Footer Rock
(see Note 6)
CO
-�M
o��o
Notes:
1.
For Vanderpool Creek, Sill Rocks, Header and
IC-1
Footer Rocks shall be min. 2.5' dia. For UT2, rocks
Q
shall be min. 1.5' dia.
EE
o
2.
Sill Logs shall be min. 12" dia. Minimum lengths are
T
determined by channel bottom width plus 4'
extended into bank toe:
w
VC R1 a - 18'; R1 b - 16'; R2a - 17; R2b - 20'; UT2 - 14'
3.
Geotextile Liner shall be medium weight
non -woven polypropylene (Weight 7oz/sq yd;
Co
a,
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
w
the Project Engineer. Trim excess or visible fabric.
4.
Sill Rocks/Logs are placed just below the bankfullc
channel bottom, ensuring thalweg elevation at the
center rock or center of the log. Anchor rocks can
be used to provide toe protection at bank toe.
Anchor rocks shall not extend above the inner
berm elevation.
5.
Install Footer Rocks if Sill log/rock does not extend
below upstream pool scour depth, as approved by
the Project Engineer.
6.
Place scour rocks on front side of Sill (riprap, 6-9") to
protect against scour while riffle substrate seals.
7.
For Rock/Log Sills at the head of riffle, construct the
ul.
riffle starting at the Rock/Log Sill and extend the
riffle length downstream. Ensure a pavement layer
of substrate covers the Log/Rock Sill. For Rock/Log
Sills at end of riffle, ensure a pavement layer of
substrate covers the Log/Rock Sill and extends into
m m
the run. See Constructed Riffle Detail.
w
¢
g
N
O
O
U
Extend Sill
Rocks/Log
into Bank Toe
(see Note 2)
Bankfull _Elevation _____
Sill RockslLog below
112 Bankfull proposed streambed
--------- elevation
Rx.All
Section B (shown for rock only)
N. T. S.
See Structure Tables on Next Sheet
Rock or Log Structures can be
used, depending on presence of
bedrock and material availabilty
Sheet
C9

Edge of Water
Fop of Bank
'Bankfull)
ROCK STEP
Apex Step Rock
Flow 7
Geotextile Liner Riffle —
(see Note 2) _
W i Geotextile Liner
4W W W W
© W `1' (see Note 2)
W W , Feu n W
l- ' Footer RockSp
xtend Sill
Ito bank (see Note 6)
Bankfull Width
Plan View
N. T. S.
Section A
N. T. S.
Section B
N. T. S.
Rock
Notes.
1. For Vanderpool Creek, Step, Footer, and Sill
Rocks shall be min. 3.5' dia. long axis, min. 3.0'
dia. intermediate axis, and min. 2.0' dia.
height. For UT2, rocks shall be min. 2.0' dia.
long axis, min. 1.5' dia. intermediate axis, and
min. 1.5' dia. height.
2. Geotextile Liner shall be medium weight
non -woven polypropylene (Weight 7oz/sq yd;
Tensile Strength 180 Ibs). Geotextile Liner shall
be installed if substrate is fine-grained, as
approved by the Project Engineer. Place Liner
on the upstream side of all rock layers and
key in at the bottom. Trim excess or visible
fabric.
3. 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).
4. Step Height is the Total Structure Drop of the
water surface. The water surface (structure)
drop across the Step Rocks is XX' measured
along the stream profile. See Section A and
Structure Table.
5. The proposed thalweg is at the top of the
Header Step Rocks.
6. For Vanderpool Creek, extend Sill Rocks into
Sank min. 12'. For UT2, extend 6' into bank.
Structures will be keyed in at 1 /2 max. bankfull
depth (inner berm elevation).
See Structure Tables on Next Sheet.
Rock or Loa Structures can be
used, depending on presence of
bedrock and material availabilty
w
"AL
9"r-i
N
� m al OU
N
O O U
Sheet
C10

FLOW HEADER LOG
FOOTER LOG
STFA SPLASH
ROCKS
GEOTEXTILE LINER POOL
(see Note 2)��. V _
12" MIN
a� 1 —T
FOOTER ROCK
(FOR SUPPORT
AS NEEDED)
PROFILE VIEW (A
N.T.S.
HEADER LOG
(see Note 3)
FOOTER LOG
BRACING ROCK
FOOTER ROCK
(AS NEEDED —
FOR SUPPORT)
SPLASH ROCK
Notes:
1. For Vanderpool Creek, Log Step Footer Rocks shall
be min. 3.5' dia. long axis, min. 3.0' dia.
intermediate axis, and min. 2' dia. height. For UT2,
rock shall be min. 2.0' dia. long axis, min. 1.5' dia.
intermediate axis, and min. 1.0' dia. height.
2. Bracing Rocks shall be min. 18" dia. and brace
both Header and Footer Logs.
3. Log Step Header and Footer Logs shall be 12" dia.
tree trunks with all branches and rootwads
removed.
4. Header and Footer Log minimum lengths are
determined by channel bottom width plus 4'
extended into bank toe:
VC R 1 a - 18'; R 1 b - 16'; R2a - 17; R2b - 20'; UT2 - 14'
5. 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.
6. Geotextile Liner shall be medium weight
non -woven polypropylene (Weight 7oz/sq yd;
Tensile Strength 180 Ibs). Geotextile Liner shall be
installed if substrate is fine-grained, as approved
LOG STEP
CREATE A CHANNEL
THALWEG (see Note 8)
BANKFULL
(BKF)WIDTH
REAMBED
SECTION VIEW (B
N.T.S.
by the Project Engineer. Place Liner on the
upstream side of all rock layers and key in at the
bottom. Trim excess or visible fabric.
7. Extend Splash Rocks a minimum 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).
4. All Rocks must be touching and fit snug against
each other to ensure a tighter seal.
5. Step Height is the Total Structure Drop of the
water surface. The water surface (structure) drop
across the Step Logs is measured along the
stream profile. See Section A and Structure Table.
6. The proposed thalweg is at the top of the Header
Step Log.
7. Structures will be keyed in at 1 /2 max. bankfull
depth (inner berm elevation).
8. Create a distinct thalweg in the middle third of
the channel by notching the log; creating an
angle with the log and the bracing rock; using a
natural curvature in the trunk; or using two Header
Logs crossing the channel bottom at opposing
angles.
EDGE OF WATER
AT NORMAL FLOW
TOP OF BANK
(BANKFULL)
BRACING ROCK—,___,"1 _
--
STEP
FOOTER ROCK_�
(AS NEED FOR
SUPPORT)
1
SPLASH ROCKS
BANKFULL
(BKF) WIDTH
PLAN VIEW
N.T.S.
�
-
CIO
0
O
5
W
GEOTEXTILE
C/)
LINER
Note 2)
"I'�e
c
HEADER LOG
/-(see Note 3)
LOG I W
See Structure Tables on Next Sheet
Rock or Log Structures can be
used, depending on presence of
bedrock and material availabilty
►6
N
0 ca
m a O U
N
O O U
Sheet
C11

�z 100)
l)
Vanderpool Creek Rock/Log Sill Elevation Table
v
3 ro
cCi j ~
N�o Q
0
O
0
W
O
O
O
L7
.O
i
N
N
O
s:
W
N
m a
z¢
O U
Yg
N
O
O
U
U
N
'�
ro
.N
-Q E ro
L7 �
ro
O O c�
°
O o
U v z
°>
C
z
O
O c
O 2
Sheet
C12
Reach
Rock/ Log
Sill #
Centerline
Station
Thalweg EL
(ft)
Bank Toe EL
[ft)
Bankfull EL (ft)
1a
1
1138
2890.40
2890.70
2892.20
1b
2
1776
2865.20
2865.50
2867.30
1b
3
1926
2860.30
2860.60
2862.40
1b
4
2402
2844.10
2844.40
2846.20
2a
5
2746
2832.00
2832.30
2834.50
2b
6
3238
2819.40
2819.70
2821.50
2b
7
3344
2815.40
2815.70
2817.50
Structures will be staked out by construction oversight staff prior to construction
LIT2 Rack/Log Sill Elevation Table
1 0+00
2865.00
2865.20
2865.90
2 0+08
2865.10
2865.30
2865.90
3 0+44
2864.30
2864.50
2865.10
4 0+72
2863.70
2863.90
2864.50
5 1+01
2862.90
2863.16
2863.70
6 1+25
2862.00
2852.20
2862.80
7 1+53
2861.30
2861.50
2862.10
9 2+08
2859.60
2859.80
2860.40
10 2+35
2858.80
2859.00
2859.60
11 2+63
2858.00
2858.20
2858.80
12 2+90
2857.20
2857.46
2858.a0
13 3+18
14 3+44
2856.50
2855.80
2856.70
2856.00
2857.30
2856.60
15 3+70
2855.20
2855.46
2856.00
16 3+97
2854.40
2854.60
2855.20
17 4+23
2853.40
2853.60
2854.20
18 4+48
2852.60
2852.80
2853.40
19 5+16
2850.60
2850.86
2851.40
20 5+59
21 6+22
2849.10
2846.90
2849.30
2847.10
2849.90
2847.70
zz 7+69
2840.70
2840.90
2841.50
23 8+10
2839.80
2840.00
2840.60
Structures will be staked out by construction
Reach 2b Rock/Log
Step Elevation Table
Reach lb Rock/Log
Step Elevation Table
Rock/Log
Step #
Centerline
Station
Thalweg {Step]
EL (ft}
Bankfull EL
(ft)
1/2 Bankfull
Tie -In EL (
Total Drop
Reach 2a Rock/Log
Step Elevation Table
Rock/Log
Step #
Centerline
Station
Thalweg (Step)
EL (ft)
Bankfull EL
(ft)
1/2 Bankfull
Tie -In EL (ft)
Total Drop
Structure (ft)
1
24+94
2839.20
2841.40
2840.30
1.00
2
27+10
2833.30
2835.50
2834.40
0.60
3
27+28
2832.70
2834.90
2833.80
0.70
4
29+84
2825.90
2828.10
2827.00
0.60
Structures will be staked out by construction oversight staff prior to construction
Reach UT2 Rock/Log Step Elevation Table
Rock/Log
Centerline
Thalweg
Bankfull (ft)
1/2 Bankfull
Total Drop

ROOTWADS WITH LOG
FOOTERS
F/oyv q Top of Bank
�(Bankfull)
Edge of Waterer
at Normal Flow
Rootwad
\ �y Bracing Rock
(see Note 7)
Toe of Bank Slope
Footer
co
-�M
o��o
Notes.
1. Rootwads shall be installed at a depth sufficient enough to
IC-1
saturate half the root ball and trunk at normal flow elevation. If
Q
addtional bank protection is needed, add additional layers of
c
r
toewood on top of this structure. Do not elevate Rootwads.
o
2. For Vanderpool Creek, Rootwads shall consist of a 12-18" dia.
hardwood tree with 15-20' trunk and 5' min. root ball dia. For UT2,
use 8-10" dia hardwood trees with 10-15' trunks and 3' min. root
ball dia. Trunks shall be relatively straight and free of breaks.
c0
3. Rootwads shall be installed directed upstream into flow with no
more than a 15' departure angle from the bank.
4. Space Rootwads so that root balls overlap 6" min. to create an
interlocking unit.
5. Rootwads shall be angled at min. 2-3%slope downward back into
w
the bank in order to maintain saturation.
Anchor Rock
(see Note 8)
Backfill with suitable alluvial
material 8•
(see Note 9)
q
9.
Plan View
N.T.S.
Streambank Matting
(see Detail) Restore disturbed areas with
Riparian Seeding (see Detail) 10
Existing Ground
Normal Flow B kfull 1 1
Elevation Proposed Ground
\ 2 Max Wooden Stake
Rootwad '
Anchor Rock (see Note 8) 12
Fill in between
Rootwads with
Streambed woody debris
Scour Pool
Backfill with suitable
Footer Log alluvial material,
(see Note 9)
Section A - A View
N.T.S.
Footer Logs shall be min. 12" intermediate axis dia. and shall be
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.
Bracing Rocks shall be 18" dia. and placed near the base of the
root ball with no gaps. Rocks shall be placed between Rootwad
trunks and at either end of Rootwad installations in order to
prevent Rootwads from shifting.
Anchor Rocks shall be 12-18" dia. and placed on top of Rootwad
trunks, offset back into the bank. Offset distance depends on
where weight is needed along trunk to adequately keep Rootwad
from floating. For larger root balls and trunk base, Anchor Rocks
shall be placed at base of trunk.
Footer Logs 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.
Excavate scour pool out in front of Rootwads to the proposed
pool depth (see Longitudinal Profile)
After Rootwads have been installed, backfill streambank with
clean soil fill material and compact at the proposed bank angle.
Backfill shall start at base of Rootwad, or top of Anchor Rock and
extend upwards at X:X slope.
Stabilize streambank with Riparian Seeding, Streambank Matting,
and Livestaking (see Details).
Rootwads with Loa Footers shall be
used in lower energy meander bends
with larger radius of curvatures. Use
Rootwad Revetments downstream of
structures, bridges/culverts, higher
energy meander bends with tighter
radius of curvature.
7T;
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Sheet
C13

ROOTWAD REVETMENT
F/oyv q Top of Bank
�(Bankfull)
Edge of Water f
at Normal Flow
\ Rootwad
y, Anchor Rock (see Note 8)
Bracing Rock
Footer Rock
w Toe of Bank Slope
' IL �
Backfill with suitable
alluvial material
(see Note 9)
A
Plan View
N.T.S.
Streambank Matting
(see Detail)
Existing Ground
Elevation \
Normal Flow Proposed Ground
Anchor Rock 2
(see Note 8) 1f
Rootwad
Restore disturbed areas with
Riparian Seeding (see Detail)
Bankfull Elevation
Wooden Stake
Bracing rock
between Rootwads
A Streambed Scour Pool -"'� A
Footer Rock Backfill with suitable alluvial
material (see Note 9)
Section A - A View
N.T.S.
Notes:
1. For Vanderpool Creek, Rootwads shall consist of a 12-18" dia.
hardwood tree with 15-20' trunk and 5' min. root ball dia. For UT2,
use 8-10" dia hardwood trees with 10-15' trunks and 3' min. root
ball dia. Trunks shall be relatively straight and free of breaks.
2. Rootwads shall be installed directed upstream into flow with no
more than a 15' departure angle from the bank.
3. Space Rootwads so that root balls overlap 6" min. to create an
integrated revetment.
4. Rootwads shall be angled at min. 2-3% slope downward back
into the bank in order to maintain saturation.
5. 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.
6. Rootwad trunks must be submerged below the normal flow
elevation in order to function properly, creating a scour pool to
effectively dissipate energy. If bank protection is needed above
the Rootwad Revetment, add additional layers of toewood.
7. Bracing Rocks shall be 18" dia. and placed near the base of the
root ball with no gaps. Rocks shall 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
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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
ro
upwards at design slope.
CO
.N
12. Stabilize streambank with Riparian Seeding, Streambank Matting,
�
ro ro
and Livestaking (see Details).
a�
Q
o
ro
U
Rootwads with Log Footers shall be
CO
c)
a�
a
used in lower energy meander bends
with larger radius of curvatures. Use
Rootwad Revetments downstream of
structures, bridges/culverts, higher
Sheet
energy meander bends with tighter
radius of curvature.
C 14

FLOW
i TIT
24" MIN
GEOTEXTILE LINER
(see Note 2)
/—STEP ROCK
SPLASH
—12" ROCKS
POOL
12" MIN
L-24"—J
PROFILE VIEW (A) FOOTER ROCK
N.T.S.
FOOTER ROCK
SPLASH
ALTERNATE T1
BETWEEN STRUCTURES
Notes:
1. Rock Step Headers, Footer and Sill Rocks shall be
min. 3.0' dia. long axis, min., 3.0' dia. intermediate
axis, and min. 2' height.
2. Header Rocks are slab rocks and must be min. 24"
intermediate axis and greater than 6" height.
Header Rock total height equals the Step Height.
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 medium weight
non -woven polypropylene (Weight 7oz/sq yd;
Tensile Strength 180 Ibs). Geotextile Liner shall be
installed if substrate is fine-grained, as approved by
the Project Engineer. Place Liner on the upstream
side of all rock layers and key in at the bottom. Trim
excess or visible fabric.
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).
SINGLE ROCK STEP POOL WTI
BANKFULL
(BKF)WIDTH
::K
SECTION VIEW (B)
N.T.S.
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 Header
Step Rocks.
9. Structures will be keyed in at 1 /2 max. bankfull
depth (inner berm elevation). Header rocks shall
extend to the inner berm elevation on each bank.
10. Extend Rock Sills into each streambank min. 9.0'.
TOP OF B,
(BANKF
STEP ROCK
FOOTER ROCK
SPLASH ROCl<
EDGE OF WATER
)TEXTILE
NER
Note 4)
-XTEND SILL
NTO BANK TOE
'see Note 10)
I� BANKRILL �I
(eK�w�on�
PLAN VIEW
N.T.S.
Reach UT1 Single Rock Step Pool Elevation Table
1/2
Total
Thalweg
Rock
Centerlin
Bankfull
Bankfull
Drop
(Step) EL
Step it
e Station
(ft)
Tie -In EL
Structure
(ft)
(ft)
(ft)
1
0+42
2845,70
2847.00
284635
0.45
2
0+56
2845,15
2846.45
2845.80
1.05
3
0+67
2844,10
2845A0
2844.75
1.55
4
0+78
1 2842,55
1 2843,85
1 2843,20
1 1.55
5
0+89
1 2841,00
1 2842,30
1 2841,65
1 1.55
Structures will he staked out by construction oversight staff prior
c
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Sheet
C15

SINGLE ROCK VANE
Edge of Water
at Normal Flow
W
I W Y
Header Rock
Footer Rock
Splash Rock
Backfill
(see Note 2, 3)
Existing f
Streambed Geotextile Liner
(see Note 3, 4)
Proposed
Streambed
Section A (At vane arm)
N. T. S.
On
Bankfull
Max Depth
Arm Arm Bankfull .v
Height Arm Apex
Tie -In (see Note 7)
Flo't��W�W�IWWW�.�.W
Footer Roc
Arm Profile View
N. T. S.
-----'�-- - --- Top of Bank/Bankfull
IW
-Bank Toe
'Existing
k Streambed
Proposed
Streambed
Reach lb Single Rock Vane Dimension Table
Parameter
1/3 Bankfull Width
5.0
Vane Arm Angle (deg)
18.0
Stream Length (ft)
15.4
Vane Arm Length (ft)
16.2
Vane Slope (%)
0.056
Vane Arm Height (ft)
0.90
Bankfull Max Depth (ft)
1.8
2/3 Bankfull Max Depth (ft)
1.2
Structure Grade Drop (ft)
0
Notes: Structures Tied in at 2/3 bankfull max depth, or 0.6 below
bankfull elevation
Pool
Top of Bank
(Bankfull)
Arm Apex Elevation,
W W i (See Structure
�. I Table)
,IIIX
W
W i �
i Backfill with
W i suitable alluvial
Va'he At gravel -cobble mix
Angle i (see Note 2 and 3)
Y W W
W W
W
W W
Y W W
W
W W
i W Y I Y W
Bankfull Width
Plan View
N. T. S.
Geotextile Liner
(see Note 3 and 4)
*O
Footer Rock
Header Rock
Rock Cutoff
_ f Sill, (see Note 8)
11Arm Bankfull Tie -In
Elevation (See Structure
Table, Note 7)
Splash Rocks
(as needed)
\Excavate
Scour Pool
Single Rock Vane Structure Table
Single
Apex
Arm
Apex
Arm
Rock
Centerline
Thalweg
Apex EL
Bankfull
Bankfull
Vane #
Station
EL (ft)
(f0
EL (ft)
Tie -In EL
(f0
1
16+66 - 16+81.4
2867.70
2868.00
2869.50
2868.90
2
3
4
Structures are keyed in at 314 bankfull max depth. Bankfull drops 0.45'
between Arm Apex and Arm Tie -In
Structures will be staked out by construction oversight staff prior to
construction
Notes:
1. For Vanderpool Creek, Header, Footer, and Sill
Rocks shall be min. 3.5' dia. long axis, min. 3.0' dia.
intermediate axis, and min. 2.0' dia. height.
For UT2, Header, Footer, and Sill Rocks shall be min.
2.0' dia. long axis, min. 1.5' dia. intermediate axis,
and min. 1.0' 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 note 5 below). Footer Rocks shall be
supported with a layer of stone to prevent sinking
or 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. Structures will be keyed in at the bankfull elevation.
8. For Vanderpool Creek, Rock Sills extend into the
bank min. 12'. For UT2, Rock Sills extend 6'.
9. After vane arms are installed, stabilize all disturbed
streambank with Riparian Seeding, Streambank
Matting, and Livestakes (see Details).
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Sheet
C16

-��
TOEWOOD REVETMENT .5 �M
Notes: v°)
1. Toewood Revetments consist of large woody debris (logs,
branches, shrubs) and rootwads installed at various angles
EE
along the toe of bank slope in order to narrow the low flow Z
a channel along riffles/runs. Toewood Revetments improve flow,
prevent mid -channel bars, and encourage deposition on the w
newly created bench.
2. Extend the width of the Toewood into the channel XX' and o
Edge ofWater� Rootwad Anchor Rock blend in to the bank toe at the upstream and downstream C/)
at Normal Flow Footer Log Woody Deb is Toe of ends. Extend the depth of the Toewood a min. XX' below the °'
9 ZZ
Bank proposed substrate elevation. Extend the height of the
a�
Toewood approximately XV above normal flow elevation to
create a bench for deposition.
Rock Sill Toy
xx xx t 5� ` �,,�,� 3. Place Toewood at various angles, but not directly parallel to
'�� flow to avoid scouring. Layer Toewood with larger material
:t To of and rootwads on the bottom and smaller branches on top. -
Bank Compact layers as they are installed.
l �U kfull
Backfill (�� ) 4. Rootwads shall consist of XX-XX" dia. hardwood trees with XX' �
suitable alluvial trunk and XX' min. root ball dia. Trunks shall be relatively
material straight and free of breaks.
a (see Note 7) 5. Install Rootwads at XX' spacing, directed upstream into flow
with no more than a 15' departure angle from the bank, and
Plan View on top of foter logs laid perpendicular behind rootballs.
N.T.S. 6. Rootwads shall be angled at 2-3% slope downward back into
the bank in order to maintain saturation.
7. Backfill Toewood Revetment with gravel alluvial rock material,
if suitable size and consistency is available. Suitable Backfill
shall drain quickly and support weight without shifting. Add
Backfill as Toewood is layered in. For fine sediment substrates,
support Footer Logs with a layer of stone to prevent sinking or
m m O U
shifting, as approved by the Project Engineer.
N
8. Place Rock Sills (min. XV dia.) along the upstream and
Restore downstream edges of the Toewood Revetment.
Streambank disturbed areas 9. Extend Rock Sill laterally XX-XX' into the bank from the front
Matting (see with Riparian Toewood elevation back to the inner berm elevation within
Exit, gil) Seeding (see
the bank. Extend Rock Sill vertically XX' below the proposed
Normal Flow Pr°SQ,ygdDetq(l�,kl„ll
� Z,,,x Elevation substrate elevation.
Elevation Anc)(4Pund ,� 10. Rocks stacked shall be offset 6" towards Toewood for stability. o
Wooden Stake ._ •�, ro
Rootwack c�11. Anchor Rocks (min. XX' dia.) shall be placed on top of •CU
N
Woody Debris Toewood to effectively weigh the mass down and prevent
ro �
floating until saturation achieved. Q) v� o
12. After Toewood Revetment nstallation, Backfill streambank 0) n
Riffle orRun� Backfill with with clean soil fill material and compact at the proposed
Streamb-1 suitable alluvial v z
Footer Log material bank angle. v o
(see Note 7) 13. Stabilize streambanks with Riparian Seeding, Erosion Control °
SectionA -AView Matting, and Livestaking (see Details). o �,
N. T. S. U
Sheet
C17

TYPICAL CHANNEL RE -VEGETATION PLAN VIEW DETAIL
Native tree and shrub (bareroot or 1-3 gallon
containers) species to be planted at a density
sufficient to provide 400 trees/acre at maturity
-floodplain species include but are not limited to:
Genus Species Common Name
Acerrubrum Maple, Red
Betula alleghaniensis Yellow Birch
Cephalanthus occidentalis Buttonbush
Corpus amomum Dogwood, Silky
Hamamelis virginiana Witch Hazel
Lindera benzoin Spicebush
Liriodendron tulipifera Poplar, Yellow
Oxydendrum arboreum Sourwood
Physocarpus sp. Ninebark
Platanus occidentalis Sycamore
Prunus serotina Cherry, Black
Quercus rubra Oak, Northern Red
Quercus shumardii Oak, Shumard
Sambucus nigra canadensis Elderberry, Common
Salix nigra Willow, Black
Tilia americana Basswood
Any substitutions must be approved by Project
Engineer.
*Do not plant Betula nigra orJugulands nigra.
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 Seed Mix.
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. See Slope Matting
detail.
3. Place livestakes in two rows with 5' spacing
between rows.Livestake species include:
Corpus amomum, Physocarpus opulifolius, Salix
serecia, Sambucus canadensis.
Any substitutions must be approved by Project
Engineer.
Note:
Planting width will vary based on landowner compliance and project
specifications.
Sod -matting or —
coconut matting
applied to nearbank
areas of disturbance
PLAN VIEW
Top of Terrace
Combination of
container or bare -root
native tree &/or shrubs
(see riparian
planting plan for species)
Bankful I
Water Surface
I:y10111I►Y►�►y��Ito] ►1
Native Livestakes
INSPECTION AND MAINTENANCE:
This consists primarily of two components, stream
stabilization structures (J-Hooks, Cross vanes, etc.)
and planting of the stream banks and riparian
areas. In the event that the stream structures shift,
wash away, settle, or otherwise physically cannot
function as designed, contact BFEC/BFED. If the
new plantings experience a mortality rate of
greater than 25%, the dead/dying plants will need
to be replaced.
PERMANENT RIPARIAN SEED MIX (STREAMBANK AND
RIPARIAN BUFFER):
APPLY AT 20 LBS PER ACRE OF DISTURBANCE (per
specifications of seed supplier):
ERNST CONSERVATION SEED MIX ERNMX-304 (NC
MOUNTAINS RIPARIAN MIX) WHICH INCLUDES THE
FOLLOWING SPECIES:
SWITCHGRASS, INDIANGRASS, BIG BLUESTEM,
VIRGINIA WILDRYE, PARTRIDGE PEA, BLACKEYED
SUSAN, SWAMP MILKWEED, WILD BERGAMOT,
NARROWLEAF SUNFLOWER, OXEYE SUNFLOWER,
PURPLESTEM ASTER, BONESET, LICORICE SCENTED
GOLDENROD, NEW YORK IRONWEED
PERMANENT SEED MIX (OUTSIDE OF RIPARIAN
CORRIDOR):
APPLY AT 300 LBS PER ACRE OF DISTURBANCE (or per
specifications of seed supplier):
KENTUCKY BLUEGRASS/TALL FESCUE MIX (LAWN)
TEMPORARY SEED MIX AND SPECIFICATIONS:
Common Name Rate/Ac Optimal Planting
Rye grain 30 Ibs Aug 15 - May 15
Browntop millet 10 Ibs May 15 - Aug 15
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.
w
Sheet
C18

6"
Wire Fence min.
(if applicable)
Geotextile Fabric
Backfill and
compact soil
24"
rn
Existing
Ground
E
8"
o
mind"
24"
1D
min.
min.
Steel Post
PROFILE VIEW
NTS
SILT FENCE
Max. 6' Spacing without fence
Max. 8' Spacing with fence
Steel
Post
Wire/Plastic
Ties
8"
min.
77-""' ...... "'
Botto of 24" min. CID
Trench Geotextile
T I —,''
Fabric
SECTION VIEW
NTS
24"
Existing
6"
min.
Ground Q
Notes:
1. Silt fence shall meet the requirements of the NC Erosion and
Sediment Control Planning and Design Manual (2013) Sfd
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 ff 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 ff steel.
Wooden stakes are not allowed.
5. Geofexfile 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 french.
6. Wire or Plastic ties shall have 50 lb tensile strength min.
7. When two separate sections of geofexfile fabric adjoin
each other, they shall overlap by 6" and be double folded.
8. Geofexfile fabric shall be fastened with plastic or wire ties
securely to the posts at the fop, vertical midpoint and
bottom of geofexfile fabric.
9. The distance between the foe of the fill to the silt fence
shall be a minimum of 5'.
Flow
Space wood
stakes every 36" in
diamond shape
pattern.
SLOPE MATTING
/-Use key trench on top edge.
min. overlap
Bottom Edge
Note: Rotate stakes 20' towards
PLAN VIEW direction of flow to prevent uplift.
NTS
Fill and compact
with topsoil
Erosion Control Matting
18" 3
min. 1
Extend matting below
normal flow elevation
SECTION VIEW
NTS
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 Engineers approval before
use.
Extend matting 18" min. past the fop of bank or fop of slope. Upstream
fabric overlaps downstream fabric by 6 in.
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.
For streambanks, do not french or stake the bottom of the matting to
avoid disturbance and instability along the foe of slope.
Tuck matting behind and under foe protection measures such as
revetments and rock.
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Sheet
C19

TEMPORARY STREAM CROSSING AND
CONSTRUCTION ACCESS
2-4" Stone
Streamflow
PLAN VIEW
NTS
SECTION A VIEW
NTS
Notes:
1. Temporary Stream Crossing and
Construction Access shall be installed
2.
3.
4.
along designated vehicular access
routes needed during construction.
Temporary Stream Crossing shall pass
the 10YR 24HR storm event (31.2 cfs) to
meet trout stream requirements
Strip topsoil and stockpile for
reapplication following construction.
Excavate footprint of access road down
8" and install geofexfile liner.
Install 24" CMP culvert where sfreamflow
is currently flowing within the former
Emergency Spillway channel. Ensure
culvert is encased in stone bedding
throughout length. The culvert length
will be 30' to span diagonally under the
Temporary Stream Crossing.
Place 2-4" clean washed stone over
geofexfile liner.
Ensure road slope is adequate for
0
"Stone, 8" Depth
-.textile Liner
drainage, repairing any areas with
ponded wafer immediately.
8. Replenish stone layer when surface rock
becomes compressed >2", or stone
becomes covered with fine sediment.
9. Ensure all sfreamflow passes through
culvert, using additional stone and
geofexfile to contour channel and
divert flow, if necessary.
10. The temporary culvert can pass flows
between the 5-YR and 10-YR 24-HR
storm event (see fable below). For
larger storm events, remove the
Temporary Stream Crossing and culvert
to allow larger flows through
unimpeded, and re -installed these
measures when normal flow conditions
are re-established.
11. Remove the Temporary Stream Crossing
and Construction Access following
construction activities according to the
Construction Sequence.
TEMPORARY CONSTRUCTION
8" depth underlain with Geotextile Fabric
Temporary Drainage Pipe,
as needed
ved Road
PLAN VIEW
NTS
Existing
I► 50' min �� Ground
2% slope
Paved Road
Clean washed stone 2"4' dia.,
3" min. undercut priE77of
8" depth
placement of stone Non -woven Geotextile Fabric shall
be placed under entire width/length
Temporary Drainastone
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. Replenish stone when surface rock becomes
compressed < 8", stone becomes covered with fine
sediment, or sediment is visible on the paved road.
w
ki
Sheet
C20

CULVERT OUTLET PROTECTION
Notes:
Headwall (type, size)
1.
Refer to table below in reference to appropriate rock sizes
associated with each pipe diameter.
Culvert (D=size)
2.
Culvert shall be Corrugated Aluminum pipe, diameter XV.
3.
Riprap shall be XV median diameter rock (NCDOT Class X).
4.
Geotextile liner shall be NCDOT Type X, and extend under the
headwall, to the top of riprap layers, and shall be trenched
t�
minimum 12" into receiving channel bottom.
5.
Riprap shall be placed on geotextile with top of rock at or below
flow line of culvert and receiving stream. Depth (H) of rock shall
extend minimum 2 x riprap median diameter below the flow line,
H=XV
6.
Riprap apron shall have a minimum width at the culvert outlet (W1)
extending 3 x D, and a minimum width at the end of the apron
Plan View
within the receiving channel (W2) of W1+2.0' on both sides;
W 1=XX', W2=XX'.
Culvert (D-XX) s/�aEmbankment
?'
7.
Riprap apron length (L) shall extend from the culvert invert into the
Headwall (type, size)
receiving channel a minimum of 5 x culvert diameter, with a 1%
Riprap apron
slope, L=XX'. If culvert discharges into an existing channel, ensure
ripap extends up to the top of the receiving channel bank from
the headwall to the end of the apron.
Slope >090--�
)�O JH
8.
Headwall shall be composed of large angular boulders (median
diameter XX') extending the width of the apron (W 1) minimum and
Geotextile Liner
into the channel minimum 1 /2xL. Headwall rock shall extend
L
minimum 1 x D above top of culvert and shall be underlain by
Geotextile Liner.
9.
Ensure embankment behind headwall does not exceed 2:1 slope
Section View
and soil is appropriate for backfill and compaction.
RIP RAP SCHEDULE
PIPE Q25 D50 Dmax
D
L
W1
W2
15" 2 CFS 3.0" 4.5"
6.8"
8
4'
9'
18" 5 CFS 3.5" 5.25"
7.9"
9'
4.5'
10.5'
24" 10 CFS 5.0" 7.5"
11.3"
13'
6'
15'
30" 22 CFS 6.0" 9.0"
13.5"
16'
7.5'
18.5'
Note: Place on filter cloth.
Stone shall not
block
flow of water from pipe or other
surface.
See
outlet protection detail
w
Sheet
C21

j Gr�i(img (Berm or Diversion ditch)
f At each end of crossing to prevent
surface runoff ftom entering the crossing
I
Anchor post
Min. dia, 5"
Line post
Min. ilia. 3 1. 2" —
J t
max
See Toe /' \7T, i
Tr'mc h Detail
Stream Crossing Cross -Section
Looking Downstream
Bottom wridth: ft-
I .efi ramp: ffl. long, slope M or I IN)
Right ramp: 11. long, slope (% or H:V)
Crossing surface width (parallel to flows): ft.
Surface Material & Thickness:
Existinaay stream channel
Bottom width should
match stream bottom width
Fence Post
Fencing ni um ineet Freak Aiva' �
Wire Fence Construction ,' spec- fca ion
o tna�•�5 1�
Sloes
.. .1 f n. 8" thief
Fabric Fitter Clout f . Overexcavate to install mi
Must meet NRCS Material Spec. 592 ! gravel layer over falinc filter cloth.
Staples Gravel should be crusher run (road
S fetal Lbond) or railroad ballast stone or a
See Detaailil Combination of both.
Stream Crossing Plan'Vie�v l'`� -�- Topofbank
- - slope 3:1 Cut �, _
_ Pe � Stream bottom 3:1 Cut slope
m
_— - Stabilize al cut slopes
r 1mmedinlety :;ftnr ennstrunfitin --
See Toe
Trench Detail
Caution
R�rare beginning excai,ation clieck
for undergm upid and averhood
tftrlef es
Call 811
Len. ramp
See 1=abriG
Lapping Detail
ottom of crossing
3:1 Cut Slope
578 - Stream Crossing (Fold Type)
i•nd�LSer cr Farm Name sp'ietl _ of I
Refer NRCS CPS 578 for additional Standard Stream Crossing (Ford Type) s
igltit ramp
Scc Fabric
Trenching Detail
3:1 Cut slope
USDA-NRCS North Carolina
Fidd affire
ri
Sheet
C22

2.0'
�M
Caution
fi,r under,
r'orind and overheud
wililies
Call 811
1.01
Toe Trench Detaff
Ramp
Fabric Filter Cloth
Earth backfill
J Drive sharpened
fence past
-~� through trench
Stream flow
Staples shall be fabricated of Igo. 4
Re bar.
Number of staples required for a 10 - 15 foot wide
crossing can be estimated using this formula.
'SIaples required = (Length of crossing x 2,5)
+ (Length (?J crossing l 3)
578 - Stream Crossing Wni-d Tvpo)
4„
Is I I
USDA NRCS North Carolina
NodLiner c- Farm Nar^r: +"rh"• _ l FIald CNficc
Refer NRCS CPS 578 for additional Standard Stream Crossing (Ford Type) specifications
w
Sheet
C23

HIV
� Sujti-00
Vanderpool Farms, LLC,
Site Photosheets
Photographed by BFEC 11/30 — 12/01/2023

Main Channel

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Ae
ZK
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Iwo
R tip-,_ �-� e=•..- i�. �'�' '
Wo
Undercut Bank
- . ycy_- ,fit'`" `�.. -'. �, �,• _ A
ne
Ids( 0
61
R
Cattle access/tramplir
ig
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low
��le-_4`' ^�_"4 �:��`��r��.I• r 1 • .�. 5� ;��_JLYM� _ l��i'•��rf"�•-i�.� _ _ ,�ri

XS 20 Facing Upstream (Sta 18+43)
XS 24 Facing Downstream (Sta 21+96)

XS 35 Facing Downstream (Sta 31+42)
0 342°NW (T) c- 36.264232,-81.756947 ±5 m ■ 838 m
XS 37 Facing Left (Sta 34+90)
0 241 -SW (T) 0 36.264682,-81.757893 ±7 m ■ 826 m

'Jul

XS 1 Facing Upstream (Sta 0+24)
0 11 TE (T) 36.263072,-81-755081 ±6 m ■ 840 m
14
-- . .. %F., . am
XS 2 Facing Upstream (Sta 0+52.5)
0 133°SE (T) c 36.263146,-81.755109 ±5 m ■ 840 m

UT2
757983 ±5 m

917 Charlie Thompson Rd, Vilas�NC 28kg2, USA
'k�{„N1
te
a' •�.,
I 'Tz.
Ilk Y
= — _
—• - y Vanderpoc
;lJT2 XSP1 Strearr�Up;„ s` z 01 Dec 2023,
917 Charlie Thompson Rd, Vilas, NC 28692, U
p a P.
PIO
J
Erosion
. , r
top
Vanderpool XS photos ,
UT2 XSR2 RR Up -01 Dec 2023, 8:42:31 AM

917 Charlie Thompson Rd, VElas, NC 28692, USA
77
a
i ry
y V
Vanderpool GCS photos
UT2 XSP4 Stream Down 01 Dec 2023, 8:56:36 AM
•.i r
1083 Charlie Thompson Rd, Vilas, NC 28692, USA
"tea"-s=z��- h , �'•+�a� ' • J
� • f
..�_ `ter-. -._- � -- .. .�t'��� _t'"� - � � �T��al� •e`:
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nderpool GCS photos
[ 1T2 XSR9 L Rllp •'%' - '
__ r".'. 01 Dec 2023, 9; 29:47 AM

Mutual Agreement
for
Stream Stabilization/Restoration Project
Resource Institute, Inc. (RI) is a non-profit organization that assists organizations and
individuals in carrying out projects to protect natural and human resources while promoting
economic development. RI can assist with projects in a variety of ways, including, but not limited
to, fund-raising, administering project funds, and contracting for services needed to complete a
project. RI has recently adopted projects associated with the USDA-NRCS EQIP program such
as the Western NC Stream Initiative and RCPP to help farmers and landowners address eroding
stream banks that are negatively affecting them through loss of property, hazards for livestock,
sediment transport into a stream and degraded aquatic habitat. The farmer/landowner has either
initiated an application for assistance through USDA/NRCS's EQIP program or has already signed
an agreement/contract for assistance with USDA/NRCS's EQIP program. RI's role is to help
attain the funding for the design, construction oversight and unmet construction needs of the work
for sites with current EQIP program agreements/contracts through USDA/NRCS.
RI will assist the farmer/landowner by helping to address issues related to managing and
contracting for the required design, planning, permitting and construction work for stream
enhancement practices on the site, as well as necessary structure work, and bank stabilization. RI's
objective is to help address current water quality degradation issues; however, work cannot be
guaranteed for acts of nature related to flood events or beyond the one year work warranty
given by the contractor. RI is working with NRCS, Conservation Districts, or other local unit of
government and the farmers/landowners to help reduce those impacts as much as possible.
In providing services to the farmer/landowner on this tract of land for stream
restoration/stabilization activities to be performed we thereby mutually agree to the following
items:
1. The farmer/landowner will allow ingress and egress for all activities related to the stream
restoration/stabilization such as: surveys, engineering, construction, monitoring, etc. f or
RI and its agents.
2. Farmer/landowner will follow the contractual guidance in the EQIP program with USDA,
NRCS. This includes maintaining eligibility for individuals and/or entities if applicable.
3. Farmer/landowner will allow NRCS to provide RI with a copy of the associated NRCS
EQIP, application, contract and/or contract modifications, and appendix for the purpose of
allowing RI to share with RI's other funders in an effort to help obtain matching dollars.
This is consistent with the 1619 policy and RI's role as a NRCS Conservation Cooperator
assisting USDA-NRCS with technical and/or financial assistance through a cooperative
agreement. This is also consistent with the Participant/Landowner Acknowledgement
and/or the NRCS - Client Authorization for Release of Record form.

4. The farmer/landowner will assign payments for stream restoration/stabilization related
items/practices in the federal contract to Resource Institute using form CCC-36 within 15
days of the completion of construction for these items/practices.
5. Farmer/landowner will sign the NRCS-CPA-1245 within 15 days of notification to sign
this form to allow payment of the completed items/practices. (Initial/date)
6. RI will serve as the financial manager for all funds related to the stream
restoration/stabilization activities received for the project. This includes providing the
farmer/landowner (federal contract participant) with a receipt corresponding to the federal
funds received related to the stream restoration/stabilization practices/items. Note: The
federal funds received are based upon a payment schedule rate for the average cost.
7. RI will provide project management services such as, obtaining the technical resources,
bidding and contracting of project elements, and project construction oversight.
8. RI will work with farmers/landowners to resolve differences between construction costs
and payment schedule rates.
9. RI will also provide a local representative to assist with project management and to serve
as a liaison with NRCS/SWCD personnel, RI and the contract participant. Your RI
Representative contact info is listed below:
RI Representative Name: Angela Gragg/Alan Walker
Watauga
Vanderpool Creek
(Phone):.
[phone](828) 507-7686
4,915 ft
County Stream Name Stream Length
Marjorie Hrozencik/Vanderpool Farms LLC vct'�' °0 1
Participant/landowner Print Name & Title Partici t/landowner i nature
g
0 -5-A)3)-0D.Qk
Date
'4-�r - 443 --0 (s
Phone Number
Chairman, Resource Institute RC&D, Inc.
Email Address
Date

U.S. Department of Agriculture NRCS-CPA-52
A Client Name: Vanderpool Farms
Natural Resources Conservation Service 11/2019
ENVIRONMENTAL EVALUATION WORKSHEET
B. Conservation Plan ID # (as applicable): 74453222116
Program Authority (optional): EQIP
D. Client's Objective(s) (purpose):
C. Identification # (farm, tract, field #, etc. as required):
Stabilize eroding stream banks and remove livestock access to the streams
Farm: 4913 Tract 20032;1405
while providing alternative watering facilities.
E. Need for Action:
H. Alternatives
El
Erosion and sediment is
ccuring on pasture banks
No Action r if RMS ❑
Alternative 1 v if RMS ❑
Alternative 2 r if RMS
allowing sediment to enter the
stream. Stream banks are
No Action will result in continued sediment Installation of the planned system will Increased benefits for water quality soil
urrently eroding at very high
rates with vertical banks
in stream, continued loss of Prime eliminate animals along stream areas quality and plant quality
sloughing off. Channel is
farmland, continued degradation of reducing water quality degradation and
unstable with unsuitable habitat
streambanks and stream channel with stabilizing eroding areas eliminating
or aquatic species. Riparian
continued degradation of Aquatic Habitat. sediment from surface water. Channel
orest areas are nonexisistent or
Manure in streams. Bed Stabilization (584). Critical Area
highly degraded.
Planting (342); Spoil Spreading (572).
Stream Crossing (578): Stream Habitat
Improvement and Management (395),
Streambank and Shoreline Protection
(580). Tree & Shrub Establishment (612).
Waste Storage Facility (313). Roofs and
Covers (367). Fence (382): Livestock
Pipeline (516). Roof Runoff Structure
(558). Access Road (560); Heavy Use
Area Protection (561). Feed Pad (561),
Spring Development (574). Watering
Facility (614). Underground Outlet (620)
Rur r
In Section "F" below, analyze,
record, and address concerns identified through the Resources Inventory process.
(See FOTG Section III - Resource
Planning Criteria for guidance).
F. Resource Concerns
1. Effects of Afternatives
and Existing/ Benchmark
No Action
Alternative 1
Alternative 2
Conditions
(Anal a and record the
Amount, Status, Description
• If
Amount, Status, Description
r If
Amount, Status, Description
+ If
existing/benchmark
does
NOT
does
NOT
does
NOT
conditions for each
(Document both short and
meet
(Document both short and
meet
(Document both short and
meet
identified concern)
long term impacts)
Pc
long term impacts)
Pc
long term impacts)
Pc
OI
ank arovon from streams
Continued erosion on
395,584,580 Practices as a
Increase in Soil Quality using a P-
hwelines or water conveyance
streambanks and channel
❑✓
combined stream restoration
❑
Graze system and Nut Mgt
❑
hamals
movement creating erosion both
short and long term
system will stabilize the
streambanks and channel
Stream channel is in a very
degraded condition. SVAP is
NOT
therefore reducing streambank
NOT
NOT
poor. Animals have full access
meet
erosion. 578 Stream Crossing and
meet
meet
o the stream
PC
612 will help stabilize eroding
PC
PC
streambanks. 572 allows the
❑ resource concem idendried
n
NOT
❑
NOT
❑
NOT
meet
meet
meet
PC
PC
PC
❑ resource concern identified ,.
❑
NOT
❑
NOT
❑
NOT
meet
meet
meet
PC
PC
PC
o resource cbncem identified
❑
NOT
❑
NOT
n
NOT
meet
meet
meet
PC
PC
PC
\RCS-CPA-52, November 2019
North Carolina Version: Nov 2019

uirrents t;arsported to surbce waffl
Continued erosion on
A livestock exclusion system
No effect
1xcess
streambanks and channel
along with stream restoration will
El
movement creating erosion both
reduce manure and sediment
short and long term
NOT
meet
depostion within the stream
corridor Practices used will be
NOT
meet
NOT
meet
urbidity in the water caused by
sediment
PC
342.382.561.516.533.578.642.614
PC
PC
572
ai»nge as and ci3*rn:W train
Continued animal use with the
A livestock exclusion system along
❑
Placement of fence greater than
❑
!or>ip�ld4:Of 4sS .
stream condor will continue to
deposit manure and increase
with stream restoration will reduce
manure and sediment depostion
30 feet off the top of bank will help
reduce the change of manure in
anure is present in the stream.
nimals accessing stream to get
sediment from streambank
NOT
within the stream corridor
NOT
stream even more
NOT
alter causing them to deposit
erosion
meet
Practices used will be
meet
meet
anure in the stream.
PC
342,382.561.560.558,367,578.620
PC
PC
313, 516, 533, 642, 614, 572
ed to surface
Cattle will continue to access
stream areas and deposit manure
ff
L-]
A stream protection system with
conservation practices
342.382.561.560 558,367,578.620
Placement of fence greater than
30 feet off the top of bank will help
reduce the change of manure in
❑
nimals accessing stream to get
ater causing erosion issues
NOT
.313,516,533,642,614,572. These
NOT
stream even more
NOT
meet
practices will help elimate the
meet
meet
PC
direct depost of manure directly in
PC
PC
F. Resource Concerns
I. (continued)
No Action
Alternative 1
Alternative 2
and Existing/ Benchmark
Conditions
(Analyze and record the
Amount, Status, Description
v If
Amount, Status, Description
V if
Amount, Status, Description
J It
existing/benchmark
does
NOT
does
NOT
does
NOT
conditions for each
(Document both short and
meet
(Document both short and
meet
(Document both short and
meet
identified concern)
long term impacts)
Pc
long term impacts)
Pc
long term impacts)
Pc
AIR
o resource concern identified
r j
NOT
❑
NOT
❑
NOT
meet
meet
meet
PC
PC
PC
o resource concern identified
r C
LNOT
❑
NOT
r i
NOT
meet
meet
meet
PC
PC
PC
PLANTS
]ant productivity and health
Lack of soil testing could result in
1
Soil samples collected and
❑
Nutrient Mgt may help increase
poor growth of grass in pastures
J
NOT
analyze the results to correct the
poor growth areas which will lead
NOT
grass productiivity
NOT
Some areas of the farm have
indicators of poor fertility such as
meet
to improving the plant quality and
meet
meet
broomsedge
PC
health.
PC
PC
io resource concern identified
❑
NOT
❑
NOT
❑
NOT
meet
meet
meet
PC
PC
PC
AN MALS
Aquatic habitat for fish and other
Current SVAP rating of Poor. No
SVAP score for Instream fish
Practices will help improve overall
organisms
action will result in a lower SVAP
U
cover is currently (poor). After
habitat conditions
score and continued Degradation
of the Channel/Streambanks and
Stream Restoration and the
installation of a livestock watering
Aquatic habitat is limited due to
streambank erosion and limited
Habitat
NOT
system the SVAP rating should
NOT
NOT
in stream features for habitat
meet
increase to a Rating of GOOD 395
meet
meet
PC
Stream Habitat Improvement
PC
PC
stock water quantity.
Inadequate livestock water
r
Conservation practices 574, 516,
r 1
No effect
r�
ribution
continues around the farm. Water
supply dries up in the summer
l
NOT
561,614,382 will provide adequate
water supply and allows quality
l J
NOT
LJccessing
NOT
the lower
to get water.
during a drought.
meet
distribution.
meet
meet
PC
PC
PC
Econcem
ncem identified
❑
NOT
❑
NOT
❑
NOT
meet
meet
meet
PC
PC
PC
\RCS-CPA-52, November 2019
North Carolina Version: Nov 2019

rvo resource concern iaentmeo
Q
NOT
❑
NOT
❑
NOT
meet
meet
meet
PC
PC
PC
o resource concem identified
❑
NOT
❑
NOT
❑
NOT
meet
meet
meet
PC
PC
PC
No capital required.
I
Extensive capital involved to complete a
stream restoration on this scale
Some capital involved in buying lime and
fertilizer
Stream restoration is very
o labor needed lHeavy equipment needed
in bection "u" complete ana attacn tnvironmentai rroceaures uume tineets Tor aocumentation as appucame. items wnn a ..•.• may
require a federal permit or consultationicoordination between the lead agency and another government agency. In these cases,
effects may need to be determined In consultation with another agency. Planning and practice implementation may proceed for
practices not involved in consultation. The APE Mapping Webtool may be used to identify and analyze relevant SECs within an APE.
G. Special Environmental
J. Impacts to Spec a nvironmenta
oncerns
Concerns
No Action I
Alternative 1
Alternative 2
(Document existing/
Document all impacts
if
Document all impacts
4if
Document all impacts
4if
benchmark conditions)
(Attach Guide Sheets as
needs
(Attach Guide Sheets as
needs
(Attach Guide Sheets as
[No
needs
APE Mapping WebTool
applicable)
further
action
lNo
applicable)
further
action
applicable)
further
action
No Effect
Effect
Effect
•Clean AirAct
Guide Sheet Fact Sheet
Current activities do not cause an
Pla
increase in emission of a
❑
incr
PLU not in a non -attainment
regulated air pollutant and does
Imat
reg
area
not promote excessive
not
concentrations of particulate
con
matter in the air.
eClean
Water Act±Waters of
he U.S.
Guide Sheet Fact Sheet
Stream and segments of ripans
yeas likely under CWA
urisdiction.
•Coastal Zone Management
Guide Sheet Fact Sheet
PLU located in Mountains no
u
nned action will not cause an
ease in emission of aulated air pollutant and does
promote excessive
centrations of particulate
er in the air
i Effect
jam consultation and permits ❑
ded from Army Corp DWQ,
FWS.
Planned action will not cause an
increase in emission of a [_
regulated air pollutant and does
not promote excessive
concentrations of particulate
matter in the air.
No Effect
Effect No Effect No Effect
coastal zones are located in ❑ No coastal zones are located in ❑ No coastal zones are located in ❑
Mountains of NC the Mountains of NC the Mountains of NC
Effect No Effect No Effect
Guide Sheet Fact Sheet No coastal reefs are located in the ❑No coastal reefs are located in the No coastal reefs are located in theNot present in the PLU Mountains of NC Mountains of NC Mountains of NC
•Cultural Resources / Historic No Effect May Effect May Effect
Properties CR's requested ❑ Alternative includes Group 1 & ❑ Alter
Guide Sheet Fact Sheet Group 2 . Refer request to CR Grou
There are no National Register Specialist. I 1"Spec
federal action would occur
Guide Sheet FactSheet
Species on County T&E list.
sed ICM to determine potential
I
ys
Although the ICM sano criticalhabitats the FWS permit will be
required and will review the
potential for impacts to the
appalachian elk toe and the
native includes Group 1 &p 2 . Refer request to CR
ialist.
Effect
,ugh the ICM says no critical ❑
ats the FWS permit will be
red and will review the
itial for impacts to the
lachian elk toe and the
No Effect No Effect No Effect
Environmental Justice
Guide Sheet Fact Sheet No federal action would occur There would be no There would be no
El disproportionately high and ❑ disproportionately high and ❑
35% of households in census adverse environmental or human adverse environmental or human
rea are low income, 5% of the health effect on low-income or health effect on low-income or
population are minorities. minority populations. minority populations.
\RCS-CPA-52. November 2019
North Carolina Version: Nov 2019

No Effect
No Effect
No Effect
*Essential Fish Habitat
Guide Sheet Fact Sheet
No federal action would occur
0
Action will NOT result in short-
❑
Action will NOT result in short-
❑
term or long-term disruptions or
term or long-term disruptions or
Trout County but no Trout
alterations that may result it a
alterations that may result in an
Waters in FLU
"adverse effect"
"adverse effect'
No Effect
No Effect
No Effect
Floodplain Management
No federal action would occur
Guide Sheet Fact Sheet
❑
The proposed action will NOT or
El
The proposed action will NOT or
❑
alternative likely result in an
alternativelikely result in an
Classification X but no data.
increased flood hazard
increased flood hazard
Invasive Species
No Effect
No Effect
No Effect
Not present in PLU
Guide Sheet Fact Sheet
Planned action is not likely to
❑
❑
Not present in FLU
El
invasive Species noticed
cause or promote the introduction
wring field visit.
and spread of invasive species.
*Migratory Birds/Bald and
No Effect
No Effect
No Effect
No federal action would occur
The action(s) will NOT result in a
The action(s) will NOT result in a
Golden Eagle Protection Act
❑
❑
❑
Guide Sheet Fact Sheet
take (intentionally or
take (intentionally or
Migratory Bird in County
unintentionally) to any migratory
unintentionally) to any migratory
-bird- occupied nest or eau
-bird. occupied nest or eau
Natural Areas
No Effect
No Effect
No Effect
No federal action would occur
Planned action will not impact
Guide Sheet Fact Sheet
❑
Actions will not affect Natural
❑
❑
Not present in PLU
Areas
officially or unofficially designated
natural areas,
Prime and Unique Farmlands
No Effect
No Effect
No Effect
No federal action would occur
Planned action will not result in the
Guide Sheet Fact Sheet
f l
LJ
Present in the PLU but will not
El
❑
Present in the PLU but will not
result in permanent conversion to
conversion of farmland to a non -
result in permanent conversion
non-ag purposes.
agricultural use.
o non-ag purposes.
Riparian Area
May Effect
May Effect
May Effect
Will increase the size and protect
Guide Sheet Fact Sheet
There will be continued
❑
❑
Will increase the size and protect
❑
There are Riparian areas in the
degradation of the Riparian areas
riparian areas
riparian areas
PLU
without some stream stabilization
Scenic Beauty
May Effect
May Effect
May Effect
Project will improve riparian and
Planned action will help the quality
Guido Sheet Fact Sheet
Maintaining current activities will
❑
❑
❑
PLU not in Scenic area
affect the quality of the general
stream areas.
of the general landscape
eWetlands
No Effect
No Effect
No Effect
Guide Sheet Fact Sheet
No Wetlands present within the
❑
No Wetlands present within the
❑
No Wetlands present within the
❑
Not present in the PLU
planning unit.
planning unit.
planning unit.
*Wild and Scenic Rivers
No Effect
No Effect
No Effect
No federal action would occur
No Wild Scenic Rivers in PLU
Guide Sheet Fact Shoot
❑
_
Non in PLU
❑
❑
Not present in or near the FLU
location
K. Other Agencies and
No Action
Alternative 1
Alternative 2
Broad Public Concerns
Easements. Permissions. Public
No actions
CR Review Required, Permits for FWS,
None needed
Review, or Permits Required
DWQ, Army Corp of Engineer
and Agencies Consulted.
ie onz tion for
Auth. for Release of Record Needed
Auth. for Release of Record Received &
Auth. for Release of Record Received &
Release of Record
Filed in Case File
Filed in Case File
Cumulative Effects Narrabve
No Action will result in continued sediment
Alternative 1 will increase Aquatic Habitat
Alternative 2 would increase productivity o
(Describe the cumulative
in stream, continued loss of Prime
while stabilizing the Stream Channel and
the farm and improve water quality in the
impacts considered, including
farmland, continued degradation of
banks preventing further sediment
Watauga River.
past, present and known future
streambanks and stream channel with
discharges to the water and increasing
actions regardless of who
continued degradation of Aquatic Habitat
water quality at this location and
performed the actions)
downstream.
\RCS-CPA-52, November 2019
North Carolina Version: Nov 2019

L. Mitigation
None
None needed
None needed
(Record actions to avoid,
minimize, and compensate)
M. Preferred
Y preferredO
kernative
alternative
Alternative addresses an
resource concern and fitsreason
QidentifiedSupporting
limitations.
N. Context (Record context of alternatives analysis) local local
The significance of an action must be analyzed in several contexts such as society as a whole (human, national), the affected region, the
affected interests, and the locality.
O. To the best of my knowledge, the data shown on this form is accurate and complete:
In the case where a non-NRCS person (e.g. TSP, Partner, Volunteer) or NRCS employee (non-CCP) assists with planning they are to sign the
first signature block and then the NRCS CCP is to sign the second block to verify the information's accuracy.
NO�e�w0� Soil Conservationist 2/25/2022
SI ure (P n r comple ng S coons A-N) Title ; "• �}' .� ate
2 2—
S ture (NRCS CCP Title Daile
If preferred alternative is not a federal action where NRCS has control or responsibility and this NRCS-CPA-521s shared with
someone other than the client then indicate to whom this is being provided.
The following sections are to be completed by the Responsi t F
NRCS is the RFO if the action is subject to NRCS control and responsibility (e.g., actions financed, funded, assisted, conducted, regulated, or
approved by NRCS). These actions do not include situations in which NRCS is only providing technical assistance because NRCS cannot
control what the client ultimately does with that assistance and situations where NRCS is making a technical determination (such as Farm Bill
HEL or wetland determinations) not associated with the planning process.
P. Determination of Significance or Extraordinary Circumstances
To answer the questions below, consider the severity (intensity) of impacts in the contexts identified above. Impacts may be both beneficial an
adverse. A significant effect may exist even if the Federal agency believes that on balance the effect will be beneficial. Significance cannot be
avoided by terming an action temporary or by breaking it down into small component parts.
If you answer ANY of the below questions "yes" then contact the State Environmental Liaison as there may be extraordinary
circumstances and significance Issues to consider and a site specific NEPA analysis may be required.
Yes No
❑ 0 a Is the preferred alternative expected to cause significant effects on public health or safety?
❑ a Is the preferred alternative expected to significantly affect unique characteristics of the geographic area such as proximity
to historic or cultural resources, park lands, prime farmlands, wetlands, wild and scenic rivers, or ecologically critical
-areas?
❑ 0 •' Are the effects of the preferred alternative on the quality of the human environment likely to be highly controversial?
❑ l 1 • Does the preferred alternative have highly uncertain effects or involve unique or unknown risks on the human
environment?
❑ ❑ Does the preferred alternative establish a precedent for future actions with significant impacts or represent a decision in
principle about a future consideration?
❑ ❑ e Is the preferred alternative known or reasonably expected to have potentially significant environment impacts to the
quality of the human environment either individually or cumulatively over time?
❑ ❑✓ • Will the preferred alternative likely have a significant adverse effect on ANY of the special environmental concerns? Use
the Evaluation Procedure Guide Sheets to assist in this determination. This includes, but is not limited to, concerns such
as cultural or historical resources, endangered and threatened species, environmental justice, wetlands, floodplains,
coastal zones, coral reefs, essential fish habitat, wild and scenic rivers, clean air, riparian areas, natural areas, and
invasive species.
❑ Q • Will the preferred alternative threaten a violation of Federal State, or local law or requirements for the protection of the
environment?
NRCS-CPA-52, November 2019
North Carolina Vernon. Nov 2019

Q. NEPA Compliance Finding (check one)
The preferred alternative:
Action required
U
11 is not a federal action where the agency has control or responsibility
document in 'R.1" below.
No additional analysis is required
2) is a federal artirm ALL of which is categorically excluded from) fuililel
❑oCument in "R.2" below.
�—�
environmental analysis AND there are no extraordinarycircumstances as identified
No additional analysis is required
in Section " O",
J) is a lederal action that has peen sufficiently analyzed in an existing Agency state
IIcccrnent in "R.1" below.
❑
regional or national NEPA document and there are no predicted significant ariva(se_
No additional analysis is required
environmental sifects or extraordinar• circumstances.
a) is a federal action that has been sufficiently analyzed in another t7edernl ag.anr_y's
Contact the State Environmental
NEPA document IEA or EIS) that addresses the proposed NRCS ar_tion and its' effects
far list s
dcable
❑
and has been formally adopted by Iii NRCS is required to piepnre and publish
dNEPA
fo
formally adopted and available for
to
its own Finning of too Significant Impact for an EA or Record of Deos}ori for an EIS
ring.
tiering. Document in "R.1' below.
when adopting another agency's EA or EIS document. SNola: This box is not
No additional analysis is required
applicable to FSA)
5) ,s a federal action that has NOT been sufficiently analyzed or mly invoiva predicted
Contact the State Environmental
❑
significant adverse environmental effects or extraordinary cirrums!anres and Fray
Liaison. Further NEPA analysis
require an EA or EIS.
required.
R. Rationale Supporting the Finding
RA
Environmental Quality Incentives Program, Natural Resources Conservation Service. Environmental Assessment December
Findings Documentation
2019
R.2
Applicable Categorical
Exclusion(s)
(more than one may apply)
7 CFR Part 650 Compliance
With NEPA, subpart 650.6
Categorical Exclusions states
prior to determining that a
proposed action is categorically
excluded under paragraph (d) of
this section. the proposed action
must meet six sideboard criteria.
See NECH 610.116.
1 have considered the effects of the alternatives on the Resource Concerns, Economic and Social Considerations, Special
Environmental Concerns, and Extraordinary Circumstances as derined by Agency regulation and policy and based on that made the
finding indicated above. North Carolina Policy- Only Certified Conservation Planners (CCP) have the delegated authority to act as the
RFO.
S. Signal of a on le Federal fficia
�SC
2- 2 2d2 z
ignature Title
Date
2.
MRCS-CPA-52, November 2019
North Carolina Version: Nov 2019

Wetland Determination
Vanderpool Farms WNCSI Project Site
Watauga County, North Carolina
Date of Determination
February 16, 2024
Prepared By:
En
Brushy Fork Environmental Consulting
10565 HWY 421 South
Trade, Tennessee 37691

Vanderpool Farms WNCSI
Wetland Determination
Wataug County, NC
25/2024

U.S. Army Corps of Engineers OMB Control #: 0710-0024, Exp:1113012024
WETLAND DETERMINATION DATA SHEET — Eastern Mountains and Piedmont Region Requirement Control Symbol EXEMPT:
See ERDC/EL TR-12-9; the proponent agency is CECW-CO-R (Authority: AR 335-15, paragraph 5-2a)
Project/Site: Vanderpool Farms City/County: VilasM/atauga Sampling Date: 2/16/24
Applicant/Owner: Brushy Fork Environmental Consulting, LLC./Vanderpool Farms LLC. State: NC Sampling Point: S1
Investigator(s): A. Williams, C. Crowell, D. Pedersen Section, Township, Range: Vilas, NC
Landform (hillside, terrace, etc.): Cove Local relief (concave, convex, none): Slope (%): 8-15
Subregion (LRR or MLRA): LRR N, MLRA 130B Lat: 36.259454 Long:-81.752427 Datum:
Soil Map Unit Name: Saunook Loam, Central Mountains NWI classification:
Are climatic / hydrologic conditions on the site typical for this time of year? Yes x No (If no, explain in Remarks.)
Are Vegetation Soil or Hydrology significantly disturbed? Are "Normal Circumstances" present? Yes x No
Are Vegetation Soil or Hydrology naturally problematic? (If needed, explain any answers in Remarks.)
SUMMARY OF FINDINGS — Attach site map showing sampling point locations, transects, important features, etc
Hydrophytic Vegetation Present? Yes No X Is the Sampled Area
Hydric Soil Present? Yes No X within a Wetland? Yes No X
Wetland Hydrology Present? Yes No X
Remarks:
HYDROLOGY
Wetland Hydrology Indicators:
Secondary Indicators (minimum of two required)
Primary Indicators (minimum of one is required: check all that apply) —Surface
Soil Cracks (136)
—Surface Water (Al) —True
Aquatic Plants (1314) —Sparsely
Vegetated Concave Surface (138)
_ High Water Table (A2) —Hydrogen
Sulfide Odor (Cl) —Drainage
Patterns (1310)
—Saturation (A3) —Oxidized
Rhizospheres on Living Roots (C3) —Moss
Trim Lines (1316)
—Water Marks (131) —Presence
of Reduced Iron (C4) _
Dry -Season Water Table (C2)
—Sediment Deposits (132) —Recent
Iron Reduction in Tilled Soils (C6) —Crayfish
Burrows (C8)
_ Drift Deposits (133) —Thin
Muck Surface (C7) —Saturation
Visible on Aerial Imagery (C9)
_Algal Mat or Crust (134) —Other
(Explain in Remarks) —Stunted
or Stressed Plants (D1)
—Iron Deposits (135)
_
Geomorphic Position (D2)
_ Inundation Visible on Aerial Imagery (137)
—Shallow
Aquitard (D3)
—Water-Stained Leaves (139)
_
Microtopographic Relief (D4)
Aquatic Fauna (1313)
FAC-Neutral Test (D5)
Field Observations:
Surface Water Present? Yes No
x Depth (inches):
Water Table Present? Yes No
x Depth (inches):
Saturation Present? Yes No
x Depth (inches):
Wetland Hydrology Present? Yes No X
(includes capillary fringe)
Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspections), if available:
Remarks:
Sample Point taken on low topo point in pasture.
ENG FORM 6116-4, JUL 2018 Eastern Mountains and Piedmont — Version 2.0

VEGETATION (Four Strata)- Use scientific names of plants.
Sampling Point: S1
Hosoiuie uominani
inaicaior
Tree Stratum (Plot size: 30x30 )
% Cover Species?
Status
Dominance Test worksheet:
1
Number of Dominant Species
2.
That Are OBL, FACW, or FAC: 0 (A)
3.
Total Number of Dominant
4.
Species Across All Strata: 1 (B)
5.
Percent of Dominant Species
6.
That Are OBL, FACW, or FAC: 0.0% (A/B)
7.
Prevalence Index worksheet:
=Total Cover
Total % Cover of: Multiply by:
50% of total cover:
20% of total cover:
OBL species 0 x 1 = 0
Sapling/Shrub Stratum (Plot size: 30x30
)
FACW species 0 x 2 = 0
1.
FAC species 10 x 3 = 30
2.
FACU species 90 x 4 = 360
3.
UP species 0 x 5 = 0
4.
Column Totals: 100 (A) 390 (B)
5.
Prevalence Index = B/A = 3.90
6.
Hydrophytic Vegetation Indicators:
7.
_ 1 - Rapid Test for Hydrophytic Vegetation
8.
-2 - Dominance Test is >50%
9.
3 - Prevalence Index is :53.0'
=Total Cover
4 - Morphological Adaptations' (Provide supporting
50% of total cover:
20% of total cover:
data in Remarks or on a separate sheet)
Herb Stratum (Plot size: 10x10 )
_ Problematic Hydrophytic Vegetation' (Explain)
1. Festuca pratensis
60 Yes
FACU
'Indicators of hydric soil and wetland hydrology must be
2. Trifolium pratense
10 No
FACU
present, unless disturbed or problematic.
Definitions of Four Vegetation Strata:
3. Ranunculus sp. 10 No FAC
4. Solanum carolinense
10 No
FACU
Tree - Woody plants, excluding vines, 3 in. (7.6 cm) or
5. Digitaria sanguinalis
10 No
FACU
more in diameter at breast height (DBH), regardless of
6
height.
7.
Sapling/Shrub - Woody plants, excluding vines, less
8.
than 3 in. DBH and greater than or equal to 3.28 ft (1
9
m) tall.
10.
Herb - All herbaceous (non -woody) plants, regardless of
11.
size, and woody plants less than 3.28 ft tall.
100 =Total Cover
Woody Vine - All woody vines greater than 3.28 ft in
50% of total cover:
50 20% of total cover:
20
height.
Woody Vine Stratum (Plot size: 30x30 )
1.
2.
3.
4.
5.
Hydrophytic
=Total Cover
Vegetation
50% of total cover:
20% of total cover:
Present? Yes No X
Remarks: (Include photo numbers here or on a separate sheet.)
ENG FORM 6116-4, JUL 2018 Eastern Mountains and Piedmont - Version 2.0

SOIL Sampling Point: S1
Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.)
Depth Matrix Redox Features
(inches) Color (moist) % Color (moist) % Type' Locz Texture Remarks
0-12 10YR 3/6 100 Loamy/Clayey
RM=Reduced Matrix. MS=Masked Sand Grains
Hydric Soil Indicators:
_ Histosol (Al)
_ Histic Epipedon (A2)
—Black Histic (A3)
_ Hydrogen Sulfide (A4)
_ Stratified Layers (A5)
2 cm Muck (A10) (LRR N)
_ Depleted Below Dark Surface (A11)
_Thick Dark Surface (Al 2)
—Sandy Mucky Mineral (S1)
_ Sandy Gleyed Matrix (S4)
_ Sandy Redox (S5)
—Stripped Matrix (S6)
Dark Surface (S7)
Restrictive Layer (if observed):
Type:
Depth (inches):
Remarks:
Sandy Loam texture throughout sample.
_ Polyvalue Below Surface (S8) (MLRA 147, 148)
_Thin Dark Surface (S9) (MLRA 147, 148)
_ Loamy Mucky Mineral (F1) (MLRA 136)
_ Loamy Gleyed Matrix (F2)
_ Depleted Matrix (F3)
_ Redox Dark Surface (F6)
_ Depleted Dark Surface (F7)
_ Redox Depressions (F8)
_ Iron -Manganese Masses (F12) (LRR N,
MLRA 136)
_ Umbric Surface (F13) (MLRA 122, 136)
—Piedmont Floodplain Soils (F19) (MLRA 148)
Red Parent Material (F21) (MLRA 127, 147, 148)
2Location: PL=Pore Lining, M=Matrix
Indicators for Problematic Hydric Soils3:
2 cm Muck (A10) (MLRA 147)
—Coast Prairie Redox (A16)
(MLRA 147, 148)
—Piedmont Floodplain Soils (F19)
(MLRA 136, 147)
—Red Parent Material (F21)
(outside MLRA 127, 147, 148)
—Very Shallow Dark Surface (F22)
Other (Explain in Remarks)
31ndicators of hydrophytic vegetation and
wetland hydrology must be present,
unless disturbed or problematic.
Hydric Soil Present? Yes No X
ENG FORM 6116-4, JUL 2018 Eastern Mountains and Piedmont — Version 2.0